PZ - Geo Letter S 1 T E Post Office Box 190537 - Boise, Idaho 83719
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CONSULTING, LLC
Mr. Dan Lardie December 18, 2019
Leavitt &Associates Engineers, Inc. Page 1 of 16
1324 1It Street South File 19401-A
Nampa, Idaho 83651
R� Geotechnical Recommendation Report
Subdivision %9g4vJooD 91-IcE
214/P 1835 East Victory Road
Meridian, Idaho
Dan:
As per your authorization, this consultant has prepared the following Geotechnical
Evaluation & Recommendation Report for your proposed residential subdivision to be
constructed on a single parcel at 1835 East Victory Road in Meridian, Idaho.
Please see the following executive summary for items of concern.
Based on the results of our investigation and evaluation, we believe the property is
acceptable, from a geotechnical perspective, for the proposed subdivision. The
construction and civil engineering recommendations presented within this report are to
be incorporated into the project plans and specifications and adhered to during design
and construction. Recommendations are provided for the design and construction of
earthwork, foundations, slab on grade concrete, flexible pavements, storm water
disposal and inspection and compaction testing requirements.
We appreciate this opportunity to be of service and we look forward to working with you
during the design and construction of this project. Should you have any questions or
require additional information, please contact our office at your convenience.
Respectfully submitted;
Bob J. Arnold, PE
SITE Consulting, LL NALF
GISTEAN
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S 1 T E Post Office Box 190537 - Boise,Idaho 83719
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EXECUTIVE SUMMARY
• Groundwater was encountered in both test pits at seven feet below the ground
surface. It is believed this perched water is situated atop a very dense sand and
gravel layer that contains clay fines. This is supported by well logs for neighboring
properties, adjacent to the west and two lots to the east, that indicate the static
groundwater is 22 & 27 feet deep. These logs are in the Appendix.
• It is anticipated that the perch water is shallower when recharged during the irrigation
season. This is based upon the property being located between Ten-Mile Creek and
the Eight Mile Lateral and an extensive system of shallow drainage ditches across
the subject property. There is also a seasonal pond, located in the northwest corner
of the property that is visible in Google Earth historical aerial photos. Dewatering may
be required for construction utilities more than six feet below the existing ground
surface.
• Lean clay soil is present on the surface.
• Bedrock was not encountered in test pits that extended up to seven feet deep. The
referenced IDWR well logs indicate that no bedrock is present.
• Standard foundations are acceptable for residential construction.
• ACHD's standard pavement section 2.5' HMA, 4" of W base and 14" of subbase is
appropriate for this site due to the depth of the surface layer of sandy lean clay.
• Due to the deeper gravel formation containing clay fines, a percolation rate of p=4
in/hr. with a drain time of less than 12 hours is recommended for design. It is
anticipated that drainage facilities will need to be extended to 9-10 feet deep.
Perched groundwater may impact storm water design and construction. N
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SITE Post Office Box 190537 - Boise,Idaho 83719
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CONSULTING, LLC
INTRODUCTION
PURPOSE AND SCOPE
This report presents the results of a Geotechnical Evaluation performed for a proposed
residential subdivision to be constructed on a single parcels on East Victory Road in
Meridian, Idaho. Parcel information is as follows:
# 1 Ada Count # I Address Acres
1 S1129223300 1835 East VictoryRoad 7.35
Access to the property will be gained from Victory Road and from a stub street (East
Fathom Street) within Tradewinds Subdivision to the west. Tuscany Lake Subdivision is
to the south, a rural farm property to the east and Victory Road to the north: The Eight
Mile lateral cuts across the northeast corner of the property.
The purpose of this investigation was to evaluate the subsurface soil conditions and
provide recommendations for building foundations and civil construction. The field
investigation included subsurface exploration by means of a rubber tire mounted
backhoe operated by an independent contractor. During excavation of the test pits, logs
were generated, and soil samples were gathered. Soil samples were returned to our in-
house soil laboratory for testing. After the field investigation and laboratory testing was
completed, all available field and laboratory test data was reviewed, the provided design
information was evaluated, and this report was prepared. This report summarizes our
findings, and recommendations regarding the geotechnical aspects of the project.
