PZ - Geotechnical Report Geotechnical Engineering Report
McDermott — Villagio Development
Boise, Idaho
PREPARED FOR:
Schultz Development, LLC
PREPARED BY:
Innovate Geotechnical
Innovate Geotechnical Project No. 320027
January 12, 2021
INNOVATE
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January 12, 2021
Attention: Matt Schultz
Subject: Geotechnical Engineering Report
McDermott -Villagio Development
Boise, Idaho
Innovate Geotechnical Project No. 320027
Matt,
Submitted herewith is the report of our geotechnical engineering evaluation for the subject site.
This report contains the results of our findings and an engineering interpretation of the results
with respect to the available project characteristics. It also contains earthwork and site
improvement recommendations necessary for development of the property.
On August 13, 2020, Innovate Geotechnical staff was on-site and completed 3 test pits up to 10
feet below the existing ground surface. On December 11, 2020, 5 more test pits were completed
up to 12 feet below the existing ground surface. Soil samples were obtained during the field
operations and were then transported to our office for further testing.
Based on the findings of the subsurface investigation and other information, site earthwork and
development recommendations are provided. A detailed discussion of observed conditions is
presented in this report.
We appreciate the opportunity to work with you on this project. If we can be of further assistance
or if you have any questions regarding this project, please do not hesitate to contact us at (208)
484-1090.
Sincerely, � EENS' �'®��
Innovate Geotechnical
1, % 7
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Sierra Hyde Seth P. Olsen, P.E.
Engineering Intern Senior Geotechnical Engineer
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Table of Contents
Attention: Matt Schultz................................................................................................................... 1
1.0 INTRODUCTION .................................................................................................................... 3
2.0 PROJECT UNDERSTANDING .............................................................................................. 3
3.0 SCOPE OF SERVICES............................................................................................................ 3
4.0 SITE CONDITIONS AND FIELD EVALUATION................................................................ 3
4.1 Surface Conditions.................................................................................................................... 3
4.2 Field Evaluation........................................................................................................................ 4
4.3 Subsurface Soil Profile .............................................................................................................4
4.4 Groundwater ............................................................................................................................. 4
4.5 Site Subsurface Variations........................................................................................................ 5
4.6 Seismic Setting.......................................................................................................................... 5
5.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................... 5
5.1 Site Preparation and Earthwork................................................................................................ 5
5.2 Structural Fill ............................................................................................................................ 6
5.3 Fill Placement and Compaction................................................................................................ 7
5.4 Slopes........................................................................................................................................ 7
5.5 Foundation Support................................................................................................................... 7
5.6 Floor Slabs................................................................................................................................ 8
5.7 Drainage.................................................................................................................................... 8
5.8 Pavement................................................................................................................................... 9
6.0 QUALITY CONTROL............................................................................................................. 9
7.0 LIMITATIONS....................................................................................................................... 10
8.0 REFERENCES ....................................................................................................................... 10
List of Figures Appendices
Figure 1 —Vicinity Map Appendix A— Boring Logs
Figure 2 —Site Map Appendix B— Laboratory Test Results
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1.0 INTRODUCTION
Innovate Geotechnical (IGEO) is pleased to present this report which presents the results of our
geotechnical engineering evaluation for the proposed McDermott—Villagio Development in Ada
County, Idaho. The project area is located approximately as shown in the Vicinity Map, Figure 1.
2.0 PROJECT UNDERSTANDING
The proposed development is on the west side of McDermott between McMillan Rd and Chinden
Rd.The project entails developing the approximately 20-acre property into 99 lots. The proposed
project includes evaluating the site for subsurface characteristics and providing pavement
recommendations. The site will be developed as residential. IGEO was asked to provide
geotechnical recommendations for this development.
We understand the proposed residential construction will consist of one and two-story, wood-
framed structures supported by shallow foundations. Wall loads are expected to range from 2
to 3 kips per lineal foot.
If the construction conditions are different than we have observed, please notify us so that any
appropriate modifications to our conclusions and recommendations contained herein may be
made. A site plan is presented in Figure 2.
3.0 SCOPE OF SERVICES
The purpose of our geotechnical engineering evaluation was to provide recommendations for
site development based on our site evaluation, laboratory testing, and engineering analyses. Our
specific scope of services included:
• Exploration of soil and groundwater conditions underlying the proposed development
by completing 8 test pits, and collecting samples for testing
• Laboratory testing to assess pertinent physical and engineering properties of the soil
observed.
