PZ - Geotech Report Geotechnical Engineering Report
James Ranch Subdivision
Meridian, Idaho
PREPARED FOR:
Walsh Group
PREPARED BY:
Innovate Geotechnical
Innovate Geotechnical Project No. 321026
May 12, 2021
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May 12, 2021
Walsh Group
Attention: Kelli Black
Subject: Geotechnical Engineering Report
James Ranch Subdivision
Meridian, Idaho
Innovate Geotechnical Project No. 321026
Kelli,
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 April 13, 2021, Innovate Geotechnical staff was on-site and completed 16 test pits up to 10.5
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.
AL
Sincerely,
G�
Innovate GeotechnicalCC
14 S,
Sierra Hyde Seth P. Olsen, P.E.
Engineering Intern Senior Geotechnical Engineer
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Table of Contents
1.0 INTRODUCTION.................................................................................................................... 3
2.0 PROJECT UNDERSTANDING .............................................................................................. 3
3.0 SCOPE OF SERVICES............................................................................................................ 3
4.0 SITE CONDITIONS AND FIELD EVALUATION................................................................4
4.1 Surface Conditions....................................................................................................................4
4.2 Field Evaluation........................................................................................................................4
4.3 Subsurface Soil Profile ............................................................................................................. 5
4.4 Infiltration Testing.................................................................................................................... 6
4.5 Groundwater............................................................................................................................. 6
4.6 Site Subsurface Variations........................................................................................................ 8
4.7 Seismic Setting.......................................................................................................................... 8
5.0 CONCLUSIONS AND RECOMMENDATIONS................................................................... 8
5.1 Site Preparation and Earthwork................................................................................................ 8
5.2 Structural Fill............................................................................................................................ 9
5.3 Fill Placement and Compaction.............................................................................................. 10
5.4 Slopes...................................................................................................................................... 10
5.5 Foundation Support................................................................................................................. 10
5.6 Floor Slabs.............................................................................................................................. 11
5.7 Drainage.................................................................................................................................. 11
5.8 Pavement................................................................................................................................. 12
5.9 Infiltration............................................................................................................................... 13
6.0 QUALITY CONTROL........................................................................................................... 13
7.0 LIMITATIONS....................................................................................................................... 13
8.0 REFERENCES ....................................................................................................................... 14
List of Figures Appendices
Figure 1 —Vicinity Map Appendix A— Boring Logs
Figure 2 —Site Map Appendix B— Laboratory Test Results
Appendix C— Dynamic Cone Penetrometer 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 James Ranch Subdivision in Meridian,
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 southeast corner of McMillan Road and Black Cat Road in
Meridian, Idaho. The project entails developing the approximately 78-acre property into 282
lots. The proposed project includes evaluating the site for subsurface characteristics and
providing pavement, foundation, earthwork, and infiltration recommendations. The site will be
developed as residential. IGEO was asked to provide geotechnical recommendations for this
development.
Our understanding of the project is based on our communications with you and the Preliminary
Concept Layout prepared by KM Engineering and dated April 1, 2021.
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
4 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 16 test pits, dynamic cone penetration testing, 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.
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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 northwest Meridian, Idaho (see Figures 1 and 2). Topographically, the site is
relatively level with slight slopes downward from east to west. The elevation drop is
approximately 10 feet across the property from approximately 2549 feet above Mean Sea Level
(MSL)to approximately 2539 feet above MSL. N Black Cat Rd forms the western boundary of the
site. W McMillan Rd forms the northern boundary of the property. Agriculture makes up the
observed vegetation on the site. Other residential development surrounds the property.
4.2 Field Evaluation
The subsurface soil conditions were determined by performing sixteen (16) Test Pits (TP-1
through TP-16) at the locations shown on Figure 2. Test pits were advanced using a backhoe
subcontracted to Wagner. 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.
Dynamic cone penetrometer (DCP)tests were performed on six of the test pits (TP-2, TP-3, TP-4,
TP-8, TP-10, and TP-14) to assess the in-situ bearing strength characteristics of the subgrade.
Results of this testing are presented in Appendix C.
Table 1 -Field Evaluation Summary
Exploration Approx. Ground Depth Approximate Locations
Surface Elevation (feet) WGS 84 (degrees)
(feet) Latitude Longitude
TP-1 2540 10.5 43.64833 -116.45337
TP-2 2544 9 43.64839 -116.45026
TP-3 2547 9 43.64842 -116.44603
TP-4 2540 9 43.64634 -116.45346
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ElevationExploration 'Approx. Ground Depth Approximate Locations
Surface :4 • -
• - Longitude
TP-5 2549 10 43.64687 -116.44364
TP-6 2539 8.5 43.64502 -116.45343
TP-7 2543 8 43.64492 -116.44838
TP-8 2546 9.5 43.64495 -116.44372
TP-9 2541 9.5 43.64728 -116.45171
TP-10 2544 10 43.64730 -116.44968
TP-11 2545 9.5 43.64728 -116.44785
TP-12 2548 8.5 43.64731 -116.44495
TP-13 2543 9.5 43.64621 -116.45110
TP-14 2544 9 43.64592 -116.44849
TP-15 2546 8.5 43.64594 -116.44494
TP-16 2541 8.5 43.64594 -116.44494
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, a mixture of sandy, silty, and clayey soils were observed down to a
depth of 2 feet (TP-6) to 6 feet (TP-12) below the existing ground surface. Some cementation
was noted in this layer in most of the test pits. This layer was underlain by a gravel layer with
varying amounts of sand to the full depth explored (approximately 10.5 feet below the existing
ground surface).
