HomeMy WebLinkAboutPZ - Geotech Report SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
CONSULTING, LLC
Brent Thompson May 17, 2021
Iterra Homes, LLC Page 1 of 29
316 East 1400 South, Suite 2A File 20864-A
St George, Utah 84790
Re: Geotechnical Recommendation Report
Proposed Andorra Subdivision & Wells Street Memory Care
675, 715, & 955 South Wells Street
Meridian, Idaho
Brent:
As per our discussions, SITE has rewritten our prior report for the subject property,
addressing it to you and using your project name. The following Preliminary
Geotechnical Evaluation & Recommendation Report is for both the proposed Andorra
Subdivision and the proposed Wells Street Memory Care facility.
In October 2019 SITE logged and sampled ten test pits on the subject property.
Samples were gathered and returned to our inhouse laboratory for analysis of their
engineering properties. Based on the results of our investigation and evaluation, we
believe the property is acceptable, from a geotechnical perspective, for the proposed
subdivision and care facility. 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. Please see the following executive summary for items of concern.
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; NAL
Bob J. Arnold, PE 35� �iJr
SITE Consulting, LL aIST
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EXECUTIVE SUMMARY
• Ten test pits were excavated on the property at locations shown on the included
aerial photo. These test pits provide adequate subsurface information to allow SITE
to provide recommendations for your project.
• Groundwater was not encountered in any of the test pit locations that were at least
13 feet deep. Well Logs were researched and three from nearby or adjacent
properties were copied from the IDWR website. These three well logs are included in
the Appendix and indicate the static groundwater is too deep to impact or be
impacted by the proposed construction.
• Free-draining sand and gravel materials were present in all but two of the test pit
locations at depths greater than eight feet deep. A perc rate of P=8 in./hr. can be
assumed for these materials. In the north end of the development, a grade change
causes the pitrun materials to be deeper. In this location infiltration facilities should
extend to the deeper sands and gravels. Percolation testing at the time of
construction is recommended.
■ No fat clay soil of concern was observed or sampled on this property. It is noted that
highly elastic silt soils were sampled on the surface of the property. These soils will
appear to contain clay when wet and can be expected to deform and rut under
vehicle traffic. Drying of the soils may be required if too wet for effective compaction.
• Non-fat clay materials cut from street sections and infiltration facilities can be used as
structural fill on building pads and for mass grading. Structural fill is to be compacted
to 95% of Standard Proctor maximum dry density.
■ Either slab on grade floors or crawlspace & foundation construction is acceptable for
the planned residential structures and the care facility.
• An R-Value result of R>20 was reported by the retained specialty soils lab. Their
report is included in the Appendix. Based on this value and a Traffic Index of TI=6,
the recommended pavement section for interior driveways is 2.5"- HMA, 4.0" - 3%"
base and 10.0" of subbase. A pavement section is also provided for a Traffic Index
of TI=8. ACHD should confirm this is acceptable for Wells Street improvements.
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INTRODUCTION
Purpose and Scope
This report documents our geotechnical investigation and resulting recommendations
for the proposed Andorra Subdivision & Wells Street Memory Care facility. This project
will be constructed on three parcels located on the west side of South Wells Street in
Meridian, Idaho. Ada County Assessor records provided this information about the
subject property.
Parcel Parcel Number Address Acres_
1 R-5443010070 675 South Wells Street 4.60
2 R-5443010220 715 South Wells Street 6.86
3 R-5443010210 955 South Wells Street 5.23
Total Acreage 16.59
The purpose of this report is to document the investigation of subsurface soil conditions
and provide recommendations for building a Care facility and a residential subdivision.
Our field investigation included subsurface exploration by means of a track mounted
excavator operated by Wood Brothers Trucking. Soil samples were gathered and test
pit logs generated during the field explorations. Selected soil samples were submitted to
our in-house soil laboratories for testing. After the field investigation and laboratory
testing was completed, all available field and laboratory test data was reviewed, the
general data and assumed design information was evaluated, and this report was
prepared. This report summarizes our research and recommendations regarding the
geotechnical aspects of the project.
Authorization
Authorization to rewrite a prior SITE report for the subject property was received on
April 9, 2021. Authorization and the use of the provided recommendations indicate the
client's and the design team's acceptance of the scope of work, warranty, limitations,
and general conditions provided herein and within our standard geotechnical proposal.
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Warranty and Limitations
The exploration and evaluation of subsurface conditions documented herein is
considered sufficient to form a basis for the provided recommendations. The provided
recommendations are based on the available soil information and preliminary design
details either assumed or furnished by the client and his civil design team. It is
warranted that these recommendations have been promulgated after being prepared in
accordance with locally accepted professional engineering and geotechnical
engineering practice. No other warranties are implied or expressed.
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RESEARCH & BACKGROUND
General
In October 2019, SITE staff observed excavation of ten test pits on the subject property.
