PZ - Geotech Report SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ZCON2SULTING, LLC
Jim Merkle February 28, 2022
Northern Land Page 1 of 13
2150 North Canter Place File#22824-A
Eagle, Idaho 83616
Re: Geotechnical Recommendation Report
3539 Locust Grove Road
Meridian, Idaho
Jim:
As per your authorization, on February 9 2022, SITE personnel logged and sampled
three test pits on the referenced property. The test pits were excavated in the fields
west and east of the onsite manufactured home. Numerous out buildings are present on
the property. All existing structures are to be demolished.
During test pit excavation, soil samples were gathered and were submitted to our in-
house soil laboratory for the testing required for soil classification. All soil classifications
and test results are reported on the attached Test Pit Logs. The test pits were similar to
each other. The surface soil includes brown, moist to wet, blocky, lean clay or silt that
extends to 3-6' deep. At this depth, the top of the sand and gravel formation of the
Whitney Terrace were contacted. The top of this gravel layer is weakly cemented. Free
flowing sand and gravel with cobble are typically present two feet below gravel contact.
Our test pits were extended to 10-15 feet deep. At this depth free flowing sand and
gravel prevented deeper excavation. Groundwater was not encountered.
Since the depth to groundwater was not determined, additional research has been
provided. Numerous wells in the immediate vicinity of this project were found on the
IDWR website. Two well logs were selected for inclusion in the Appendix. One is to the
east and adjacent to the subject property and the second was just to the north. These
three wells indicate that groundwater is 16- 23 feet deep.
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The following recommendations are based upon observed conditions and reported test
results.
• Stripping of organic material will require only minor excavation; 0-6" of grubbing
can be anticipated to completely remove all organic materials. This is to be
adjusted as needed in the field at the time of construction. Deeper excavation will
be required along ditches and where large trees are present.
• Demolition of all buildings is planned. Any crawlspace or basement section is to
be backfilled with structural fill.
• The surface soil encountered includes a layer of lean clay. While these soils are
acceptable for support of foundations, fat clay is not. Inspection of foundation
support subgrade is recommended to confirm that fat clays are not present. If
encountered, over excavation will be required
• For foundations founded atop the surface soil stratum, building code allowed
bearing capacity of 1500 psf is appropriate for foundation design.
• After grubbing and clearing, the building pads and any areas that will support
future pavements, driveways, sidewalks, etc., should be scarified, moisture
conditioned as needed, and recompacted to the requirement provided herein for
structural fill. The subgrade below future pavements should be inspected at the
time of construction to confirm stability and the absence of Fat Clay soil.
• Imported structural fill used to repair over excavations or to elevate the building
pad, support foundations or other concrete, and beneath future pavements
should meet the Base or Subbase specifications of the ISPWC Specifications.
• The cleared, grubbed, and approved subgrade and each lift of imported structural
fill is to be compacted to a minimum of 95% of the maximum dry density as
determined by ASTM D698, "Standard Proctor". This engineer can waive
compaction testing after visual inspection of the subgrade.
• Inplace testing to confirm proper compaction is required. Three tests per lift for
every 5000 square feet or two tests per building pad per lift of fill are
recommended. N
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• Plastic soil may rut or deflect severely if wet when loaded with rubber tire
equipment. Excessively wet or deflecting areas are to be over-excavated and
repaired with structural fill. Inspection at the time of testing should confirm that
subgrade and structural fill is firm and stable, and free of soft, excessively wet, or
deflecting areas.
• Compacted native soil and structural fill must pass both testing and inspection
requirements. Deflecting and I or excessively wet soils fail regardless of
compaction test results.
• Unacceptable soils are to be removed to firm bearing or a maximum depth of two
feet and replaced with structural fill. Over excavation of unacceptable soils must
extend laterally outside foundations a distance equal to the depth of fill.
• Based upon subgrade soils and anticipated traffic loads, it is recommended that
the driveway meet ACHD's maximum section for residential streets as follows.
Structural Layer Recommended Thickness
HMA 2.5"
Base Course 4.0"
Subbase 12.0"
If pavements are to be completed before the building structures, SITE
recommends increasing the pavement thickness to 3.0"
• Portland cement concrete is recommended for high traffic areas and areas of
special loading such as dumpster storage and motorcycle parking.
• All site concrete shall be placed atop a minimum of 6" of properly compacted
subbase atop an inspected and approved subgrade. Concrete thickness to meet
ISPWC requirements for sidewalks.
• HMA, Portland cement concrete, base, and subbase used in pavement
construction are to meet the materials quality and placement requirements of
ISPWC.
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Geoteclymcal Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
ZCON2SULTING,
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• Stormwater disposal can be accomplished with a conventional infiltration trench.
The system must extend to the free-flowing sand and gravel soil that was
observed in the test pits at eight feet or more below the existing ground surface.
Depth to free draining conditions may vary across the site and is to be confirmed
at the time of construction by the project civil or geotechnical engineer.
• The locally mandated maximum percolation rate of P=8 inches / hour is
acceptable for design. Confirmation at the time of construction is required.
We appreciate this opportunity to be of service. When appropriate, we would like to
discuss continuing our role as geotechnical consultant during construction. Please
contact our office if additional information or services are required.
Respectfully submitted,
SITE Consulting, LLC
Bob J. Arnold, PE
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appendix follows.