In most of the test pits,the existing ground surface predominantly overlies brown medium dense
silty sand or a moist silt with sand to a depth of up to approximately 3 feet (TP-3, TP-5, TP-9, TP-
11,TP-13, and TP-15) below the existing ground surface.This layer is underlain with a sandy lean
clay or a clayey sand up to approximately 5.5 feet below the existing surface. Right below this
layer is a poorly graded gravel with sand and various amounts of cobbles up to the full depth
explored (approximately 10 feet below the existing ground surface).
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The other test pits had a moist medium dense silty sand or a sandy silt with up to approximately
6 feet (TP-1, TP-6, TP-10, TP-12, and TP-16) below the existing ground surface. This layer is
underlain by poorly and well graded gravel with sand and various amounts of cobbles or a poorly
graded sand with gravel and cobbles up to the full depth explored (approximately 10.5 feet below
the existing ground surface).
In TP-7 and TP-8, the existing ground surface overlies a dry sandy silt or a medium dense silty
sand up to a depth of approximately 2.5 feet. This layer is underlain with a poorly graded sand
with clay and some gravel (approximately 4 feet below the existing ground surface). Below this
is a layer of brown poorly graded gravel with sand and some cobbles up to the full depth explored
(approximately 9.5 feet below the existing ground surface).
Some of the test pits had a layer of sandy, silty lean clay or a medium dense sandy lean clay up
to approximately 2.5 feet (TP-2, TP-4, and TP-14) below the existing ground surface. Below this
was a layer of dense clayey sand or a silty, clayey sand up to a depth of 4 feet. This layer is
underlain with a poorly graded gravel with sand and some cobbles up to the full depth explored
(approximately 9 feet below the existing ground surface).
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 Infiltration Testing
Infiltration testing was performed in TP-9 and TP-15 at varying depths below the existing ground
surface. The infiltration testing was performed in various soil layers. The measured infiltration
rates are presented in Table 2. The recommended design infiltration rates are presented in
Section 5.9 Infiltration.
TABLE 2— Measured Infiltration Rates
= Soil Classification Average Measured Infiltration Rate
TIP-9 1.5 Silty Sand 28 inches/hour
TP-15 2 Silt with Sand 20 inches/hour
4.5 Groundwater
Groundwater elevations have been observed since the time of the field evaluation and
groundwater has been observed in all the test pits. Table 3 summarizes the groundwater depths
observed on the dates indicated.
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TABLE 3 -Groundwater Depths
Depth Below Existing Ground Surface(ft)
:F During Field Evaluation
4-13-2021
MIS M11 1�11`
TP-1 >10.5 >10.5 8.81
TP-2 8 * 6.31
TP-3 6.5 * 5.39
TPA 8.5 8.82 >9
TP-5 9 7.01 6.83
TP-6 7.5 >8.5 >8.5
TP-7 7 7.21 7.16
TP-8 8.5 6.32 6.92
TP-9 8.5 8.09 8.42
TP-10 9 * 7.01
TP-11 8 * 7.51
TP-12 6.5 6.75 6.24
TP-13 8.5 8.5 8.43
TP-14 7.5
TP-15 7 7.51 7.08
TP-16 7 7.76 7.77
*Unable to obtain reading.
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 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 7 months from the time of the field evaluation.
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4.6 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.
4.7 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 = 0.291g
One Second Period Spectral Response Acceleration SI = 0.106g
Short Period Spectral Response Design Acceleration SIDS = 0.3049
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 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
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.
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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 floor slab limits, the native soils are to be proof-rolled and compacted to establish
final slab 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 and/or the proposed extension of Dry Creek Ranch 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
should be established entirely on a specific zone of compacted native soils, as described
previously.
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Foundations may be designed using a maximum allowable bearing pressure of 1,500 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 results of the R-value testing indicate an R-values of 32 (TP-4) and 55 (TP-10). The total
thickness analysis was developed based on an estimated R-value of the subgrade soil of 32 and
traffic data recommended by Ada County Highway District (ACHD). ACHD recommends using a
traffic index (TI) of 6 for local roads and a TI of 8 for collector roads.The flexible pavement design
criteria are summarized in Table 4.
TABLE 4-Flexible Pavement Design Criteria
Design Characteristic Design Value
Design Life 20 Years
T.I.=6.0 (Local Roads)
Traffic
T.I.=8.0 (Collector Roads)
Idaho Climatic Factor 1
Subgrade R-Value=32
Subbase R-Value=60
Untreated Base Course (UTBC)—%" crushed aggregate R-Value=80
Substitution Ratios Asphalt 1.95:1.0
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Base 1.10:1.0
Subbase 1.0:1.0
The recommended total design pavement section for the flexible pavement of the roadways is
presented in Table 5.
TABLE 5-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 3.2 6 9 18.2
5.9 Infiltration
Based on our field evaluation and our understanding of the soils anticipated at the site, applying
a factor of safety of 2 for the measured infiltration rate,we recommend using a design infiltration
rate of 8 inches/hour for the drainage facilities on site. Variations in the infiltration properties of
the soils on site can be expected. We recommend performing an infiltration test to verify the
facility specific infiltration rate at the design depth during construction.
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.
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.