AUTHORIZATION
E-mail authorization to proceed with this geotechnical investigation was received from
the client on October 11, 2019. Authorization to proceed and the use of the
recommendations provided herein indicate the client's acceptance of the scope of work,
warranty, limitations, and general conditions provided herein and within the submitted
proposal. m
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Geotechn/ce/Serv/ces/Sol/Testing&Inspection seMees
SITE Post Office Box 190537 - Boise,Idaho 83719
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CONSULTING, LLC
RESEARCH & BACKGROUND
GENERAL
A home and numerous outbuildings are present on the subject property. Plans indicate
the home is to remain and all other structures will be demolished. The rest of the
property is pastureland. Historical aerial photos available on Google Earth reveal that
the property has historically been pastureland with no evidence of former building
structures or improvements beyond those now present.
FIELD INVESTIGATION
Two test pits were advanced to depths of approximately seven feet below the existing
ground surface. Sloughing soils prevented deeper exploration. During excavation,
samples were recovered from the spoil piles as excavation was performed. These
samples were sealed in plastic bags, labeled, and returned to the laboratory for
evaluation and analysis. In the laboratory, sieve analysis (ASTM Test Method C136-93),
Moisture Content (ASTM Test Method 2216-92) and Liquid Limit, Plastic Limit and
Plasticity Index (ASTM Test Method D 4318-93) testing were performed on selected
samples. Tests were performed in general accordance with the cited ASTM test
methods. All test results are included in the Test Pit Logs located in the Appendix.
OBSERVED CONDITIONS
Both test pits were similar with approximately 4' of brown, moist, loose, sand / clay soil
present on the surface. This layer contains a shallow rootzone/organic layer that is 6-8
inches deep. Below this surface layer additional silt sand soils were encountered that
extend to the gravel contact at 6.0 feet deep. Water was perched atop the sand and
gravel layer at six feet. The top of the sand and gravel layer included clay fines. These
may be contributing to perched groundwater. This layer is very dense and difficult to
excavate. Excavation was halted after penetration this layer one foot. Monitoring wells
were installed in both test pits.
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DESIGN & CONSTRUCTION RECOMMENDATIONS
General Earthwork
It is noted that this engineer provided geotechnical engineering services on the adjacent
Tradewinds Subdivision, located to the west of this property. The entire Tradewinds
development was filled with 2-4 feet of structural fill to improve drainage and clearance
above the perched groundwater.
All native soils that are free of organic matter and expansive clays are acceptable for
use as fill. After proper grubbing, the native lean clay, silty sand or sandy silt, and all
soils containing gravel removed from the right of ways can be utilized as structural fill to
fill residential lots. Removal of the majority of the organic materials will require grubbing
of 4-6 inches of surface soils. This is required in all areas to receive structural fill.
Deeper excavation may be required along irrigation ditches, at the existing pond, and
where large trees and soft wet areas are present. The depth of grubbing is to be
adjusted and inspected during construction to ensure that organic materials are properly
removed from beneath future pavements and structural fills. Inspection by the project
geotechnical engineer should confirm that all organic material is removed.
Structural fills less than three feet deep are to be compacted to 95 % of the maximum
dry density by ASTM D698, Standard Proctor. For deeper fills, such as ditch backfill,
and fill intended to contain rerouted irrigation canals or storm water runoff, fill materials
are to be compacted to 100 % of the maximum dry density. If structural fill is to be
placed on residential lots or building pads, the fill is to extend laterally outside
foundations a distance equal to the depth of structural fill. Granular structural fill should
be placed beneath future slab on grade concrete including driveways, patios, and
sidewalks. Compaction testing to confirm proper compaction is recommended. Visual
inspection is also required to confirm stability and the lack of soft, deflecting, or rutting
areas. Fill can pass compaction tests and still be rejected if it fails visual inspection.
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U
Excavations
Shallow excavations and trenches that do not exceed four feet in depth may be
constructed with side slopes approaching vertical. Below this depth it is recommended
that slopes not exceed a vertical to horizontal ratio of one to one. The ability of soils to
maintain a vertical or near vertical slope over any extended period can be quite variable.
This information is provided for planning purposes. It is our opinion that maintaining safe
working conditions is the responsibility of the contractor. Jobsite conditions such as soil
moisture content, weather condition, earth movements and equipment type, and
operation can all affect slope stability. All excavations should be sloped or braced as
required by applicable local, state, and federal requirements. Dewatering may be
required if construction overlaps the irrigation season.
Pavement Section
Due to the presence of clay surface soils, ACHD's maximum pavement section of 2.5'
HMA, 4.0 W-base, and 14.0" subbase is recommended. Materials meeting the
requirements of ISPWC & ACHD are required for all work within this project.