• Engineering analysis and preparation of this report.
4.0 SITE CONDITIONS AND FIELD EVALUATION
Existing surface and subsurface conditions associated with the subject property are presented in
this section.
4.1 Surface Conditions
The site is in Meridian, Idaho (see Figures 1 and 2). Topographically, the site is relatively level
sloping gently downward from southeast to northwest towards Chinden Road. The elevation
drop is approximately 3 feet across the property from approximately 2515 feet above Mean Sea
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Level (MSL) to approximately 2512 feet above MSL. A portion of McDermott Road forms the
eastern boundary. Agriculture crops (corn fields) makeup the observed vegetation on the site.
Existing residential homes and agriculture surround the property.
4.2 Field Evaluation
The subsurface soil conditions were determined by performing eight (8) Test Pits (TP-1 through
TP-8)at the locations shown on Figure 2. Test pits were advanced using a backhoe subcontracted
to IGEO. Soil samples were obtained at significant changes of strata and in general accordance
with ASTM D-420 and ASTM D-2488. The subsurface conditions observed during the field
evaluation are discussed in Section 4.3. Logs of the explorations, including a description of all
soil strata encountered, are presented in Appendix A.
After completion of the field evaluation, soil samples were tested for their engineering
properties. The results of the laboratory testing are presented in Appendix B and shown on the
test pit logs in Appendix A.
In addition, groundwater will be monitored in all the test pits monthly for 12 months.
4.3 Subsurface Soil Profile
The results of our field evaluation and our laboratory testing indicate a fairly uniform subgrade
across the site. In general, the existing ground surface predominantly overlies brown moist,
medium stiff sandy silt to a depth of up to 9 feet(TP-3,TP-5, and TP-7 to TP-8)or a medium dense
silty sand below the existing ground surface. The other test pits had brown loose to medium
dense sand with varying amounts of silt to a depth of approximately up to 6 feet (TP-1, TP-4,TP-
6) below the existing ground surface. Only one of the test pits had a medium stiff sandy lean clay
(TP-2) up to 8 feet below the existing ground surface. This layer is underlain predominantly by
poorly graded sand with gravel with some cobbles (TP-1 to TP-4) or a layer of gravel with sand
with cobbles (TP-5 to TP-8) to the full depth explored (approximately 12 feet below the existing
ground surface). Some cementation was observed in the subsurface (TP-3).
For a detailed description of the soil profiles observed in this evaluation, see the test pit logs in
Appendix A. See Figure 2 for the approximate test pit locations.
4.4 Groundwater
Groundwater was observed in one of the test pits during the field evaluation (TP-3). Numerous
factors such as heavy precipitation, irrigation practices, and other unforeseen factors may
influence groundwater elevations at the site. The detailed evaluation of these and other factors,
which may be responsible for groundwater fluctuations, is beyond the scope of this study. PVC
pipe was installed in each of the 8 test pits to act as piezometers and allow for groundwater
observation to take place. IGEO will submit groundwater reading results as a part of this project
over the next 12 months from the time of the field evaluation.
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4.5 Site Subsurface Variations
Based on the results of the subsurface exploration and our experience, variations in continuity
and nature of subsurface conditions should be anticipated. Due to the heterogeneous
characteristics of soils, care should be taken in interpolating or extrapolating subsurface
conditions between or beyond the exploratory explorations. Seasonal fluctuations in
groundwater conditions may also occur.
4.6 Seismic Setting
According to the findings of our subsurface evaluation and the guidelines of the International
Building Code (IBC, 2018) the Site Classification is D (IBC, 2018, section 1613).
The following values should be used for site structural coefficients:
Short Period Spectral Response Acceleration SS = 0.29g
One Second Period Spectral Response Acceleration SI = 0.106g
Short Period Spectral Response Design Acceleration SIDS = 0.3039
One Second Period Spectral Design Acceleration SDI = 0.1699
Liquefaction of a soil is defined as the condition when a saturated, loose, cohesion-less, (fine
sand-type) soils have a sudden, large decrease, in their ability to support loads. This is because
of excessive pore water pressure which develops during a seismic event. Cohesive (clay type)
and dense sand and gravel soils typically do not liquefy during a seismic event.
