HomeMy WebLinkAboutPZ - Geotech SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
Jim Conger July 4, 2024
Conger Management Group Pagel of 29
4824 West Fairview Avenue File 24722-A
Boise, Idaho 83706
Re: Geotechnical Recommendations Report
Vicenza North Property
North Ten Mile Road
Meridian, Idaho
Jim:
As per your authorization, we have generated this Residential Geotechnical
Recommendation report based upon research performed in 2022 for the property
owner, Mike McCollum. Mr. McCollum has authorized the use of this information.
It is noted that our scope of work as originally authorized was for approximately 48
acres of the 60 acres parcel, consisting of the two large farm fields directly north of the
Walmart development. SITE also provided geotechnical engineering for Vicenza
Subdivision to the west with test pits that extend onto the west end of subject property.
The approximate location of these test pits is shown on the included test pit map. These
test pits were similar to those included herein.
Based upon our research, observations, and laboratory test results, this report confirms
our prior opinion that this site is acceptable for the proposed residential subdivision
development. Our research has determined the following:
• On site test pits and IDWR well logs for nearby properties indicate that basalt
bedrock is not present on the subject property. Onsite soils cut from streets and
stormwater facilities can be used as structural fill on building lots and within
public right of ways.
• Groundwater is shallow on the property and is currently being measured through
the end of the 2024 irrigation season. Groundwater is currently six to nine feet
below the ground surface. These depths are confirmed by IDWR well logs for
two, nearby properties, see Well Logs Los in the Appendix. In 2023 groundwater
peaked near the beginning of Septmenber at one to 1.5 feet higher than current
measurements. See our separate groundwater report for most current data.
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SITE Post Office Box 190537 - Boise, Idaho 83719
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• Percolation of stormwater has been addressed in nearby subdivisions with brick
pavers, shallow basins, and roadside swales. Prior to testing where stormwater
facilities are planned, a design recommendation of P=2 in/hr. with a drain time of
less than 12 hours is recommended. These values must be confirmed at the
location of injection facilities. Penetrating the cemented silt/sand soils that extend
to as deep as eight feet below the surface is critical.
Recommendations for construction are included herein. We appreciate this opportunity
to be of service. Please contact our office if additional information or services are
required.
Respectfully submitted, S�aONAL
SITE Consulting, LLC � 1STk� �^'®
Bob J. Arnold, PE
6345
07106124
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Geotechnica/Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
GENERAL
On August 9, 2022, SITE personnel logged and sampled twelve test pits on the subject
property at the request of the property owner, Mike McCollum. Monitoring wells were
installed in anticipation of monitoring the 2023 irrigation season. Locations were limited
to the perimeter of the two large farm fields north of the Walmart development. The
property was identified in Ada County records as follows:
Parcel Parcel # Address Acres
1 SO427417210 North Ten Mile Road 60.0
INVESTIGATION
SITE observed the excavation of twelve onsite test pits, excavated by King
Construction. Test pit logs and an aerial photo, with approximate test pit locations, are
included in the Appendix. Near surface soils consist of sandy, lean clay to average
depths of one to two feet but observed as deep as four feet below the surface. This
surface soil has been historically cultivated to depths between one and two feet deep
and is atop a weakly cemented silt/sand soil. This cemented layer extends to five to
eight feet below the surface. At this depth pitrun type sand and gravel was encountered.
The top of the sand and gravel layer may also be weakly cemented. The sand and
gravels extend to depths greater than our test pits which were halted just below the
groundwater surface with caused sloughing of the test pits.
RECOMMENDATIONS
Site Work
Grubbing depths of up to 2 to 6 inches can be anticipated to remove most organic
materials. Roots may exist as deep as two feet below the ground surface where large
trees and ditches are located or in former alfalfa fields. Therefore, stripping depth is to
be adjusted in the field at the time of construction. The cleared subgrade surface should
be ripped, watered, and compacted as needed to repair any damage or disturbance of
native soils during the clearing and grubbing operation. Proof-rolling of the exposed and
repaired subgrade is recommended prior to the placement of structural fill or installation
of underground utilities. Excavations caused by demolition, grubbing of ditches, or over
excavation of soft or wet areas are to be backfilled with structural fill. All subgrade soils
present in the test pits can be used as structural fill on building lots and within right of
ways. Blending clay surface soils with onsite silt / sand or imported sand and gravels
will improve surface drainage and can reduce moisture content to compactable levels. If
encountered, fat clay soil should not be used as structural fill.
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SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
Compaction of any fill placed within building pads or right of ways must exceed 95% of
the maximum dry density as determined by Standard Proctor testing. It should be
anticipated that the Meridian City Engineering and / or Building Department will request
these test results prior to or at the time of home construction. Structural fill must pass
compaction testing and visual inspection for stability. Fill that passes compaction but is
observed to rut or deflect under construction traffic is to be rejected.