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R n RFFF'
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)
Foundation Engineering— Peck, Hanson, and Thornburn (1994)
Principles of Foundation Engineering— Braja M. Das. (2004)
GEOTECHNICAL ENGINEERING
1550 S Cloverdale Rd Suite#201 BOISE,ID (208)484-1090
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GEUTECHWAL James Ranch Subdvision
Date: 13-April-21
Figure:
Vicinity Map Project No: 321026
Drawn By: S. Hyde 1
Locations are approximate Client: Walsh Group 1
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GEOTECHNIEAL James Ranch Subdivision
Date: 13-April-21
fFFigure:
Site Map Project No: 321026
Drawn By: S. Hyde2
Locations are approximate Client: Walsh Group
mEn INNnVATE
GEHTECHNICAE
Appendix A
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-1
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEFECHNICAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2540 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe AT TIME OF EXCAVATION ---
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was not observed. AFTER EXCAVATION ---
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0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-2
mEn1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
IULU GEOTECHNICAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2544 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 8.00 ft/Elev 2536 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 8'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
o MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o
wv �J an o� mo> Y" �" H �g cng H
c7 2z W Uz O o 20 �� Q J Qz wv
u D Z
a p U
o 0.0
o_ E:
J
SANDY LEAN CLAY,SILTY, (CL-ML)brown, moist, medium
a dense
Uj
54%fines, brown, moist,dense,Some Cementation G16 20 29 23 6 54
0
U)
o CLAYEY SAND,SILTY, (SC-SM)13%gravel,56%sand,31 %
fines, DCP Test at 2.5'
U)
U
Z
Q
K
U
w
2.5 GB
z Brown, moist,dense 2 24 31
0
U)
0
m
U
Z
Q
K
U
Uj
a POORLY GRADED GRAVEL WITH SAND,(GP)Piezometer
a ° Installed at 9'
z Q'w
D 5.0 .°IBa.
0
0
J O V
IB0.
Y
Q o D:
Q
GB
�'
J B0.
3
U Q
U
w
o D:
N 7.5
o D:
O 7
a
c�
J
Oh'
0 °Va.
U) o D:
z Bottom of test pit at 9.0 feet.
z
z
J
U
2
m
2
U
w
H
U
w
0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-3
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEFECHNICAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2547 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 6.50 ft/Elev 2540.50 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 6.5'. AFTER EXCAVATION ---
ATTERBERG
ui a z W o LIMITS w
= v �w �^ �� 0- �^LU ��- } z
a 0-0 MATERIAL DESCRIPTION W CO w 0 0 z N z �z o U x O
J� J DQ W.- Q W H H� U W V o
Wv �J o-n U� m0> Y" �" H �g cng H
c7 2z W Uz O o 20 0J QJ Qz wv
U) a M U o z
0 0.0
D
J
IL
SILTY SAND,(SM)brown,moist, medium dense
U)
Uj
w
z
GB
> 1
0
m
SANDY LEAN CLAY, (CL)brown,moist, medium dense
z
w
w
2.5 GB
z 59%fines, DCP Test at 2.5' 2 26 59
0
m
U
Z
K
Cl)
W
~ POORLY GRADED GRAVEL WITH SILT AND SAND, (GP-GM)
z
LU o
5.0 O GB
U Piezometer Installed at 9' 3
0
J
Y O
J °
U
U) O
W C7
U -
0
U
O
rn
v
0
N 7.5
o
F o
O
U O
<
J
In °
7
0 O
U)
z Bottom of test pit at 9.0 feet.
z
z
J
U
2
m
2
U
W
H
O
w
0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-4
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEFECHNICAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2540 TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 8.50 ft/Elev 2531.5 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 8.5'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o
wv �J an U� m0> Y" �" H �g cng H
C7 2z W UZ O Z
�O �� Q J QZ wv
u D
0 0.0 a p U
o_ E:
J
a
SANDY LEAN CLAY/SANDY SILT, (CL)brown,dry, medium dens
U)
Uj
w
z
R-Value=32 21 34 24 10 77
° GB 18 31 22 9 55
0 55%fines 1
m
U
Z
Q
K
U
W
Q 2.5 GB
o CLAYEY SAND, (SC)dense, DCP Test at 2.5' 2
U)
0
m
z POORLY GRADED GRAVEL WITH SAND,(GP)dry,dense,
°' Piezometer Installed at 9'
Cn
w
U ° °-
z
Z o• D
w
3 5.0
o
0
� o'•D
J
U
U) 0• �
K
w o'•D.
U
n 7.5 °�o•
0
o' D. 17
U) Q. -
°Ld.
z Bottom of test pit at 9.0 feet.
z
z
J
U
2
m
2
U
W
H
U
w
c�
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-5
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEFECHNICAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2549 TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 9.00 ft/Elev 2540 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 9'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o
wv �J an U� m0> Y" �" H �g cng H
C7 2z W UZ O Z
�O �� Q J QZ wv
u D
o 0.0 a p U
o_ E:
J
a
SILTY SAND,(SM)brown,moist, medium dense
U)
Uj
w
0
GB
> 1
s
m
U
Z
Q
K
w SANDY LEAN CLAY, (CL)moist, medium dense
2.5 GB
0 4%gravel,41 %sand,55%fines,Some Cementation 2 24 55
U)
0
m
U
Z
Q
K
Cl)
W
Q
F
Z
W
5.0
0
0
POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)
°0 moist,dense, Piezometer Installed at 9.5'
J o• p.
U Q•' ,
U
0 6o.
o.
w
U O•
a.
N 7.5 O•'
N o aa.
c�
of o.