During our field investigation, our staff gathered representative samples from the spoil
piles and test pit walls. The samples were field classified, labeled with pit number and
depth, and transported to the laboratory for additional testing. Sieve Analysis, Moisture
Content, Liquid Limit, Plastic Limit, and Plasticity Index and an R-Value test were
performed on selected samples. All tests were performed in general accordance with
the appropriate ASTM test methods. Prior to backfilling the test pits temporary
monitoring wells were installed. Six wells were destroyed since installation. These were
replaced on April 26, 2021. It is recommended these wells be monitored twice monthly
through the end of the irrigation season or the start of construction. Surveying of the
new wells is required.
Preliminary Plan & Vicinity Map
A client provided a proposed layout plan and it is included in the Appendix. SITE also
obtained an aerial photo of the subject property from Google Earth and reviewed all
historical aerial photos available from this source. These documents were used to
locate the subject property and position the test pits / monitoring wells. Historical aerial
photos reveal the three parcels within the subject property have historically been rural
farm properties with areas of farmland and pastureland. No prior building structures
other than those currently present were observed in the aerial photos that date back to
1982. The surrounding properties include residential subdivisions to the west and office
and commercial facilities to the north, south, and east. Five Mile Creek crosses the
property from east to west just below the midpoint. The property is bound by Wells
Street on the east, Magic View Drive on the north, Snorting Bull and Locust View
Heights subdivisions on the west, and East Wells Circle on the south. All planned
access to the development is from Wells Street and Wells Circle. Q
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Observed Subsurface Conditions
Test pits were excavated in late October 2019, right at the end of the local irrigation
season. At this time, the site surface was firm and stable and supported the excavation
equipment without rutting or deflection. Subsurface conditions in the test pits were
similar. In general, the near-surface soils consist of silts and sands with some layers
that are weakly cemented and other layers that contain lean clays. Weakly-cemented,
silt and sand soil were common in the test pits at four to seven feet deep. Pitrun type
sand and gravel were contacted in nearly all the test pits at seven to eight feet deep. It
is assumed that the higher surface elevation in the north end of the property resulted in
the pitrun sand and gravel being deeper than 13 feet and therefore not reached in these
two test pits.
Groundwater was encountered, in TP-5 and TP-6 at eight feet deep. These are the two
test pits nearest the Five Mile Drain. It is believed this is water from the Five Mile Drain
perched atop the cemented silt / hardpan layer described in the test pit logs. This is
based upon well logs for the surrounding area found on the IDWR website. Four nearby
well logs were selected and have been included in the Appendix. The wells are on
adjacent or nearby properties that are west, north, northeast, and east of the subject
property. These logs reveal the static groundwater at the time of well drilling was 20
plus feet. Therefore, groundwater does not appear to reach a depth that will impact or
be impacted by the planned construction.
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DESIGN & CONSTRUCTION RECOMMENDATIONS
General Earthwork
All native soils that are free of organic matter and expansive clays are acceptable for
use as fill. After proper grubbing, the native silty or clayey sand, and sandy silts
removed from the right of ways can be utilized as structural fill to fill low areas, building
pads, and over-excavated soft /wet areas. These materials can also be used to fill
individual residential lots. Removal of the majority of the organic materials will require
grubbing of 2-6 inches of surface soils. This is required in all areas to receive structural
fill. Deeper excavation may be required along irrigation ditches. After all demolition and
grubbing is completed, inspection should confirm removal of foundation concrete,
organic materials, and that no soft or wet areas are present beneath future pavements
and structural fills. Subgrade inspection by the project geotechnical engineer prior to the
placement of structural fill or pavement section layers is required.
If used for fill, elastic silt and lean clay and silt soils will require moisture contents within
2% of optimum for effective compaction. The surface soils will easily become too wet or
too dry for effective compaction and can be expected to perform poorly if wet and
subjected to rubber-tired equipment. If construction is to occur during wet weather or
wet surface soil conditions, low-pressure or track-mounted construction equipment is
recommended. Rutting caused by the contactor using rubber-tired equipment on a wet
subgrade can be expected and should be repaired at contractor expense. 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. Structural fill should be placed in uniform,
thin horizontal lifts, moisture conditioned as necessary, and compacted to the above
requirements. Compaction testing to confirm proper compaction is recommended.
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Excavations
Excavation of native soils for utility installation can be accomplished with standard
construction equipment. Hardpan /cemented soils should not require extra or larger
equipment. 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 on
site to maintain a vertical or near vertical excavation over any extended period can be
quite variable. Sloughing when working at or below the groundwater elevation is
anticipated. 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.
Pavement Section
An R-Value of R> 20 was obtained on a sample gathered from TP-4. Based upon this
result and a Traffic Index of TI=6, we recommended the following pavement section for
driveways within this development. The laboratory report for the R-Value, our
calculations for this pavement section, and calculations for a pavement section based
upon a Traffic Index of TI=8 are reported in the appendix.