Storm Water
Based upon a shallow depth to seasonal high groundwater, storm water should be
addressed with surface detention or drainage facilities. Percolation rates through the
near surface soils can be expected to be quite variable based upon clay and silt content
and inplace density at the point of injection. For design purposes a perc rate of P=3
in./hr. and a drain time of less than 12 hours is recommended. It is to be confirmed that
any cemented layer present at the injection site is penetrated at the time of construction.
Confirmation of perc rate at the time of construction by field testing is recommended.
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CONSULTING, LLC
Residential Foundation System
The proposed single-family residential structures may be supported on conventional,
continuous, and isolated pad foundations founded upon the native soils or upon
structural fill extending to these soils. Based upon proper placement and compaction of
structural fill, bearing pressures of up to 1500 psf are allowed for foundations founded
on the native soils or upon properly placed and compacted structural fill. Either
crawlspaces or slab on grade floors are acceptable but slab on grade floors will
eliminate the possibility of water accumulating in crawlspaces.
If clay soil, wet soil or deflection soil is present at the foundation support elevation a
geotechnical engineer should be retained for site specific recommendations. Foundation
drains are required within this development. Roof runoff is not to route through
foundation drains. Foundation embedment depth is to be at least 24 inches below
outside adjacent grade. Foundation outside crawlspaces are to be sealed /
waterproofed with brush or spray on foundation mastic. No basement is allowed without
lot specific geotechnical/groundwater study.
Slab on Grade Concrete
Care must be taken so that all excavations below both interior and exterior slab on
grade concrete are properly backfllled in accordance with the structural fill
recommendations. Trenches and wall backfill areas are to be filled in lifts and benched
each lift so that fill is not placed against a vertical soil face greater than three feet tall.
Testing is to confirm that compaction has been achieved. Areas of excessive yielding
should be excavated and backfilled with structural fill. Any fill used to increase the
elevation of slab on grade concrete should meet the requirement for structural fill.
Concrete pavements should be placed atop a mat of at least four inches of granular
structural fill materials. Mat material should all pass a 3/4-inch sieve and should contain
less than seven percent passing the#200 sieve. The mat shall be compacted to the
requirement for structural fill. Requiring slab on grade floors would eliminate possible
water in crawlspace concerns in the future.
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Underground Utilities
It is not anticipated that large excavators or small backhoes will experience any
difficulties excavating the onsite materials encountered on the property. No bedrock
formation was encountered on the subject property. As indicated, dewatering of utility
trenches may be required.
Inspection & Testing
A qualified engineer or his representative should monitor fill placement to ensure the
work is performed in accordance with these recommendations. For mass filling, field
nuclear moisture - density testing shall be performed on each lift of compacted fill, one
each filled residential lot or building pad. Trench backfill and right of ways are to be
tested to ACHD and / or ISPWC requirements. It is noted that structural fill can pass
compaction tests and still be unacceptable if pumping, rutting, or deflecting under
vehicle or foot traffic.
Contractor Inspections
This report has been prepared with the intent to provide specific design information to
the developer and the civil engineering consultant. It is not intended to act as any
contractors "Due Diligence' or subsurface inspection prior to estimating construction
costs or actual construction. With permission, the contactor(s) can utilize the onsite
wells for their own evaluation of groundwater.
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General Comments
After the plans and specifications for construction are completed, it is recommended
that this consultant be provided the opportunity to review the final design and
specifications. This review will confirm that the earthwork recommendations have been
properly interpreted and implemented. At that time, it may be necessary to submit
supplementary recommendations. This review is a part of this service and will not result
in additional invoicing unless additional research and recommendations are needed.
Testing and inspection services are recommended herein. Proper quality control during
construction is required to confirm materials and methods and thereby obtain a
desirable finished product. Monitoring and testing should also be performed to verify
suitability of materials used for structural fills and to confirm proper demolition, subgrade
grubbing, subgrade stability, and proper placement and compaction of fills. Any
deviations from the herein described subsurface conditions must be brought to the
attention of this consultant.
This report has been prepared for the exclusive use of the client and their retained
design consultants. Findings and recommendations within this report are for specific
application to the proposed construction described herein and apply only to the property
identified. Client may duplicate this report as needed or additional copies will be
provided upon proper client authorization.