Because of the soils observed and the depth of the groundwater at the site, it is our opinion that
the potential for liquefaction at this site is low under seismic conditions.
5.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of our site exploration, laboratory testing, and engineering analyses, it is our
opinion that the proposed site may be improved as envisioned. Specific recommendations for
the proposed improvements are presented in the following sections of this report.
5.1 Site Preparation and Earthwork
5.1.1 Initial Preparation
We recommend that proposed areas for improvements be prepared by clearing and grubbing of
both the surface and subsurface of all debris, deleterious and organic matter, and roots greater
than %inch diameter. We estimate that the depth of stripping required to remove organic topsoil
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will range from approximately 2 to 4 inches across the site. We recommend an average topsoil
stripping depth of 3 inches be used for planning and cost estimating.
5.1.2 Grading, Excavations, and Subgrade Preparation
Current site grades within the proposed improvements slope gently toward the southwest. We
anticipate excavation depths to be fairly consistent across the site. In order to provide uniform
bearing conditions for the proposed structures and pavements,we recommend the following site
preparation activities:
• Within foundation limits, the native soils are to be proof-rolled and compacted to
establish final foundation elevations.
• Within the roadway limits, the on-site sandy soils should be proof-rolled prior to placing
the aggregate for the proposed roadway section.
In the event earthwork activities cause excessive subgrade disturbance, replacement with
structural fill may be necessary. A greater depth of disturbance of the subgrade soil may be
expected if site preparation work is conducted during periods of wet weather when the moisture
content of the soil exceeds optimum. Any soft, loose, wet or otherwise unsuitable soil
encountered is to be over-excavated to firm soil, or a depth of 2 feet, whichever is less, and
replaced with structural fill, as described below.
5.1.3 Temporary Excavations
For temporary excavations less than five feet deep, side slopes should not be made steeper than
0.5:1 (horizontal to vertical). Temporary excavations extending more than five feet and up to ten
feet in depth should not be made steeper than 1:1. If unstable conditions or groundwater
seepage are encountered, flatter slopes, shoring, or bracing may be required for all conditions.
All excavations should be made following OSHA safety guidelines.
5.2 Structural Fill
Soil used to support the foundations is classified as structural fill for the purposes of this report.
5.2.1 Structural Fill
Structural fill shall consist of granular soils free of organics, debris, or other deleterious materials
and no particles larger than four inches in maximum dimension. Structural fill shall meet the
specifications described below:
• Structural fill placed below structural foundations should consist of well-graded, sand and
gravel material with no more than 12% passing the #200 sieve. Equivalent specifications
may be used if approved by the project geotechnical engineer.
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5.2.2 Use of on-site Soil
The on-site sandy soils observed in our test pits may be reused as structural fill, provided it is
reworked and meets the requirements set forth above.
5.3 Fill Placement and Compaction
The various types of compaction equipment have their limitations as to the maximum lift
thickness that can be compacted. For example, hand operated equipment is limited to lifts of
about four inches and most "trench compactors" have a maximum, consistent compaction depth
of about six inches. Large rollers, depending on soil and moisture conditions can achieve
compaction at eight to twelve inches. The full thickness of each lift should be compacted to at
least the following percentages of the maximum dry density (MDD) as determined by ASTM D-
1557:
1. Compacted fill/native soils, supporting foundations 95%
2. Compacted fill/native soils, below floor slabs 95%
3. Compacted fill/native soils, below pavement 95%
4. Backfill of trenches
a. Below foundations 95%
b. Below pavement 95%
c. Others 90%
Field density tests should be performed on each lift as necessary to ensure that compaction is
being achieved.
Conditions of the structural fill, site grading fill, and compacted native soil should be evaluated
by in-place density tests, visual evaluations, probing and proof-rolling as these materials are
prepared to determine compliance with the contract documents and recommendations in this
report. Over compaction should be avoided as increased compaction effort will result in lateral
pressures higher than those provided in this report.
5.4 Slopes
For permanent re-worked slopes on the property, we recommend slopes of no more than
2Horizontal : 1Vertical. Shallower slopes may be needed where loose, soft,or otherwise unstable
slopes are encountered.
5.5 Foundation Support
We anticipate that the proposed footings will be established at a minimum elevation of two feet
below the existing ground surface.To establish uniform bearing conditions the proposed footings
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should be established entirely on a specific zone of compacted native soils, as described
previously.