Material Layer Thickness
HMA Pavement 2.5" _
Base Coarse 3/" minus 4.0" 1
Subbase (Pitrun) 10.(
Materials meeting the requirements of ISPWC and / or ACHD are required for any work
within this project.
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Foundation System
The proposed building structures may be supported on conventional, continuous, and
isolated pad foundations founded upon the native soils or upon structural fill extending
to these soils. Both crawlspaces and slab on grade floors are acceptable. 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. If fat clays are present at the foundation support elevation a
geotechnical engineer should be retained for site specific recommendations. Foundation
drains are not required within this development. Foundation embedment depth is to be
at least 24 inches below outside adjacent grade for frost protection. Foundations outside
crawlspaces are to be sealed /waterproofed with brush or spray on foundation mastic.
No basements are allowed in this development without lot specific geotechnical and
groundwater studies.
Slab on Grade Concrete
Care must be taken so that all excavations below both interior and exterior slab on
grade concrete are properly backfilled 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. Slab
on grade floors, sidewalks and pavements should be placed atop a mat of at least four
inches of granular structural fill materials. This depth is to increase to one foot when
concrete is to be placed over fat clays soils. This is required to prevent seasonal
heaving of sidewalks, patios, and driveways. Mat material should all pass a 3/4-inch
sieve and should contain less than 7% passing the # 200 sieve. The mat shall be
compacted to the requirement for structural fill.
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Storm Water
Due to the encountered weakly cemented silt/ sand soils above the deeper sands and
gravels, percolation rates through the near surface soils can be expected to be quite
variable. A perc rate of P=4 in./hr. with a drain time of not more than 12 hours is
recommended for surface or shallow facilities. If a shallow facility is planned, it is
recommended that this perc rate be confirmed by field testing. If facilities extend to or
are over excavated to two feet into the sand and gravel (pitrun) layer the design perc
rate can be increased to P=8 in./hr. Confirmation at the time of construction will be
required by ACHD and is recommend for onsite locations.
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. Well logs from IDWR indicate the
high static water level is deep and will not impact utility construction. Perched
groundwater may be encountered near the Five Mile Creek. Dewatering may be
required if working near this creek.
Inspection & Testing
A qualified engineer or his representative should monitor fill placement to ensure the
work is performed in accordance with these recommendations. Testing should be
performed in accordance with ASTM Test Methods D3017-88 and D2922-91 (nuclear
densometer). 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 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.
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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
contractor's "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. Wells are to be protected during
construction. Contact SITE if a well needs to be relocated.
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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CQNSU LTI NG, LLB
APPENDIX
Location Map
Preliminary Plan
Concept Plan
Aerial Photo with Test Pit Location
Test Pits Logs (10)
Soil Log Legend /Abbreviations and Acronyms
Adjacent Well Logs (4)
Pavement Section Calc Sheets (2)
R-Value Report
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PRELIMINARY PLAN
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CONCEPT SITE PLAN
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AERIAL PHOTO
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TEST PIT LOG
Test Pit: TP-1 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 3/4" 1 1/2" 1 3/8" it 4 1 #10 #40 #100 #200 %M LL PI Fines
0.0-4.0 Brown,Dry,Moist,Sandy,Silt with gravel
With Root Zone/Organic Layer 6-8"
3.0 100 1 96 95 1 93 1 87 78 75 69.3 20.4 59 27 MIL
4.0-6.0 Brown/Tan,Moist,Firm,Sand&Silt
6.0-13.0 Brown/Tan,Moist,Firm,Sand,Gravel,Cobble
Clean fines at 8.0'
Bottom of Excavation @ 13.0
13.0 No Ground Water Encountered(corrected)
Monitoring Well in Place
TEST PIT LOG
Test Pit: TP-2 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM-SITE
DEPTH SOILS DESCRIPTION
feet 3/4" 1 1/2" 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines
0.0-4.0 Brown,Dry,Moist,Sand,silt with gravel
With Root Zone/Organic Layer 6-8"
3.0 1 100 99 1 98 1 95 83 74 66.6 10.3 NP NP ML