Q o •. .
n17
o'•D:
0
o'aa.
z o'•D:
z o aa.
0 10.0
= Bottom of test pit at 10.0 feet.
m
x
U
W
0
O
w
"
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-6
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEFECHNICAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2539 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 7.50 ft/Elev 2531.50 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 7.5'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o
wv �J an U� m0> Y" �" H �g Ug H
C7 2z W UZ O Z
�O �� Q J QZ wv
u D
o 0.0 o o U
o_ E:
J
a
SANDY SILT,(ML)brown,moist, medium dense
U)
Uj
w
z
O
U)
0
m
GB
U 22 60
60%fines 1
z
w o;•:::;:. POORLY GRADED SAND WITH GRAVEL,COBBLES,(SP)
Q 2.5
brown,dry, medium dense
z
O
U)
49%gravel,50%sand, 1 %fines, Piezometer Installed at 8.5' 26 4 1
U
U
LU
Q p'.
LU
0 5.0 p;: :
0 0
Q
J
LU
U o .
K
N p'.
V
N 7.5 :' V
m
J
Bottom of test pit at 8.5 feet.
0
U)
z
U
z
J
O
U
2
m
2
U
w
H
O
w
0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-7
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEFECHNICAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2543 TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 7.00 ft/Elev 2536.0 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 7'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o
wv �J an U� mO> Y" �" H �g cng H
C7 2z W UZ O Z
�O �� Q J QZ wv
u d -
0 0.0 a p U
o_ �
J
a
SANDY SILT,(ML)brown,dry, medium dense
U)
Uj
w
z
° GB 22 56
0 56%fines 1
m
L) POORLY GRADED SAND WITH CLAY,(SP-SC)brown
GB
w Some Cementation 2
Qz 2.5
0
U)
0
m
U
Z
Q
K
Cn
Uj
a POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)
a ° brown, moist,dense, Piezometer Installed at 8'
z Q.
w
D 5.0 .°IB°.
0
0
� O
< h`°
J
Y
Q o D:
J
U
w
U °
O D.
v Q -
N 7.5 .°
o D:
Q.
m
Bottom of test pit at 8.0 feet.
a
J
U)
0
U)
Z
z
Z
J
U
2
m
2
U
w
H
U
w
0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-8
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEFECHNICAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2546 TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 8.50 ft/Elev 2537.50 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 8.5'. AFTER EXCAVATION ---
ATTERBERG
ui a z W o LIMITS w
= v �w �^ �� 0- �^LU ��- } z
a 0-0 MATERIAL DESCRIPTION W CO w 0 0 z N z �z o U x O
J� J DQ W.- Q W H H� U W V o
Wv �J o-n U� m0> Y" �" H �g cng H
c7 2z W Uz O o 20 0J QJ Qz wv
U) a 0 U o_ - z
0 0.0
CL E:
J
a
SILTY SAND,(SM)brown,medium dense
U)
Uj
w
z
GB
> 1
0
m
U
Z
Q
K
U
W
2.5 GB
a POORLY GRADED SAND WITH CLAY AND GRAVEL,(SP-SC) 2 21 9
U) 30%gravel,61 %sand,9%fines, brown,dry,dense, DCP Test
o at 2.5'
Uj
U
K
Uj
a POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)
a ° Piezometer Installed at 9.5'
z Q'w
D 5.0 .°IB°.
0
0
J
IB0 O V.
Y
Q o D:
J
U
w
o D:
N 7.5 °
o D:
Q.
°
0 0�
c�
J
U) O'
0 .° -
U) o b:
� Q.
z
Bottom of test pit at 9.5 feet.
J
U
2
m
2
U
W
H
O
w
.
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-9
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
GEFECHNICAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2541 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 8.50 ft/Elev 2532.5 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 8.5'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o
wv �J an U� m0> Y" �" H �g cng H
C7 2z W UZ O Z
�O �� Q J QZ wv
u D
o 0.0 a p U
o_ E:
J
a
SILTY SAND,(SM)brown,moist, medium dense
U)
Uj
w
0
GB
o Infiltration Test at 1.5' 1
m
U
Z
Q
K
U
w
2.5 GB
o SANDY LEAN CLAY, (CL)66%fines, brown,dry,dense,Some 2 24 66
U) Cementation
s
m
U
Z
Q
K
U
w
Q
z POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)
LU
brown,dense, Piezometer Installed at 9.5'
0 5.0 .o'•D:
0 Q•
°ao.
J
a O•'
U
U) o'•D:
� Q• ..
w
U o.
U
o'•D:
7.5
N o'•D:
o.
0
°i
a J
7-
0
U)
~ o.
Z �o.
Bottom of test pit at 9.5 feet.