Appendix Follows
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APPENDIX
Preliminary Plat
Aerial Photo
Test Pit Logs (2)
Soil Log Legend
Abbreviations and Acronyms
Adjacent Well Logs (2)
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PRELIMINARY PLAT
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VICTORY COMMONS ENGINEERS.INC.
VICTORY COMMONS
—f` 1. — _ survavwr.
Supplied by client u �'
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SITE Post Office Box 190537 - Boise,Idaho 83719
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AERIAL PHOTO
1835 Victory Rd
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1835 East Victory Road — Meridian, Idaho
from landprodata.com
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S 1 T E Post Office Box 190537 - Boise, Idaho 83719
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TEST PIT LOG
Test Pit: TP-1 File#: 19401-A
Client: Leavitt&Associates Date Excavated: 11/25/19
Project: Victory Commons Excavated By: Aspen Creek Const.
Location: SE Corner Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 1 %M LL PI
0.0-4.0 BrownfTan,Moist,Firm,Sandy,Lean Clay(CL)
With Root Zone/Or anic Layer 6-81,
3.0 100 97 89 78.4 28.3 27 10
4.0-6.0 BrownlTan,Wet,Firm,Sand,Silt
6.0-7.0 Brown/Tan,Saturated,Firm,Sil ,Sand,with Gravel&Cobble
6.5 100 98 97 85 40 1 19 13.8 18.3 1 NP NP
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered
Monitoring Well in Place
TEST PIT LOG
Test Pit: TP-2 File#: 19401-A
Client: Leavitt &Associates Date Excavated: 11/25/19
Project: Victory Commons Excavated By: Aspen Creek Const.
Location: Center at West Side Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 1.0" 1 3/4" 1 112" 1 3/8" 1 #4 #10 #40 #100 #200 1 %M LL PI
0.0-4.0 Brown,Moist,Firm,Clayey,Sand(SC)
with Root Zone I Or anic Layer 6-81,
3.0 100 95 85 65 48.8 19.2 25 8
4.0-6.0 Brown/Tan,Wet,Firm,Silty,Sand SM
5.0 100 98 72 60 48.5 18.8 25 6
6.0-7.0 Brown/Tan,Saturated,Firm,Sand,Gravel,Cobble
Bottom of Excavation @ 7.0
7.0 Ground Water Encountered
Monitoring Well in Place
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CONSULTING, LLC
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES
MAJOR DIVISIONS TYPICAL
DESCRIPTIONS
COARSE GRAVEL& <5%-9200 GWWell-graded gravel, ravel-sand mixture,little or no fines.
GRAINED GRAVELLY GP Poorly graded gravel,gravel sand mixture,little or no
foes
<50%-#200 50%-#4 5-12%4200 GM Silty gravel,gravel-sand-silt mixtures
12%-#200 GC Clayey gravel,gravel-sand-clay mixtures
SAND&SANDY <5%-#200 SW ell-graded sand,gravelly sand,little or no fines.
SOILS SP jPoorly graded sand,gravelly sand,little or no fines
50%-#4
12%-#200 SM Silty sand,sand-silt mixtures
SC Clayey sand,sand-clay mixtures
FINE SILTS AND INORGANIC ML Inorganic silt and very fine sand, rock flour,silty or
GRAINED CLAYS clayey fine sand or clayey silt with sli ht Dlasticity
SOILS ILL<50% CL Lean clay-low to medium plasticity,gravelly clay,sandy
50%-#200 clay,silty clay
ORGANIC OL Organic silt and organic silty clay of low plasticity
IILTS AND INORGANIC MH Elastic silt,micaceous or diatomaceous fine sand or silty
L
LAYS soil.
L>50% CH Fat cla -hi h Iastici
ORGANIC OH Organic clay-med.or high plasticity:organic silt
HIGHLY ORGANIC SOILS PT Peat, humus,swamp soil with high or anic content
ABBREVIATIONS AND ACRONYMS
STM American Society for Testing and Materials
IBC International Building Code
ISPWC Idaho Standard for Public Works Construction
IDWR Idaho Department of Water Resources
NP Non-Plastic
PCC Portland Cement Concrete
P Test Pit
USCS Unified Soil Classification System
pcf Pounds per Cubic Foot
psf Pounds per Square Foot
sf Tons per Square Foot
psf/f jPounds per Square Foot/ Foot
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S ATE Post Office Box 190537 - Boise, Idaho 83719
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Adjacent Well Logs
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Form 238-7 IDAHO DEPARTMENT OF WATER RESOURCES
6107 3 WELL DRILLER'S REPORT
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