Pavement Sections
Based on R-Value test performed on subgrade samples, a pavement section of 2.5"-
HMA / 4.0"-3/4" Base / 13.0"-Subbase is appropriate for all subdivision interior streets
(TI=6). For subdivision collections (TI=8) a pavement sections of 3.0'74.0'717.0" is
recommended. See the R-Value results and pavement section calculations sheets in
the Appendix. All materials and methods used in the construction of streets and
sidewalks are to comply with ACHD and ISPWC requirements.
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. Structural fill placed during lot
development must be compacted to meet code and properly support foundations.
Unfortunately, structural fill does not percolate stormwater. Therefore, ripping lot
surfaces prior to landscaping is recommend to improved yard areas percolation.
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.
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 six inches of imported granular structural fill. This depth is
to increase to one foot when concrete is to be placed over fat clay soil. This is required
to prevent seasonal heaving of sidewalks, patios, and driveways. Mat material should
be ISPWC %" crushed base or another approved granular material.
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Geotechnica/Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
Storm Water
It is recommended that storm runoff be directed away from all open excavations and not
be allowed to puddle on subgrade soils. As indicated, SITE recommends a design
percolation rate of P=2 inches per hour with a drain time of less than 12 hours. This is to
be confirmed after the location of stormwater facilities is known or at the time of
construction.
Site Grading
Each completed building lot must be grading and foundation elevations controlled so
that site irrigation is retained on each individual lot. Ripping of lot surfaces around
completed homes prior to final landscaping may improve percolation of storm and
irrigation water.
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
compaction testing shall be performed on each lift of compacted fill for each lot or every
5000 square feet of surface area. Trench backfill and right of ways are to be tested to
ACHD / 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.
General Comments
After the plans and specifications for construction are completed, it is recommended
that this consultant be provided with 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. LO
Appendix Follows a
Geotechnica/Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
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APPENDIX
Location Aerial Photo
Parcel Information & Aerial Photo
Aerial Photo with Test Pit Locations
Test Pits Logs (12)
Soil Log Legend /Abbreviations and Acronyms
Adjacent Property Well Logs (2)
Pavement Section Calc Sheet (2)
R-Value Report (2)
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SITE Post Office Box 190537 - Boise, Idaho 83719
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CONSULTING, LLC
LOCATION AERIAL PHOTO
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SITE Post Office Box 190537 - Boise, Idaho 83719
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PARCEL INFORMATION & AERIAL PHOTO
weir L Parcel Number: S0427417210
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— ` Primary Owner BRIDGETOLNER INVESTMENTS
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SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TOPO MAP
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SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
AERIAL PHOTO WITH TEST PIT LOCATIONS
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-1 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" #4 I # 10 I #40 I #100 I #200 I %M I LL PI
0.0-1.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
1.0-4.0 Brown, Moist, Firm, Blocky, Lean Clay with sand (CL)
3.0 1 1 1 100 1 98 1 93 1 78.6 112.6 1 34 1 14 I
4.0-8.0 Brown/Red, Moist, Firm, Silty, Sand with hardpan (SM)
5.0 100 1 89 1 67 1 51 1 37 1 21 1 27.8 1 19.4 1 N P I N P 1
8.0-10.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
10.0 Bottom of Excavation @ 10.0'
Ground Water Encountered @ 9.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-2 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" #4 I # 10 #40 I #100 I #200 I %M I LL PI
0.0-1.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
1.0-4.0 Brown/Tan, Moist, Firm, Cemented, Silty, Sand with hardpan (SM)
3.0 I 100 1 75 1 48 1 34 1 21 1 16 1 13.2 120.2 1 NP F NP I
4.0-6.0 Brown/Red, Moist, Firm, Cemented, Silty, Sand with hardpan (SM)
5.0 100 1 97 1 96 1 77 64 1 55 1 50.5 1 14.3 1 N P 1 N P 1
6.0-8.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
8.0 Bottom of Excavation @ 8.0'
Ground Water Encountered @ 8.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-3 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" #4 I # 10 I #40 I #100 I #200 I %M I LL PI
0.0-1.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
1.0-3.0 Brown/Tan, Moist, Firm, Silty, Sand with hardpan (SM)
R-Value R=9
2.0 100 1 95 1 78 1 64 1 44 1 36 1 30.7 I 14.7 1 N P I N P I