Foundations may be designed using a maximum allowable bearing pressure of 2,000 psf. In
addition to the fill recommendations presented previously in this report, the following
recommendations should be implemented:
• Continuous footing width should be maintained at a minimum of 18 inches.
• Spot footings should be a minimum of 30 inches in width.
• Exterior footings should be placed a minimum of 24 inches below final grade for frost
protection, and interior footing shall be placed a minimum of 16 inches below grade.
• Drainage around the site should be created so that water is not allowed to flow into the
excavation during or after construction.
The allowable bearing pressure may be increased by 1/3 for temporary loads such as wind and
seismic forces.
Based on the preliminary maximum foundation loads, as presented above, and given that the
foundations are supported as described in this report, we estimate that total settlement will be
less than about 1 inch. Differential settlement is estimated to be less than about % of the total
settlement. Post-construction settlement should be minor. Loose soil or otherwise unsuitable
soil not removed from footing excavations, or disturbance of soil at foundation grade during
construction could result in larger settlements than estimated.
5.6 Floor Slabs
Floor slabs may be supported on structural fill overlying the on-site soils as recommended in the
previous sections of this report. We recommend the slab be designed using a modulus of vertical
subgrade reaction (k) of 100 pounds per cubic inch (pci).
To help control normal shrinkage and stress cracking, the floor slabs should have the following
features:
• Adequate reinforcement for the anticipated floor loads with the reinforcement
continuous through interior floor joints
• Frequent crack control joints
• Non-rigid attachment of the slabs to foundation walls and bearing slabs
5.7 Drainage
All soils can experience some volume change when exposed to water. Therefore, adequate site
drainage is always important. Site grading design and construction should be implemented to
assure that all surface water is directed away from the foundation bearing soils. We recommend
the following actions be taken:
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1. All areas around the buildings should be sloped to provide drainage away from the
structures. We recommend a minimum slope of 6 inches in the first 10 feet away from
the structure.
2. All roof drainage should be collected in rain gutters with downspouts designed to
discharge well beyond the backfill limits or the stormwater drainage system, if applicable.
3. Adequate compaction of the foundation backfill should be provided. We suggest a
minimum of 90% of the maximum laboratory density as determined by ASTM D-1557.
Water consolidation methods should not be used under any circumstances.
4. Sprinklers should be aimed away from the foundation walls. The sprinkling systems
should be designed with proper drainage and be well-maintained. Over watering should
be avoided.
5. Other precautions may become evident during construction.
5.8 Pavement
The flexible pavement evaluation was performed using the Gravel Equivalence (GE) method. In
our evaluation we analyzed a roadway classification of local road and collector road. In general,
the thickness of the asphalt pavement is predominantly controlled by the traffic and the thickness
of the base and sub-base layers is predominantly controlled by the subgrade conditions.
The total thickness analysis was developed based on an estimated R-value of the subgrade soil
(35) and traffic data recommended by Ada County Highway District (ACHD). ACHD recommends
using a traffic index (TI) of 6 for local roads and 7 for collector roads.
The recommended total design pavement section for the flexible pavement of the development
is presented in Table 1.
TABLE 1-Flexible Pavement Sections
Flexible
Subbase Total
Flexible Pavement Pavement Base Thickness
Thickness Thickness
Section Thickness (inches)
(inches) (inches)
Local Road 2.5 4 6 12.5
Collector Road 3 5 6 14
6.0 QUALITY CONTROL
Our recommendations in this report are based on the assumption that adequate quality control
testing and observations will be conducted during construction to verify compliance.
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7.0 LIMITATIONS
The recommendations provided herein were developed by evaluating the information obtained
from the subsurface investigation and our experience in the area. The exploration data reflects
the subsurface conditions only at the specific locations at the particular time designated on the
logs. Soil and ground water conditions may differ from conditions encountered at the actual
exploration locations.The nature and extent of any variation in the explorations may not become
evident until during the course of construction. If variations do appear, it may become necessary
to re-evaluate the recommendations of this report after we have observed the variation.
Our professional services have been performed, our findings obtained, and our
recommendations prepared in accordance with generally accepted geotechnical engineering
principles and practices. This warranty is in lieu of all other warranties, either expressed or
implied.
8.0 REFERENCES
AASHTO Guide for Design of Pavement Structures, American Association of State Highway and
Transportation Officials, 1993.
ASTM, American Society for Testing and Materials
Ada County Highway District. Policy Manual.