J
O
U
2
m
2
U
w
H
O
w
0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-10
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
MTEMMAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2544 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 9.00 ft/Elev 2533.0 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 9'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o
wv �J an U� m0> Y" �" H �g cng H
C7 �z W UZ O �O � Z
� Q J QZ wv
u D
o 0.0 a p U
o_ E:
J
a
SILTY SAND/SILT WITH SAND,(SM)brown,moist, medium dens
U)
Uj
w
z
0
U) R-Value=55 25 36 31 5 76
s
m
U) GB
45%fines 1
z
w
w
2.5 21 45
z
0
U)
0
m
= GB
z POORLY GRADED GRAVEL WITH CLAY AND SAND,(GP-GC) 2
° brown, DCP Test at 3.5'
w o Piezometer Installed at 10'
o
z
ZLU
O
L) 5.0 °
0
0
� o
J
Y °
� O
J
U
U) 0
L o
U
0
rn
O
N 7.5
°
� o
0
U 0
0i
� O
V)
7
0 0
H O -
Z_
U
(n 0
Z
� O
0 10.0
= Bottom of test pit at 10.0 feet.
m
U
w
0
U
w
0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-11
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
MTEMMAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2545 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 8.00 ft/Elev 2537 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 8'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >O 0 z Q w w z Q w o H U w OU o
wv �J an O� m0> Y" �" H �g cng H
c7 �z W Uz O o �O � Z
� Q J Qz wv
u D
o 0.0 a p U
o_ E:
J
a
SILTY SAND,(SM)brown,medium dense
U)
Uj
w
z
GB
> 1
s
m
U
Z
Q
K
w CLAYEY SAND, (SC)light brown
Q 2.5 GB
z Some Cementation 2
0
0
m
U
Z
Q
K
Cl)
W
Q
Z
W
5.0 .•
° POORLY GRADED GRAVEL WITH SAND,(GP)brown
o °.
o D:
Y O
Q
o D:
0� GB
82%gravel, 18%sand,0%fines, Piezometer Installed at 9.5' 3 3 0
o D:
O
N 7.5
O
-
oi
J 0�°
U)
2�1
Bottom of test pit at 9.5 feet.
J
°
U
2
m
2
U
W
0
O
w
0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-12
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
MTEMMAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2548 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 6.50 ft/Elev 2541.5 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 6.5'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o
wv �J an U� m0> Y" �" H �g cng H
C7 2z W UZ O 20 �� Z
Q J QZ wv
u d -
0 0.0 o o U
o_ �
J
IL
SANDY SILT,(ML)brown,moist, medium dense
U)
Uj
w
z
GB
> 1
s
m
U
Z
K
U
W
2.5 GB
029%fines 2 29 62
U)
>
0
m
U
K
Cl)
W
Q
F
z
W
5.0
0
0
J
Y
Q
o POORLY GRADED GRAVEL WITH SAND,(GP)brown,wet,
U) ° medium dense
LU
o' D.
� Q -
U
. GB
o D: Piezometer Installed at 8.5' 3
N 7.5 0
o' D.
� Q
0
o D.
Bottom of test pit at 8.5 feet.
0
U)
0
z
z
z
J
U
2
m
2
U
W
0
U
w
0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-13
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
MTEMMAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2543 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 8.50 ft/Elev 2534.5 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 8.5'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >O 0 z Q w w z Q w o H U w OU o
wv �J an O� m0> Y" �" H �g cng H
c7 2z W Uz O o 20 �� Z
Q J Qz wv
u d -
0 0.0 a p U
o_ �
J
IL a SILTY SAND,(SM)brown,dry, medium dense
U)
Uj
w
0
0
U)
0
CLAYEY SAND, (SC)brown,dry,dense
m
U
Z
< GB
w Cemented 1
Q 2.5
z
0
0
m
z POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)dry,
°' dense, Piezometer Installed at 9.5'
°'
w
U ° °-
z
Z o• D
w
3 5.0
0
0
� o'•D
o'•D: GB 4 3
Q 66%gravel,31 %sand,3%fines 2
U) ° °
LU
w o'•D:
U
7.5 Q.
N ° O.
0
o' D: 77
U) Q. -
U) ° o.
6.0
z
Bottom of test pit at 9.5 feet.
J
O
U
2
m
2
Uc�
w
H
O
w
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-14
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
MTEMMAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2544 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 7.5 ft/Elev 2536.5 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 7.5'. AFTER EXCAVATION ---
ATTERBERG
ui a z W o LIMITS w
= v �w �^ �� 0- �^LU ��- } z
a 0-0 MATERIAL DESCRIPTION W CO w 0 0 z N z �z o U x O
J� J DQ W.- Q W H H� U W V o
Wv �J o-n U� m0> Y" �" H �g cng H
c7 2z W Uz O o 20 0J QJ Qz wv
U) a 0 U o_ - z
0 0.0
CL E:
J
a
LEAN CLAY WITH SAND,(CL)brown,moist, medium dense
U)
w
z
° GB 20 36 23 13 73
0 73%fines 1
m
U
Z
Q
K
U
W
Q 2.5 GB
o CLAYEY SAND, (SC)brown,dry,dense, DCP Test at 2.5' 2
U)
0
m
U
Z
Q
K
Cn
Uj
a POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)
a °'. moist,dense, Piezometer Installed at 9'
z Q'w
D 5.0 .°
0
0
J
IB0 O V.
Y
Q o D:
J
U
w
o D:
N 7.5 .o V
o D:
Q.
0 0�c�
J
O'
0 °
U) o D:
z Bottom of test pit at 9.0 feet.
z
z
J
U
2
m
2
U
W
H
O
w
0
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-15
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
MTEMMAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2546 TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner ft GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe a AT TIME OF EXCAVATION 7.00 ft/Elev 2539 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 7'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
d Hm W� �ZJ Hw ~� �Z () H Z
O MATERIAL DESCRIPTION J g >0 0 z Q w w z Q w o H U w OU o
wv �J an U� mO> Y" �" H �g cng H
C7 �z W UZ O �O � Z
� Q J QZ wv
u D
0 0.0 a p U
o_ E:
J
SILT WITH SAND, (ML)brown,moist, medium dense, Infiltration
a Test at 2'
0
W
z
U
U)
0
m
U
Z
Q
K
U
W
2.5 GB
0 72%fines 1 20 72
U)
m CLAYEY SAND, (SC)brown,dry,dense,Cemented
U
Z
K
Cl)
W
Q
F
z
W
5.0
0
0
POORLY GRADED GRAVEL WITH SAND,COBBLES,(GP)
°0 brown,Some Cementation
o• p.