4.0-12.0 Brown/Tan,Moist,Firm,Sand&Silt
Bottom of Excavation @ 13.0
13.0 No Ground Water Encountered(corrected)
Monitoring Well in Place
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T7EST PIT LOG
Test Pit: TP-3 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM-SITE
DEPTH SOILS DESCRIPTION
feet 3/4" 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines
0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
1.0-4.0 Brown Moist,Firm,Cemented/Sand with Silt
4.0-7.0 Brown/Red,Moist,Firm Sandy,Gravel
5.0 78 1 65 1 52 1 47 1 38 1 20 12 10.9 2.6 20 4 ML
7.0-13.0 Brownrran,Moist,Firm,Sand,Gravel,Cobble
Bottom of Excavation @ 13.0
13.0 No Ground Water Encountered
Monitorin We11 in Place
TEST PIT LOG
Test Pit: TP-4 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM-SITE
DEPTH SOILS DESCRIPTION
feet 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 1 #200 %M I LL I PI I Fines
0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
1.0-4.0 Brownrran,Moist,Firm.Silty SAND(SM)
R-Value Sampled
3.0 100 96 1 93 1 81 52 37 1 27.8 9.6 1 NP NP ML
4.0-12.0 Brown/Tan,Wet,Firm,Sand,Gravel,Cobble
Bottom of Excavation @ 13.0
13.0 No Ground Water Encountered
Monitoring Well in Place
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TEST PIT LOG
Test Pit: TP-5 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 3/4" 1 1/2" 3/8" 1 #4 1 #10 #40 1 #100 #200 %M I LL I PI I Fines
0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt
With Root Zone/Orcianic Laver 6-8"
1.0-3.0 Brown,Moist,Firm Block ,Sand Clay,Silt
3.0-8.0 Brown/Tan Moist Firm,Sand,Cobble,Gravel
8.0-13.0 Brown/Red Moist Firm Sand Silt
10.0 100 1 99 1 96 1 43 1 18 14.8 7.1 NP I NP ML
Bottom of Excavation @ 13.0
13.0 Ground Water Encountered @ 8.0
Monitoring Well in Place
TEST PIT LOG
Test Pit: TP-6 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines
0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
3.0-8.0 Brownrran Moist,Firm,Sand,Cobble,Gravel
Bottom of Excavation @ 13.0
13.0 Ground Water Encountered @ 8.0
Monitoring Well in Place
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TEST PIT LOG
Test Pit: TP-7 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM-SITE
DEPTH SOILS DESCRIPTION
feet 314" 1 1/2" 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines
0.0-1.0 Brown,Dry,Finn,Sand,Clay,Silt
With Root Zone/Or anic Laver 6-8"
1.0-2.0 Brown/Tan,Moist,Firm Sand with Silt
2.0-4.0 Tan,Dry,Firm,Lightly Cemented,Sand&Silt
8.0-13.0 Brown/Tan,Moist,Firm,Sand,Cobble,Gravel
Bottom of Excavation @ 13.0
13.0 No Ground Water Encountered
Monitoring Well in Place
TEST PIT LOG
Test Pit: TP-8 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 3/4" 1 1/2" 1 3/8" 1 #4_1 #10 1 #40 1 #100 1 #200 1 %M LL I PI I Fines
0.0-5.0 Brown,Dry,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
Blocky below organic layer
5.0-7.0 Tan D ,Firm,Lightly Cemented,Silty SANDISM)
6.0 100 1 88 1 84 1 74 1 63 1 47 41 39.2 9.8 56 25 ML
7.0-13.0 Brown/Tan,Moist,Firm,Sand,Gravel Cobble
Bottom of Excavation @ 13.0
13.0 No Ground Water Encountered
Monitoring Well in Place
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Gectechnical Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-"0-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-9 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" 1 1/2" 1 3/8" 1 94_1 #1p 1 #40 1 #100 1 #200 %M I LL I PI I Fines
0.0-3.0 Brown,Dry,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
Blockv below organic layer
3.0-5.0 Tan,Dry,Firm Cemented Sand&Silt
5.0-13.0 Brown/Tan Moist Firm Sand Gravel,Cobble
Bottom of Excavation @ 13.0
13.0 No Ground Water Encountered
Monitoring Well in Place
TEST PIT LOG
Test Pit: TP-10 File#: 21864-A
Client: Iterra Homes LLC Date Excavated: 10/18/19
Project: Wells Street Development Excavated By: Wood Brothers
Location: See location map Logged By: J. Meusch, PM -SITE
DEPTH SOILS DESCRIPTION
feet 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines
0.0-2.0 Brown,Dry,Firm,Sand,Clay,Silt
With Root Zone/Organic Layer 6-8"
Blocky below or anic laver
2.0-5.0 Tan,Dry,Firm,Lightly Cemented Sand&Silt
5.0-13.0 Brown/Tan,Moist,Firm,Sand,Gravel,Cobble
Bottom of Excavation @ 13.0
13.0 No Ground Water Encountered
Monitorin2 Well in Place
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Geotschnlcal Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208�40-6276
CONSULTING, LLC
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSE5
MAJOR DIVISIONS 1=7PICAL DESCRIPTIONS
GW GRAVEL& Well-graded ravel, ravel-sand mixture,little or no fines.
<5%-#200
GRAVELLY GP Poorly graded gravel,gravel sand mixture,little or no fines
SOILS 5-12%-#200 GM Silty ravel, ravel-sand-silt mixtures
COARSE <50%-#4
GRAINED >12%-#200FG-711 Clayey ravelgravel-sand-clay mixtures
SOILS SW —Well-graded sand,gravelly sand, little or no fines.