Asphalt Institute. The Asphalt Handbook. Manual Series No. 4 (MS-4) 1989 edition.
IBC, International Building Code, 2018 Edition
Idaho Standards for Public Works Construction 2017 Edition.
Fundamentals of Geotechnical Analysis— Dunn, Anderson, and Kiefer (1980)
Essentials of Soil Mechanics and Foundations— David F. McCarthy (2007)
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GEOTECHNIEAL Villagio Development
Date: 13-Aug-20
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Site Map Project No: 320027
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Locations are approximate Client: Schultz Development
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Appendix A
INNOVATE ""'ateGeotechnical TEST PIT NUMBER TP-1
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEOTECHNICAL Telephone:(208)484-1090
CLIENT Schultz Development PROJECT NAME Villagio Development
PROJECT NUMBER 320027 PROJECT LOCATION McDermott
DATE STARTED 8/13/20 COMPLETED 8/13/20 GROUND ELEVATION 2512 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Creighton GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION ---
LOGGED BY Clara Klamm CHECKED BY Seth Olsen AT END OF EXCAVATION ---
NOTES Agriculture on Surface.No Groundwater Observed. AFTER EXCAVATION --
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INNOVATE ""'ateGeotechnical TEST PIT NUMBER TP-2
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Boise,Idaho 83709
GEOTECHMEAL Telephone:(208)484-1090
CLIENT Schultz Development PROJECT NAME Villagio Development
PROJECT NUMBER 320027 PROJECT LOCATION McDermott
DATE STARTED 8/13/20 COMPLETED 8/13/20 GROUND ELEVATION 2514 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Creighton GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION ---
LOGGED BY Clara Klamm CHECKED BY Seth Olsen AT END OF EXCAVATION ---
NOTES Agriculture on Surface.No Groundwater Observed. AFTER EXCAVATION --
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INNOVATE ""'ateGeotechnical TEST PIT NUMBER TP-3
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEOTECHNICAL Telephone:(208)484-1090
CLIENT Schultz Development PROJECT NAME Villagio Development
PROJECT NUMBER 320027 PROJECT LOCATION McDermott
DATE STARTED 8/13/20 COMPLETED 8/13/20 GROUND ELEVATION 2515 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Creigton GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe -Z AT TIME OF EXCAVATION 10.00 ft/Elev 2505.00 ft
LOGGED BY Clara Klamm CHECKED BY Seth Olsen AT END OF EXCAVATION --
NOTES Agriculture on Surface.Groundwater Observed at 10'. AFTER EXCAVATION --
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min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEOTECHNICAL Telephone:(208)484-1090
CLIENT Schultz Development PROJECT NAME Villagio Development
PROJECT NUMBER 320027 PROJECT LOCATION McDermott
DATE STARTED 12/11/20 COMPLETED 12/11/20 GROUND ELEVATION TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION ---
LOGGED BY Sierra Hyde CHECKED BY Seth Olsen AT END OF EXCAVATION ---
NOTES Agriculture on Surface.No Groundwater Observed. AFTER EXCAVATION --
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INNOVATE ""'ateGeotechnical TEST PIT NUMBER TP-5
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEOTECHNICAL Telephone:(208)484-1090
CLIENT Schultz Development PROJECT NAME Villagio Development
PROJECT NUMBER 320027 PROJECT LOCATION McDermott
DATE STARTED 12/11/20 COMPLETED 12/11/20 GROUND ELEVATION TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION ---
LOGGED BY Sierra Hyde CHECKED BY Seth Olsen AT END OF EXCAVATION ---
NOTES Agriculture on Surface.No Groundwater Observed. AFTER EXCAVATION --
ATTERBERG
I w w a LIMITS w
U �� >- cn w
d =U m Lu �ZJ Hw H� DZ U Z
w� Q O MATERIAL DESCRIPTION J� >� O�Q Lu j 0. U)W o� �� U x O�
p 0 Ov m0> Y U) Hp U�
O QZ w Uz O Q �O �� <- Qz wv
� o U ILz
0.0 o w
SANDY SILT,(ML)brown,dry,loose
d
c�
Ui
0
0
J
d
GB
(ML)63%fines 1 16 63
a
2.5
J
J
F
z
w
a-
o GB
(ML)moist 2
0
0
c�
a
J_
1
H
z 5.0
w
U
O
i GB
Y WELL GRADED GRAVEL WITH SILT AND SAND,COBBLES, 3 7 9
• (GW-GM)55%gravel,36%sand,9%fines,brown,moist,loose
J �
LU
U
CC
7 �
6 7.5
• GB
N (GW-GM)light brown,moist,loose,Piezometer Installed at 9' 4
•
0
0
°i
Bottom of test pit at 9.0 feet.