U Q•' ,
U o.
� °'d. GB
o'•D: Piezometer Installed at 8.5' 2
U O•
a. 7
�o. -
N 7.5 O•'
N o aa.
c�
of o.
Q o •. .
J
Bottom of test pit at 8.5 feet.
0
U)
0
z
z
z
J
U
2
m
2
U
W
0
U
w
"
INNOVATE InnovateGeotechnical TEST PIT NUMBER TP-16
min1150 S Cloverdale Road,Ste.201 PAGE 1 OF 1
Boise,Idaho 83709
MTEMMAL Telephone:(208)484-1090
CLIENT Walsh Group PROJECT NAME James Ranch Subdivision
PROJECT NUMBER 321026 PROJECT LOCATION Meridian, Idaho
DATE STARTED 4/13/21 COMPLETED 4/13/21 GROUND ELEVATION 2541 ft TEST PIT SIZE inches
EXCAVATION CONTRACTOR Wagner GROUND WATER LEVELS:
EXCAVATION METHOD Backhoe SZ AT TIME OF EXCAVATION 7.00 ft/Elev 2534 ft
LOGGED BY Seth Olsen CHECKED BY AT END OF EXCAVATION ---
NOTES Groundwater was observed at 7'. AFTER EXCAVATION ---
ATTERBERG
a z w o LIMITS w
a- Hm W� �Z J Hw ~� �Z U H Z
CL O MATERIAL DESCRIPTION J g >O 0 z Q w w z Q w o H U w OU o
wv �J a n O� m0> Y" �" H �g cng H
c7 2z W Uz O o 20 �� Z
Q J Qz wv
u d -
0 0.0 a p U
o_ �
J
IL
SILTY SAND,(SM)brown,moist, medium dense
U)
Uj
w
z
0
U)
0
m
U) GB
L 1
z
w
w
Q 2.5
z
0
U)
0
m
z WELL GRADED GRAVEL WITH SAND,(GW)brown, moist to
W '�`. wet,dense
Cl) ►.
w
•
F
Z w • ,.
0 �• •:
0
Q GB 5 0
Y ,.�• 75%gravel,25%sand,0%fines, Piezometer Installed at 8.5' 2
J
U •
w I , 17
LU
U
n • b.
7.5
N •
Bottom of test pit at 8.5 feet.
0
U)
z
z
z
J
U
2
m
2
U
w
0
O
w
0
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
U 30
Of
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 James Ranch Subdivision
H] Ell
Boring/ Depth Content Gravel Sand Fines USCS
_Symbol Test Pit (%I o) -o) (%I Class Soil Classification- I U L U GECTECHNICAL
Date:
TP-1 3 29 51 MIL Sandy Silt Sieve Analysis 5/11/2021
❑ TP-2 0.5 20 54 ML Sandy Silt Results Figure.
Project:
TP-2 2.5 24 13 56 31 SC-SM Silty,Clayey Sand 321026
X TP-3 2.5 26 - - 59 CL Sandy Lean Clay Ada County,
B � i
0 TP-4 1 18 - - 55 CL Sandy Lean Clay Idaho Client: Walsh
Group
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
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
INNOVATE James Ranch Subdivision
Boring/:_Symbol_:_Test Pit_-___(feet)_ (%I__ o) o) (%I Class Soil Classification--- I U L U GECTECHNICAL
Date:
TP-5 2.5 24 4 41 55 CL Sandy Lean Clay Sieve Analysis 5/11/2021
❑ TP-6 1.5 22 - - 60 ML Sandy Silt Results Figure.
Project:
At TP-6 3 4 49 50 1 SP Poorly Graded Sand with 321026
Gravel Ada County,
X TP-7 1 22 - - 56 ML Sandy Silt
Idaho Client: Walsh B -2
0 TP-8 2.5 21 30 61 9 SP-SC Poorly Graded Sand with Group
Clay and Gravel
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
(D
z 50
Q
a 40
z
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 James Ranch Subdivision
Boring/ H] Ell
GECTECHNICAL
Date:
TP-9 2.5 24 1 33 66 CL Sandy Lean Clay Sieve Analysis 5/11/2021
❑ TP-10 1.5 21 - - 45 SM Silty Sand Results Figure.
Poorly Graded Gravel with Project:
TP-11 6.5 3 82 18 0 GP 321026
Sand Ada County,
X TP-12 2.5 29 - - 62 ML Sandy Silt
Idaho Client: Walsh B -3
TP-13 6 4 66 31 3 GP Poorly Graded Gravel with Group
Sand
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
(D
z 50
U)
Q
0- 40
z
w Ail
0 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 James Ranch Subdivision
Sample Moisture IULU GECTECHNICAL
Boring/ D., Date:
_Symbol Test Pit ...(feet)... (%I... o) 6) o Class Soil Classification Sieve Analysis 5/11/2021
Results Figure:
TP-14 1 20 73 CL Lean Clay with Sand
Project:
321026
❑ TP-15 2.5 20 72 ML Silt with Sand Ada County, B -4
Idaho Client: Walsh
. TP-16 5.5 5 75 25 0 GW Well Graded Gravel with Group
Sand
60 ,
, O
50 ,
,
,
G
x ;
w ;
0 40 '
z
U
,
H
30
0
i
i
20
,
- G
MH or OH
10 ,
CLW6 ML r OL
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)
Sample Liquid Plastic INNOVATE James Ranch Subdivision
Plasticity LISCS iprn
Symbol Location Depth Limit Limit : Index(PI) ClassSoil GEGTEEHNIEAL
Date:
Atterberg 5/11/2021
TP-2 0.5' 29 23 6 ML Sandy Silt Limits Results Figure.