<50%-#200 SAND&
SANDY SP Poorly graded sand,gravelly sand, little or no fines
SOILS SM Silty sand,sand-silt mixtures
>50%-#4 >12%-#200
SC Clayey sand,sand-claymixtures
El
Inorganic silt and very fine sand,rock flour,silty or clayey fine sand
SILTS& INORGANICor clayey silt with slight plasticity
CLAYS CL Lean cla -low to medium last icity,_gravelly,sandy, or siltyclay
FINE LL<50%
GRAINED ORGANIC OL Organic silt and organic silt clayof iow plasticity
SOILS
>50%-#200MH Elastic silt,micaceous or diatomaceous fine sand or silt soil.
- =SILTSFat cla -hi h lastici ORGANIC OH Organic clay-med.or high plasticity:organic silt
HIGHLY ORGANIC SOILS PT Peat, humus,swamp soil with high organic content
ABBREVIATIONS AND ACRONYMS
ASTM American Society for Testing and Materials
IBC International Buildin Code
ISPWC Idaho Standard for Public Works Construction
ITD Idaho Transportation Department
NP Non-Plastic
PCC Portland Cement Concrete
TP Test Pit
USCS Unified Soil Classification System
cf Pounds per Cubic Foot
sf Pounds per Square Foot
tsf Tons per Square Foot
sf/f Pounds per Square Foot/ Foot
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Si T E Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-"0-6276
CONSULTING, LLC
ADJACENT WELL LOG
Lot 17 Magic View Subdivision
Across Wells Street to the East
-or STATE OF IDAHO USE TYPEWRITER OR
DEPARTMENT OF WATER RESOURCES BALLPOINT PEN
WELL DRILLER'S REPORT
State law ragefrae thettlds report be filed with the Director,Department of Water Resources
within 30 days after the completion or abandonment of the well.
1.WELL OWNER 7.WATER LEVEL
Namn-C�ta'.�r-JCl.'- �1 Static water level feet below land surface.
Flowing? ❑Yes ❑No G.P.M.Dma
Address z—, Z:/,;e74Z Artesian closed-in pressure p.s i.
Controlled by: ❑Valve ❑Cap ❑Plug
Owner's Permit No, _ Temperature_OF. Duality
2.NATURE OF WORK S. WELL TEST DATA _
New well ❑Deepened ❑Replacement ❑Pump ❑Beilar ❑Air ❑Other
❑Abandoned(describe method of abandoning)
ITyrnarer G}'lii Pumping Level IlainFrtrpwl
3.PROPOSED USE
�Domesllc ❑Irrigation ❑Test ElMunicipal 9. LITHOLOGIC LOG ti1�i�J
❑Industdel ❑Stock ❑Wane Disposal or Injection Hole 1m Water
❑other ispecify type) Dials Ftpm To Material Y No
9,METHOD DRILLED
❑Rotary ❑Air ❑Hydraulic ❑Reverse rotary
XCeble ❑Dug ❑Other
r 7
5.WELL CONSTRUCTION yam,
Casing schedule:P Steel ❑ Concrete El Other -
TWO-ss Diameter From To
42 inches�� inches+�2 f t /Meat
inches _ inches rest feet 'i�'-•^�[+"-�-.�,ti;}
Inches inches feet_feet
inches inches J feft�fabt c:
Was casing eirle shoe used? )(Yes ❑No
Was a packer or seal used? ❑Yes �No I y
Perforated? ❑Yes No
How perforated? ❑Factory ❑Knife ❑Torch
Size of perloratims inches by_inches •es,Da- ^
Number From To
perforations _feet feet 'T
perfuretlons feet feet
perforations foes feet J'
Well screen installed? ❑Yes ❑No
Manufacturer's name _
Type _Model No.
Diameter_Slot size_Set from fect to_feet
Diameter_Slot size_Smfrom_faetto_feat
Gravel packed? ❑Yes ❑No ❑Size or gravel
Placcd from faette fear
Surface seal dilp IReln�rN uRy In Wf-, 0 t Oran
p4'Puddling[ll y t]Will calling,
Sealing procedure used: ❑Slurry pit ❑Tamp.surface rasing —
❑Overbore to seal depth
Method of Joining casing:❑Threaded ❑Welded ❑Solvent
Wald
❑Cemented between strata
Describe access port
Work started finished /-.-3 0
6 LOCATION OF WELL i 11. DRILLERS CERTIFICATION
Sketch map 1w tleo rmrrl nyea wld,, IT"1—ti sn. I/We certify that all minimum wall construction standards were
N complied with at the time the rig was removed,
Subdivision Name ✓ / 9
Firm Nrttgr (L �Y/t•_I'L Flan No. L
W E J a
Address,f.:�_-.A i r (Lrf
'f'-- Lot No, ,_' Block No,
Signed by(Firm anOdfficlel) _
S
County d"
S (Operates)
/.� Y.Sec. ,T.�_N ,R. E/yr
taSE ApDITMNAL SHEETS IF NECES9ARV—FORWARD 711E WHITE COPY TO THE DEPARTMENT
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SSI T C Post Office Box 190537 - Boise, Idaho 83719
L site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
ADJACENT WELL LOG
2205 West Cadillac Drive
Three Lots west of Property
IDAHO DEPARTMENT OF WATER RESOURCES Use Typewriter
G n
WELL DRILLER'S REPORT sail Point Ran
1088 )1-
1.DRILLING PERMIT NO.�e _ %a,• 10.WELL TOM
Mar IOWR No, ._ .. _ O PUMP ❑Geller NAir i'e rb er,o Artse an
2.OWNER.