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CONSULTING, LLC
CLIENT SUPPLIED LOCATION MAP
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WORKING PLAN
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Geotechnical Services/Soil Testing&Inspection Services
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ZCONIff"421SULTING, LL
AERIAL PHOTO
Test Pit Locations
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Geotechnical Services/S011 Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
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CONSULTING.. LLC
TEST PIT LOG
Test Pit: TP-1 File #: 22824-A
Client: Northern Land Holdings Date Excavated: 02/09/2022
Project: 3539 Locust Grove Road Excavated By: Wood Brothers
Location: See Aerial Photo Logged By: , J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" 112" 3/8" #4 #10 #40 #100 #200 %M LL PI
0.0-1.0 Brown, Moist, Firm, Sand, Gravel, Silt
1.0-3.0 Brown, Moist, Firm, Blocky, Sandy, Lean CLAY(CL)
2.0 100 98 1 98 1 97 1 85 1 61 1 51.0 1 17.6 307 10
3.0-6.0 Brown, Moist, Firm, Sandy, SILT(ML)
4.0 1 100 1 99 1 98 1 94 1 85 66 1 56.9 1 9.1 NP NP
6.0-10.0 Brown/Tan, Moist, Firm,Sand, Gravel, Silt
10.0 Bottom of Excavation @ 10.0'
Sluffing Prevented further excavation
No Ground Water Encountered
Monitoring Well in Place
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TEST PIT LOG
Test Pit: TP-2 File #: 22824-A
Client: Northern Land Holdings Date Excavated: 02/09/2022
Project: 3539 Locust Grove Road Excavated By: Wood Brothers
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" 1/2" 3/8" #4 #10 #40 #100 #200 %M LL PI
0.0-1.0 Brown, Moist, Firm, Sand, Gravel, Silt
1.0-3.0 Brown, Moist, Firm, Blocky, Sandy, Lean CLAY(CL)
2.0 1 1 100 1 99 1 98 95 1 82 75.4 10.1 27 11
3.0-8.0 Brown/Red, Moist, Firm, Sand, Gravel, Cobble
8.0-15.0 Red/Tan, Moist, Firm, Sand, Gravel, Cobble
15.0 Bottom of Excavation @ 15.0'
No Ground Water Encountered
Monitoring Well in Place
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Geotechnical Services/Soil Testing&Inspection Services
T` Post Office Box 190537 - Boise, Idaho 83719
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CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-3 File #: 22824-A
Client: Northern Land Holdings Date Excavated: 02/09/2022
Project: 3539 Locust Grove Road Excavated B Wood Brothers
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" 1/2" 3/8" #4 #10 #40 #100 #200 %M LL PI
0.0-1.0 Brown, Moist, Firm, Sand, Gravel, Silt
1.0-2.0 Brown, Moist,Very Firm, Sandy, Clay
2.0-6.0 Brown/Tan, Moist,Very Firm, Cemented, Silty, SAND,(SM)with gravel
2.0 100 1 97 1 96 1 88 1 78 1 58 1 43 35.9 12.6 NP NP
6.0-12.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
12.0 Bottom of Excavation @ 12.0'
Sluffing Prevented further excavation
No Ground Water Encountered
Monitoring Well in Place
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Geotechnical Services/Soil Testing&Inspection Services
Post Office Box 190537 - Boise, Idaho 83719
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IDWR WELL DATA
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IDWR WELL DATA
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SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
(ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES
DIVISIONS I=MPICAL DESCRIPTIONS
GRAVEL& [775%-#200Jr
GW1 Well-graded g7el, ravel-sand mixture,little or no fines.
GRAVELLY JF_GP 11 Poorly graded gravel,gravel sand mixture,little or no fines
SOILS 5-12%-#200 GM Sft gravel, ravel-sand-silt mixtures
<50%-#4
>12%-#200 GC Clayey ravel,gravel-sand-clay mixtures
SW
COARSE <5%-#200 Well-graded sand,gravelly sand,little or no fines.
GRAINED ir SP 11 Poorly graded sand,gravelly sand,little or no fines
SOILS SAND& FSM I S 1—1tysand,sand-silt mixtures
<50%- SANDY
#200 SOILS >12%-#200 SC Fc—layey sand,sand-clay mixtures
>50%-#4 91clay
Lean clay-low to medium plasticity,gravelly clay,sandy clay,silty
ORGANIC OL Or anic silt and organic silty clay of low plasticity
SILTS AND MH Elastic silt,micaceous or diatomaceous fine sand or silty soil.
CLAYS INORGANIC
LL>50% 11 CH Fat clay-high plasticity
FINE ML Inorganic silt and very fine sand,rock flour,silty or clayey fine
GRAINED SILTS AND INORGANIC ❑ sand or clayey silt with slight plasticity
SOILS CLAYS 1mr
anic cla med.or hi h lastici or anic silt
>50%- LL<50% ORGANIC y g p g
#200
ORGANIC SOILS PT Peat,humus,swamp soil with high organic content
ABBREVIATIONS AND ACRONYMS
AASHTO American Association of State Highway &Transportation Officials
HMA Hot Mix Asphalt Pavement
ASTM American Society for Testing and Materials
BH Bore Hole
IDWR Idaho Department of Water Resources
ISPWC Idaho Standard for Public Works Construction
ITD Idaho Transportation Department
NP Non-Plastic
VNP Visually Observed to be non-Plastic
PCC Portland Cement Concrete
PCF Pounds per Cubic Foot
PSF Pounds per Square Foot
TP Test Pit
USCS Unified Soil Classification System
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