♦ Project:
321026
❑ TP-4 1' 31 21 10 CL Sandy Lean Clay Ada County, B -5
Idaho Client: Walsh
TP-14 1' 36 23 13 CL Lean Clay with Sand Group
*Based on Sieve Analysis Results
A M E R I C A N
American Geotechnics
Project Information T E C H N I C S
Report to: Innovate Geotechnical
Project: James Ranch
Report Date: 4/23/2021
File No.: 02787.55
Material Information
Date Sampled: April 2021
Sampled By: Client
Date Received: 4/14/2021
Date Tested: 4/16 through 4/22/2021
SUMMARY OF LABORATORY RESULTS
Lab Sample Depth Water %Passing Liquid Plasticity Soil
Number Type (ft) Index Type
Borehole Content #200 Limit Remarks
o o
(/o) Sieve (/o)
21-0159 TP-04 Bulk 0.5'-1.5' 21.1 76.8 34 10 ML --
21-0160 TP-10 Bulk 1.0'-2.0' 24.7 75.9 36 5 ML --
Prepared By: Travis Thomsen
American Geotechnics
ATTERBERG LIMITS REPORT iM E R A A�
.0 1o.
T E ( H N I ( S
CLIENT: Innovate Geotechnical PROJECT NAME:James Ranch
FILE NUMBER: 02787.55 PROJECT LOCATION:Ada County, Idaho
60
CL CH
50
x 40
w
z
30
a
J
a
20
10 /000
CL-ML m ML MH
0
0 20 40 60 80 100
LIQUID LIMIT(%)
Specimen Identification MC LL PL PI Fines Classification
• TP-04 Bulk 0.5 21.1 34 24 10 77 SILT with SAND (ML)
m TP-10 Bulk 1.0 24.7 36 31 5 76 SILT with SAND (ML)
Prepared By: Travis Thomsen
American Geotechnics
PARTICLE-SIZE DISTRIBUTION REPORT iM E R� A�
.0 1�.
TECHNICS
CLIENT: Innovate Geotechnical PROJECT NAME:James Ranch
FILE NUMBER: 02787.55 PROJECT LOCATION:Ada County, Idaho
U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 3/4 1/2 3 4 6 810 14 16 20 30 40 50 60 100 140 200
100
95
90
85
80
75
70
65
x
w
60
� 55
m
0r
w 50
z
LL
z
45
w
40
w
a
35
30
25
20
15
10
5
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
LCOBBLES GRAVEL SAND SILT OR CLAY
coarse fine coarse medium fine
Specimen Identification Classification D10 D30 D60
• TP-04 Bulk 0.5 SILT with SAND(ML) -- -- --
TP-10 Bulk 1.0 SILT with SAND(ML) -- -- --
Specimen Identification %Gravel %Sand %Fines D15 D50 D85 Cc Cu MC LL PI
• TP-04 Bulk 0.5 5.0 18.2 76.8 -- -- 0.194 -- -- 21.1 34 10
m TP-10 Bulk 1.0 3.0 21.1 75.9 -- -- 0.356 -- -- 24.7 36 5
Prepared By: Travis Thomsen
American Geotechnics
American Geotechnics A M E R I C A N
5260 Chinden Blvd. MIr 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: 4/22/2021
Project: James Ranch Date Sampled: April, 2021
Project No.: 02787.055 Date Received: 4/14/2021
Sample ID: TP-4, Bulk; 0.5'-1.5' Tested By: PC
Soil Description: Silt with Sand (ML) Lab Number: 21-0159
R-VALUE
IDAHO T-8
Point 1 Point 2 Point 3
Drainage Description Zero Zero Zero R-Value @ 200 PSI
Dry Density, PCF 100.8 101.2 101.6 Exudation Pressure
Moisture Content, % 22.4 21.8 21.3
Exudation, PSI 164 218 288 32
R-Value(Corrected) 19 37 50
Expansion, PSI 0.09 0.22 0.31
—N 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"
N J 2"
a
6000 100
3
tll
2! 2.0 5000 d 3/4" 99
a
r 1/2" 99
4000 3/8" 98
No. 4 95 100
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
No. 100
R-Value(Corrected)
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
American Geotechnics A M E R I ( A N
5260 Chinden Blvd. r
Boise, Idaho 83714
Phone:(208) 658-8700 J
Fax: (208) 658-8703 T E C H N I C S
Report To: Innovate Geotechnical Report Date: 4/22/2021
Project: James Ranch Date Sampled: April, 2021
Project No.: 02787.055 Date Received: 4/14/2021
Sample ID: TP-10, Bulk; 1.0'-2.0' Tested By: PC
Soil Description: Silt with Sand (ML) Lab Number: 21-0160
R-VALUE
IDAHO T-8
Point 1 Point 2 Point 3
Drainage Description Zero Zero Zero R-Value @ 200 PSI
Dry Density, PCF 92.8 93.5 94.0 Exudation Pressure
Moisture Content, % 25.8 25.3 24.8
Exudation, PSI 88 186 386 55
R-Value(Corrected) 51 55 58
Expansion, PSI 0.40 0.62 0.92
el —N 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"
N J 2"
a
L 6000 „ 1„
� 3
tll
d 2.0 5000 d 3/4"
a a
r L 1/2"
4000 3/8" 100
X No. 4 97 100
w 1.0 3000 w
No. 8
TIA 2000 No. 16
No. 30
0.0 1000 No. 50
90 80 70 60 50 40 30 20 10 0
No. 100
R-Value(Corrected)
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
mEn INNnVATE
GEHTECHNICAE
Appendix C
DCP TEST DATA-Sowers
Project: James Ranch Subdivision Date: 13-Apr-21
Location: TP-2 @ 2.5' Soil Type(s): Silty,Clayey Sand
No.of Accumulative Standard"N"Resistance(blows per foot)
Blows Penetration
(mm) (inches)
0 609.6 24.0 0.0 5.0 10.0 15.0
5 635 25.0 24.0 609.6
10 657.225 25.9
20 688.975 27.1
24.5
25.0 635
25.5
c E
— E
x 3
IL
26.0 660.4 a
G W
0
26.5
27.0 685.8
27.5
28.0 L 711.2
0.0 5.0 10.0 15.0
Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing,
Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of
Testing and Materials,1966,pg.29.