A-,„,.., a aS .�aatr.11w
CiIY_..-1�e[ri"w�
Ttlmperatum ut weDer___was o wafer anelyals done?YSS❑ NOV
3,LOCATION OF WELL by legal dmoriptlon: By whoc„q _ -
SMnk:h msp boedon mum spree With,wrAlen loceploa. Water QufftY(odor,etc.) _
k Bottom H09 TSRlaaretutis_
11.STATIC WATER LEVEL.
T. -. NonhIky or sdtrh' _495 h.melpm rWAlce Deplh arl"4h pow Tmir,d Fmk V or woet 1-I AneWan prosaurd_ Ib Dgwrlba at-cuss pore,,,4•Q «` rj141�
1�,:¢ _Vd Dvacrlhe Cotttroltlnp OvAces: �-
(lowl Lot
12.UT14OLOGIC LOG:(Daeonibe repalm or abandonment)
Add..of Wall SieF__ 54YKQ ...T
^_ d. F+wn Ta I>IamPrMc I.Mealagy,WaNr OtraNly a Taa,Pwaltn qw" Ma
Sm+.Piai tease P,tnfa,.avmmiim wos<.n�.nmr.kl -- .. ..�'""��T Lot No
hb Bkmk No. Subd.Namr. �. 1
4,PROPOSEO USE:
XOomsellc [)Municipal ❑mwaon ❑imgaiiun .'�
U Thermal �6Qecbnn r7;harr_. '.r
b.TYPE OF WORK _
❑ NOW Wall L;MO"Or Repab PORSPlgpament L 1 Abandonment
6.DRILL METHOD U r 4-
0 Mud Rotary.J7 xt Fbmry 1aGaote Ll Other wl
7.SEALING PROCEDURES
oulA011rERPaL,c ra4041T MaTPloo -.
MPAGraI From Ta -
Was drive shoe seal tested?Yu How? _ ,R
S.GASINGIUNER: AN
1-1 On-
h 11L.-,l+30 9 =I X a WAT
/4 /Ary ;- Ci r7 = WES7EA7!pE .
Final ecaaan of%hoes____
Taco P'at'itet S:r ItPnd 1 � - _
PUO. J�_ lIOII xIt TaRPIpB��__ .- -
9.PERFORATIONWSCREENS oaDe_s18n6d__j2--_-_l0
a ParrWotlons Mo hod - ..
ge 13.DRILLERI CERTIFICATION
get. T>rPa � - +N.. tA*o serilfy Thai all minhnum Wall cansin4 pn mandwder wore oomoied wllh at ,
61,. oftr6.r ttieoePi QW9 ,:,,. 11io Wine,the rip was renewed. -
�i ,4a0 ,�$II ❑ I
,, ❑ FrmNarne,�nn�e *tRri _�tpr" FlrrnTla 33
�1 L1
Firm DtM..f,g^Cr�
❑ Cl lima
SuetI-
81nPervisor or Q �!!
1 CInN PFlm dl�yllLW'Wl
FORWARD WHrrE COPY TO WATER Ai 50
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SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ZC0N:SULT1NG,F
LLC
ADJACENT WELL LOG
2727 Magic View
Across Wells Street to the Northeast
Yorm239-? STATE OF
sis2 DEPARTMENT OF WATERTER RESOURCES
WELL DRILLER'S REPORT n n
Statelewreewiros Mat roleort rep he filed with the Director,Deparonent Of WabrR QUID QZ 17a,�
within 30 days after the completion or abandonment of Me well-
1.WELL OWNER ( 7.WATER LEVEL Depatlmei11 of Water Resourf:
Name_ r— 4 n e S Static waMr level Beat below I—surface. -
Flowing? n YeL G,P.M.Ilew
Addrex ye Q Artesian clmgsl pr IL%I.
Controlled by: ❑Valve ❑Cap ❑Plug
C.—rt Pvrem,No. O Temperature OF, Quality,_,
pascriee ertevennl�eaaewun racy Arbi
2.NATURE OF WORK FA WELL TEST DATA
VNeW well ❑Deepened ❑Replacement ❑Pump W Baller ❑Air ❑Other
❑ Abandoned describe abandonment procedures such as ,
materials,plug depths,ate.in lilhologie log) Perrpde DJ'.ne. Pumple Lxwl eraeae es.rYN
3.PROPOSED USE
Domestic ❑Irrigation ❑Test O Municipal 9. LITHOLOGIC LOG • J
77
❑Industrial ❑Stock ❑Waste Disposal or Injection Bore Ok M Water
❑Other (specity type)
Dittm.Prom Ya Material Ye No
4.METHOD DRILLED
5u
❑Rotary ❑Air ❑Hydraulic ❑Reverse rotary a•L p•.