0
r
z
Z
z
J
0
U
2
m
0
U
W
0
O
w
INNOVATE ""'ateGeotechnical TEST PIT NUMBER TP-6
mEn1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEOTECHMEAL Telephone:(208)484-1090
CLIENT Schultz Development PROJECT NAME Villagio Development
PROJECT NUMBER 320027 PROJECT LOCATION McDermott
DATE STARTED 12/11/20 COMPLETED 12/11/20 GROUND ELEVATION TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION ---
LOGGED BY Sierra Hyde CHECKED BY Seth Olsen AT END OF EXCAVATION ---
NOTES Agriculture on Surface.No Groundwater Observed. AFTER EXCAVATION --
ATTERBERG
I w w a LIMITS w
U �� >- cn w
d =U m Lu �ZJ Hw H� DZ U Z
w� Q O MATERIAL DESCRIPTION J� >� O�Q Lu j 0. U)W o� �� U x O�
p 0 Ov m0> Y U) Hp U�
O QZ w Uz O Q �O �� <- Qz wv
� o U ILz
0.0 o w
WELL GRADED SAND WITH SILT,(SW-SM)brown,dry,very loose
U
0
0
a-
0
(SW-SM)5%gravel,87%sand,8%fines GB 32 8
cD 2.5
J
F
z
a-
0
w
w
0
O
0
Q
J
1
z
5.0 GB
COBBLES,(SW-SM) 2
0
0
i
J
Y
K
J
U
GB
W WELL GRADED GRAVEL WITH SAND,COBBLES,(GW)light 3
6 7.5R brown,moist,loose,Piezometer Installed at 9.5'
0
R
H R
J •
sec.
Bottom of test pit at 9.5 feet.
r
z
Z
z
J
O
U
2
m
0
U
W
0
O
w
INNOVATE ""'ateGeotechnical TEST PIT NUMBER TP-7
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEOTECHNICAL Telephone:(208)484-1090
CLIENT Schultz Development PROJECT NAME Villagio Development
PROJECT NUMBER 320027 PROJECT LOCATION McDermott
DATE STARTED 12/11/20 COMPLETED 12/11/20 GROUND ELEVATION TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION ---
LOGGED BY Sierra Hyde CHECKED BY Seth Olsen AT END OF EXCAVATION ---
NOTES Agriculture on Surface.No Groundwater Observed. AFTER EXCAVATION --
ATTERBERG
� w w a LIMITS w
U �� > cn w
d =U m Lu �ZJ Hw H� DZ U Z
w� Q O MATERIAL DESCRIPTION J� >� O�Q Lu j 0. U)W o� �� U x O�
p 0 Ov m0> Y U) Hp U�
O QZ w Uz O Q �O �� <- Qz wv
� D U ILz
0.0 o w
SANDY SILT,(ML)brown,moist,loose
d
c�
Ui
0
0
J
d
U)
W
H
O
c� 2.5
a
J
J_
LU (ML)62%fines GB 29 62
a-
0
J
W
Uj
O
0
Q
J_
1
H
Z 5.0
W
U
O
Q
J
Y
Q GB
(ML) 2
LU
w
6 7.5
a
N
H
Q
J
VI
GB
WELL GRADED GRAVEL WITH SAND,COBBLES,(GW)53% 3 3 0
Z 10.0 � gravel,47%sand,0%fines,moist,loose,Piezometer Installed at
o �.