Figure C- 1
DCP TEST DATA-Sowers
Project: James Ranch Subdivision Date: 13-Apr-21
Location: TP-3 @ 2.5' Soil Type(s): Sandy Lean Clay
No.of Accumulative Standard"N"Resistance(blows per foot)
Blows Penetration
(mm) (inches)
0 609.6 24.0 0.0 5.0 10.0 15.0
5 655.6375 25.8 24.0 609.6
5 692.15 27.3
10 749.3 29.5
20 803.275 31.6
25.0 635
26.0 660.4
27.0 685.8
c E
- E
3 3
H �
W 28.0 711.2 d
G W
0
29.0 736.6
30.0 762
31.0 787.4
32.0 812.8
0.0 5.0 10.0 15.0
Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing,
Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of
Testing and Materials,1966,pg.29.
Figure C-2
DCP TEST DATA-Sowers
Project: James Ranch Subdivision Date: 13-Apr-21
Location: TP-4 @ 2.5' Soil Type(s): Clayey Sand
No.of Accumulative Standard"N"Resistance(blows per foot)
Blows Penetration
(mm) (inches)
0 609.6 24.0 0.0 5.0 10.0 15.0 20.0
10 660.4 26.0 25.0 635
10 676.275 26.6
20 703.2625 27.7
25.5
26.0 660.4
c E
— E
3 3
w 26.5 a
G W
0
27.0 685.8
27.5
28.0 711.2
0.0 5.0 10.0 15.0
Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing,
Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of
Testing and Materials,1966,pg.29.
Figure C-3
DCP TEST DATA-Sowers
Project: James Ranch Subdivision Date: 13-Apr-21
Location: TP-8 @ 2.5' Soil Type(s): Poorly Graded Sand
No.of Accumulative Standard"N"Resistance(blows per foot)
Blows Penetration
(mm) (inches)
0 609.6 24.0 0.0 5.0 10.0 15.0 20.0
10 641.35 25.3 25.0 635
10 660.4 26.0
20 685.8 27.0
25.5
26.0 660.4
c E
— E
3 3
w 26.5 a
G W
0
27.0 685.8
27.5
28.0 711.2
0.0 5.0 10.0 15.0
Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing,
Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of
Testing and Materials,1966,pg.29.
Figure C-4
DCP TEST DATA-Sowers
Project: James Ranch Subdivision Date: 13-Apr-21
Location: TP-10 @ 3.5' Soil Type(s): Silty Sand
No.of Accumulative Standard"N"Resistance(blows per foot)
Blows Penetration
(mm) (inches)
0 609.6 24.0 0.0 5.0 10.0 15.0 20.0 25.0
5 628.65 24.8 24.0 609.6
5 644.525 25.4
10 669.925 26.4
20 688.975 27.1
24.5
25.0 635
25.5
c E
- E
x 3
IL
26.0 660.4 W
d
0
0
26.5
27.0 685.8
27.5
28.0 711.2
0.0 5.0 10.0 15.0
Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing,
Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of
Testing and Materials,1966,pg.29.
Figure C-5
DCP TEST DATA-Sowers
Project: James Ranch Subdivision Date: 13-Apr-21
Location: TP-14 @ 2.5' Soil Type(s): Clayey Sand
No.of Accumulative Standard"N"Resistance(blows per foot)
Blows Penetration
(mm) (inches)
0 609.6 24.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0
5 631.825 24.9 24.0 609.6
10 641.35 25.3
20 657.225 25.9
24.2
24.4
24.6
c 24.8
2 3
H �
w 25.0 635 a
G W
0
25.2
25.4
25.6
25.8
26.0 660.4
0.0 5.0 10.0 15.0
Reference:George F.Sowers and Charles S.Hedges. Dynamic Cone for Shallow In-Situ Penetration Testing,
Vane Shear and Cone Penetrations Resistance Testing of In-Situ Soils,ASTM STP 399,American Society of
Testing and Materials,1966,pg.29.
Figure C-6
Ir INNOVATE
G L 0 GEOTECHNICAL