Cable ❑Oug ❑Other t'/�....
5,WELL CONSTRUCTION
Casing schedule:1C Steel ❑ Concrete ❑Other
TWO— 0—ter From
A50 inches b r, inches+ Feat rest •-
inches _ Inches Feet' T7��feet -
inches inches Feet_feet -
inches_ inches feet_ feet AM
Was casing tlrive shoe used? 5(Yes ❑No
Zap Acker or seal used? PC Yes �❑ o —
Perforated? ❑Yes L No itlaan�,�rs
How perforated? ❑Factory ❑K few ❑Torch
Size of perforation _ inches by_Inches
Number From To
perforations _ Feet Feet
perforations feet _feet
_perlaratlorts Tale feet
Well tarn fndallad) 'jYYn i]No
Marwlxrurer i narna �±±�Q ri
Typo
Olarb'k"3"'Slot Mre. I.fro..- fm to Ifflt
III—ray Sto,tiro—Sot from _fmW itwt
Oreyet flacked) 13 Yee C.No Cl Site Or WWM r�
Played from rnS 10 tact D —
Iiprrace sCal i1uyF11s jr4lerlal utad In"T CI C..Wn WWI dl Wakr
Benronite Xpocldiftclay l7 Western Re Tonal 011
Sealhtg ptOcvdVTf teed: 0 SlunY Plf Cl 7.np.Wrfocataa(rp
Dyarbon to taml a"
Mvdtod ol.loininp wriny:❑Thrasdrd Wddad n$=ft
Weld
1-1 Cementedbetween strata
Describe access port 10.
Work started finished ZI ITS—
9.LOCATION OF WELL a' 77, DRILLERS CERTIFICATION
7:1 1
Sketch map location must agreawlth written lacatlon. + I/We certify that all minimum wall construction rl e
N �:�,►120 compiled with at the time Merigwas removed,
r Subdivision Nand. [�
•I� `f— Firm Nllmeay ir- f11 Flrm No. ,f
W e r1�� �l —.
Address d ate
Signed by(Firm OH le _
S
County and
+ IDosramr
lL 7S Sac. T- -w R•r f ..
USE ADD 11 IONAL SHEETS OF NECTWARY FORWARD TIIE WHITE COPY TO THE OETAR7M6l17
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Geotechnlcal Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
ADJACENT WELL LOG
2662 Magic View
Across Magic View to the North
a
state 01daho t
USE TYPEWRITER 4R Depertlaent of Voter Reaon erce
HALL PDINT pEH
WELL DRILLER'S REPORT fig. s rarr t
Stale law iequiresthetthis report be filed with the Director,Ova"""ai WoNr
��f-- days offer tho epmpl,tlwl or;ypndnnnrcnt gf the T,YII, �a"�~�,�'' V,�ufCr 'iRHtf"
1.WELL OWNER 7.WATER LEVEL
um,�ypL_VpfLp_ Static water level__j3--feet below land surface
2662 Magic Viaw Dr. Flowing? 0 Yes j1 No G.F.M.IICw._- -
Addtew Marl di on Idaho-Ag6ip?- Temperature °F. 0"Ity -
Arteslanclosed-in pressure_ p.s-i.
Owner's Permit No. - Controlled by 0 Valve ❑Cap ❑Plug
- i
2,NATURE OF WORK IL WELL TEST DATA
@ New wall ❑Deepened O Replacement ❑Pump 11 Bailer ❑Other
Dw
n Abandoned(describe method of abandoning) t n r
S.PROPOSED USE �
I 04mesic ❑y6l"nlsn ❑T„1 ❑ OMwbptdly fypV 029268 �
9, LITHOLOGIC LOG
❑10.1kipd ❑Indtnh'nl ❑Stock O Wes%Dlepowl w Hole Otpd' We1e'
ti}ecibn Dlwe. From I T. 1i1e1 hy�rj Mn
n a 12 moo 4to I I x
4.METHOD DRILLED
®Cable ❑Rotory ❑Dug Cl Other
5,WELL CONSTRUCTION
Diameter of hole 6 inches Total depth_AA feet
AM-
Casing schedule: M Steel O Concrete
Th..k- Diameter From To
_-2517)-inches_6—inches +_-.L-feet Al, feet
inches inches feet _feat
inches inches feet feet
Ir'chn.. Intswe Imt Fen
inches inches feat feet
Vhs c 0.9 drive(hoe toad T M Yw ❑No
Was a packer or seal used? ❑Yes 60 No
Perforated? ❑Yes tj No
How perforated? El Factory ❑Knife ❑Torch
Site
of perforation —inches by—inches
NamMr From To
perforatlons feet feat
pr.fngtion, feet ____ feet
perforations Feet fees
Well screen installed? ®Yes ❑No
Manufacturers name--Zahn
Type-3t-I al gag St:iv7 Model No.