U
_ �.�A
co
2
0 . is
o Bottom of test pit at 11.5 feet.
w
INNOVATE ""'ateGeotechnical TEST PIT NUMBER TP-8
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEOTECHNICAL Telephone:(208)484-1090
CLIENT Schultz Development PROJECT NAME Villagio Development
PROJECT NUMBER 320027 PROJECT LOCATION McDermott
DATE STARTED 12/11/20 COMPLETED 12/11/20 GROUND ELEVATION TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION ---
LOGGED BY Sierra Hyde CHECKED BY Seth Olsen AT END OF EXCAVATION ---
NOTES Agriculture on Surface.No Groundwater Observed. AFTER EXCAVATION --
ATTERBERG
I w w a LIMITS w
U �� >- cn w
d =U m Lu �ZJ Hw H� DZ U Z
w� Q O MATERIAL DESCRIPTION J� >� O�Q Lu j 0. U)W o� �� U x O�
p 0 Ov m0> Y U) Hp U�
O QZ w Uz O Q �O �� <- Qz wv
� o U ILz
0.0 o w
SANDY SILT,(ML)brown,dry,loose,Bulk Sample at 1'
d
c�
Ui
0
0
J
d
(ML)52%fines 24 52
a
2.5
J
J
F
z
w
a-
d
O
J
W
LU
0
O
0
Q
J_
1
H
z 5.0
W
U
O
Y WELL GRADED GRAVEL WITH SAND,COBBLES,(GW)78% 2 0
! gravel,22%sand,0%fines,light brown,moist,loose
W
U
6 7.5
N SANDY,(GW)dry,Piezometer Installed at 9.5'
o .19
J • �
Bottom of test pit at 9.5 feet.
r
z
Z
z
J
U
2
co
2
U
W
F
O
w
mEn INNnVATE
GEHTECHNICAE
Appendix B
U.S. STANDARD SIEVE SIZE
3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100
90
80
70
w
} 60
m
0
Z 50
U)
Q
a 40
Z
w
0 30
w
a
20
10
L L
1000 100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL I SAND SILT OR CLAY
COARSE I FINE COARSE MEDIUM FINE
INNOVATE Villagio Development
Boring/ Depth Content Gravel Sand Fines USCS
Test Pit (feet) (%I__ o) ) (%I Class Soil Classification--- I U L U GECTECHNICAL
Date:
TP-1 3 20 20 SM Silty Sand Sieve Analysis 1/12/2021
❑ TP-2 7 21 59 CL Sandy Lean Clay Results Figure.
TP-2 9 3 - - - SP Poorly Graded Sand with Project:
At 320027
Gravel Ada County,
X TP-3 1 9 50 ML Sandy Silt
Idaho Client: Schultz B 1
• TP-4 3.5 17 2 56 42 SM Silty Sand Development
U.S. STANDARD SIEVE SIZE
3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100
90
80
70
w
60
m
0 ❑.
Z 50
Q
a 40
w
U 30
w
a
20
10
0
1000 100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL I SAND SILT OR CLAY
COARSE I FINE COARSE MEDIUM FINE
----------------------------------------------------------------------------------------------------------------
INNOVATE Villagio Development
Boring/ Depth Content Gravel Sand Fines USCS H] Ell
Symbol Test Pit M) M o) Class Soil Classification I U L U GECTECHNICAL
TP-5 2 16 - - 63 MIL Sandy Silt Date:
Sieve Analysis 1/12/2021
❑ TP-5 6 7 55 36 9 GW-GM Well Graded Gravel with Silt Results Figure.
. and Sand Project:
TP-6 2 32 5 87 8 SW-SM Well Graded Sand with Silt 320027
X TP-7 3 29 - - 62 ML Sandy Silt Ada County,
- B -2
0 TP-7 9.5 3 53 47 0 GW Well Graded Gravel with Sand Idaho Client: Schultz
Development
U.S. STANDARD SIEVE SIZE
3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
100
90
80
70
w
} 60
m
0
Z 50
U)
Q
a 40
Z
w
U 30
w
a
20
10
0
1000 100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL I SAND SILT OR CLAY
COARSE I FINE COARSE MEDIUM FINE
lun
INNOVATE Villagio Development
GECTECHNICAL
Sample Moisture Date:
Boring/ Sieve Analysis 1/12/2021
Symbol est_Pit_ _(feet) %) -(0/.) 6) Class Soil Classification Results
Figure:
TP-8 2 24 - 52 ML Sandy Silt Project:
320027
ElTP-8 6 2 78 22 0 GW Well Graded Gravel with Sand Ada County,