Olammet�tp.5'Igr are�5 Ser friom. I�+7 leer tn 166_.teat
Diameter_Slot size_Set from feat to feet
Gravel pecked? ❑Yes Q No Size of grovel
Placed from - feet to feet
Swtim seal drpth 20 1 _Me1Mpl uted in Mal O Camel wont
❑Peddling day ED Wtll culling,
` q Prgeeders wd Gl W."Fd ❑Tir wwy-It-a"
®O,wlrers to ma"0
lo.
6.LOCATION OF WELL � Workst,rted)l/21/7Z finished 4125/77
Sketch map location must agree with written location. {-
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11.DRILLERS CEIITIFICATION
i .-i.. _ {•_ SWdNnkn time,f�gi r. lri av Fine NonieTad Tlrtn y.l 7 Dn j1*fq2-90
w a
...1--. r Lot N.—i_ebck ro. seen adP'Ma lragnl'Itn-Vie. rkp Doti 47
• Sip"by(Fkn 011icW
County. -Aa& albs
�- ---- lDFwvtiq
-K�.le-.%Sw 17 _T. 3 Na,R.--L—Eel '^
USE ADDITIONAL Si4ESTS IF NECESSARY FORWARD THE WHITE COPY TO THE DEPARTMENT VJ
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Geotechnical Services/Soil Test/ng&Inspection Services
SITE C Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTJNG, LLB
DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project: Andora Senior Living File No.: 20406-A
Wells Street-Meridian caic By: B.Arnold
client: Sawtooth Development Date: 01/31/20
Design Thickness Equation:
T=0.0032 (TI)(100-R)(12)=GE (inches)
T= Design Thickness TI = Traffic Index= 8 By Agency
GE = Gravel Equivalent R = R-Value= 20 By Soils Test
GE= 25.1 Inches
ACHD HMA, 314" Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
HMA Thickness= 3.0 Inches HMA= 7.5 Inches
3/4" Base Thickness = 4.0 Inches RBE= 4.4 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-HMA-RBE
SB= 13.2Inches
CALCULATED DESIGN SECTION
HMA= 3.0 inches
3/4" Base= 4.0 inches
Subbase= 14.0 inches
RECOMMENDED DESIGN SECTION
HMA = 3.0 inches
3/4" BASE = 4.0 inches
SUBBASE = 14.0 inches
SITE uses a maximum R-Value of 20 for ACHD Designs
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Geotechnical Servlces/Soil Testing&lnspectlon Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ZCONSULTING,
LLC
DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project: Andora Senior Living File No.: 20406-A
Wells Street-Meridian Caic By: B.Arnold
Client: Sawtooth Development Date: 01/31/20
Design Thickness Equation:
T=0.0032 (TI)(100-R)(12)=GE (inches)
T= Design Thickness TI = Traffic Index= 6 By Agency
GE= Gravel Equivalent R = R-Value= 20 By Soils Test
GE= 18.9Inches
ACHD HMA,3/4" Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
HMA Thickness= 2.5 Inches HMA= 5.0 Inches
3/4" Base Thickness = 4.0 Inches RBE= 4.4 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-HMA-RBE
SB= 9.5 Inches
CALCULATED DESIGN SECTION
HMA= 2.5 inches
3/4" Base= 4.0 inches
Subbase= 10.0 inches
RECOMMENDED DESIGN SECTION
HMA = 2.5 inches
3/4" BASE = 4.0 inches
SUBBASE = 10.0 inches
SITE uses a maximum R-Value of 20 for ACHD Designs
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Geotechnicai Services/Soli Testing d inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
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ONSU LTI N C G,, LLC
R-VALUE REPORT
'Pavement Engineering Inc.
,.Redding•Sacra memo•San Luis Obispo
Concord•Saifa Clanta
RESISTANCE(R)VALUE TEST
ASTM D 2844
Laboratory No.: L200010
Project No.: 190027
Sample Date: January 2.2020
Report Date: January 3.2020
Client: Site Gonsgitng.LLC
Project Name: 2019 I.ahoratmv xestino
Sample Description: Brown Sandy Clay
Sample Location: 19373.Wells Slreel
100
--- - 90
--- - 80
-- - - 70 2
60
— 50
-- 40 V
- 30
-- 20
-- - - -- 10
0
800 700 600 500 400 300 200 100 0
Exudation Pressure (P.S.I.)
-+ Resistance Value Test 300 P.S.I.
Specimen No. 10 11 12
Moisture Content % 242 222 21.6
Dry Density PCF 94.1 96.4 96.9
(Resistance Value R 48 62 71
Exudation Pressure(PSI) 112 398 547
Expansion Pressure 17 30 43
As Received Moisture Content
RESISTANCE VALUE AT 300 P.S.I. 57
ANDReviewed
By:
Brandon Rodebaugh
k Hi0 R'F Materials Engineer
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Geotechnical Services/Soil Testing&Inspection Services