- B -3
Idaho Client: Schultz
Development
60 ,
, O
50 '
,
,
,
x
w ;
0 40 '
z
U
30
0
i
i
20
- G
MH or OH
10 ,
.CLW6 ML or OL
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)
iprn INNOVATE Villagio Development
GEGTEEHNIEAL
Sample Liquid Plastic Date:
DepthSymbol Location USCS Atterberg 1/12/2021
Index(131) Class
Limits Results Figure:
TP-2 7 29 21 8 CL Sandy Lean Clay Project:320027
Ada County, B -4
Idaho Client:Schultz
Development
*Based on Sieve Analysis Results
A M E R I C A N
American Geotechnics
J1 J
Project Information T I C H N I C S
Report to: Innovate Geotechnical
Project: Villagio
Report Date: 12/31/2020
File No.: 02787.47
Material Information
Date Sampled: 12/11/2020
Sampled By: Client
Date Received: 12/17/2020
Date Tested: 12/17 - 12/31/2020
SUMMARY OF LABORATORY RESULTS
Lab Sample Depth Water %Passing Liquid Plasticity Soil
Number Borehole Type (ft) Content #200 Limit Index Type Remarks
(%) Sieve (%)
20-0972 TP-04 Bulk 1.0'-3.0' 18.6 86.3 35 10 ML --
Prepared By: Kelli Browning
American Geotechnics
ATTERBERG LIMITS REPORT rCRr�:
TECHNICS
CLIENT: Innovate Geotechnical PROJECT NAME:Villagio
FILE NUMBER:02787.47 PROJECT LOCATION:Ada County, Idaho
60
CL CH
50
x 40
w
0
z_
30
U)
Q
J
a
20
10
CL-ML ML MH
0
0 20 40 60 80 100
LIQUID LIMIT(%)
Specimen Identification MC LL PL PI Fines Classification
• TP-04 Bulk 1.0 18.6 35 25 10 86 SILT (ML)
Prepared By: Kelli Browning
American Geotechnics
PARTICLE-SIZE DISTRIBUTION REPORT %R I ( A N
TECHNICS
CLIENT: Innovate Geotechnical PROJECT NAME:Villagio
FILE NUMBER:02787.47 PROJECT LOCATION:Ada County, Idaho
U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 6 810 1416 20 30 40 50 60 100 140 200
100
95
90
85
80
75
70
65
(D 60
w
>_ 55
m
w
w 50
z
LL
45
z
w
40
w
0
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND SILT OR CLAY
coarse fine coarse I medium fine
Specimen Identification Classification D10 D30 D60
• TP-04 Bulk 1.0 SILT (ML) -- -- --
Specimen Identification %Gravel %Sand %Fines D15 D50 D85 Cc Cu MC LL PI
• TP-04 Bulk 1.0 0.0 13.7 86.3 -- -- -- -- -- 18.6 35 10
Prepared By: Kelli Browning
American Geotechnics
American Geotechnics A M E R I C A N
5260 Chinden Blvd. r
Boise, Idaho 83714
Phone:(208) 658-8700 J �W
Fax: (208) 658-8703 T E C H N I C S
Report To: Innovate Geotechnical Report Date: 12/31/2020
Project: Villagio Date Sampled: 12/11/2020
Project No.: 02787.47 Date Received: 12/17/2020
Sample ID: TP-4, Bulk; 1.0'-3.0' Tested By: PC
Soil Description: Silt(ML) Lab Number: 20-0972
R-VALUE
IDAHO T-8
Point 1 Point 2 Point 3
Drainage Description Zero Zero Zero R-Value @ 200 PSI
Dry Density, PCF 97.4 98.3 98.6 Exudation Pressure
Moisture Content, % 24.0 23.3 22.7
Exudation, PSI 101 146 233 35
R-Value(Corrected) 5 22 43
Expansion, PSI 0.03 0.40 0.62
R-Value 200 psi Expansion
Gradation: AASHTO T-11, T-27
4.0 9000
Screen %Passing %Passing
8000 Sizes As Received As Tested
4"
3.0 7000 3"
h J 2"
a
6000 L 1„
W
Vl
d 2.0 5000 d 3/4"
o a. 1/2"
.
4000 °
y 3/8"
C l6
No. 4 100 100
w 1.0 3000 w
No. 8
2000 No. 16
No. 30
0.0 1000 No. 50
90 80 70 60 50 40 30 20 10 0
R-Value(Corrected) No. 100
No. 200
"This report covers only material as represented by this sample and
does not necessarily cover all soils from this layer or source.
Reviewed By: Travis Thomsen
Ir INNOVATE
G L 0 GEOTECHNICAL