3.0-5.0 Brown/Red, Moist, Firm, Sand & Silt
5.0-9.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
9.0 Bottom of Excavation @ 9.0'
Ground Water Encountered @ 8.0'
Monitoring Well in Place
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SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-4 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" #4 I # 10 I #40 I #100 I #200 I %M I LL PI
0.0-1.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
1.0-4.0 Brown/Red, Moist, Firm, Sand, Silt, Hardpan
4.0-6.0 Brown/Tan, Moist, Firm, Cemented, Sand & Silt
6.0-10.0 Brown/Tan, Wet, Firm, Sand, Gravel, Cobble
10.0 Bottom of Excavation @ 10.0'
Ground Water Encountered @ 9.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-5 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" #4 I # 10 I #40 I #100 I #200 I %M I LL PI
0.0-1.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
1.0-4.0 Brown/Tan, Moist, Firm, Silty, Sand with hardpan (SM)
3.0 I 100 1 921 1 70 1 49 1 31 1 22 1 17.3 122.2 1 N P F NP I
4.0-7.0 Brown/Red, Moist, Firm, cemented, Sand, Gravel, Silt
7.0-10.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
10.0 Bottom of Excavation @ 10.0'
Ground Water Encountered @ 9.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-6 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" #4 I # 10 I #40 I #100 I #200 I %M I LL PI
0.0-2.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
2.0-7.0 Brown/Tan, Moist, Firm, Silty, Sand with hardpan
7.0-10.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
10.0 Bottom of Excavation @ 10.0'
Ground Water Encountered @ 9.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-7 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" #4 I # 10 I #40 I #100 I #200 I %M I LL PI
0.0-2.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
2.0-8.0 Brown/Tan, Moist, Firm, Silty, Sand with hardpan
5.0 I 100 1 97 1 81 1 63 1 40 1 218 1 22.8 120.7 1 NP F NP I
8.0-11.0 Brown/Red, Wet, Firm, Silt, Sand, Gravel
11.0 Bottom of Excavation @ 11.0'
Ground Water Encountered @ 10.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
Test Pit: TP-8 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION I
(feet) I 3/4" I 1/2" I 3/8" I
#4 I
# 10 I
#40 I #100 I #200 i
7-T ILLI PI I
0.0-2.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
2.0-6.0 Brown/Tan, Moist, Firm, Silty, Sand with hardpan
6.0-10.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
10.0 Bottom of Excavation @ 10.0'
Ground Water Encountered @ 10.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-9 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" #4 I # 10 I #40 I #100 I #200 I %M I LL PI
0.0-2.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
2.0-4.0 Brown/Tan, Moist, Firm, Silty, Sand with hardpan
R-Value R=9
3.0 & "R" I I 100 1 98 1 93 1 79 1 66 1 588 I 14.8 1 34 1 7 I
4.0-6.0 Brown/Tan, Moist, Firm, Cemented, Sand & Silt
6.0-10.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
10.0 Bottom of Excavation @ 10.0'
Ground Water Encountered @ 10.0'
Monitoring Well in Place
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SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-10 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) I 3/4" I 1/2" I 3/8" #4 I # 10 I #40 #100 #200 I %M ILL PI I
0.0-1.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
1.0-8.0 Brown/Tan, Moist, Firm, Silty, Sand with hardpan
8.0-10.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
10.0 Bottom of Excavation @ 10.0'
Ground Water Encountered @ 10.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-11 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) I 3/4" I 1/2" I 3/8" #4 I # 10 I #40 #100 #200 I %M ILL PI I
0.0-1.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
1.0-8.0 Brown/Tan, Moist, Firm, Silty, Sand with hardpan
3.0 1 100 1 97 1 84 1 59 1 33 1 24 119.2 128.9 I N P I N P
8.0-10.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
10.0 Bottom of Excavation @ 10.0'
Ground Water Encountered @ 10.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-12 File #: 24722-A
Client: Conger Group Date Excavated: 08/09/2022
Project: Vicenza North Excavated By: King Excavation
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) I 3/4" I 1/2" I 3/8" #4 I # 10 I #40 #100 #200 I %M ILL PI I
0.0-1.0 Brown, Dry, Firm, Sand & Clay—Cultivated Depth
1.0-8.0 Brown/Red, Moist, Firm, Sand, Gravel, Silt
3.0 1 1 1 1 1 1I I I I
8.0-11.0 Brown/Red, Wet, Firm, Sand, Gravel, Cobble
11.0 Bottom of Excavation @ 11.0'
Ground Water Encountered @ 10.0'
Monitoring Well in Place
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
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
GRAVEL& <5% #200 =1 Well-graded gravel, ravel-sand mixture, little or no fines.
GRAVELLY GP Poorlygraded gravel,gravel sand mixture,little or no fines
COARSE SOILS 5-12%4200 GM FS7ilt—yg ravel, ravel-sand-silt mixtures
GRAINED <50%-#4 >12% #200 GC Clayey ravel,gravel-sand-clay mixtures
SOILS SAND& <5% #200 SW Well-graded sand,gravelly sand, little or no fines.
<50%-#200 SANDY =FP_O0_r1y graded sand,gravelly sand, little or no fines
SOILS >12% #200 SM Silty sand,sand-silt mixtures
>50%-#4 SC Clayey sand,sand-clay mixtures
SILTS& INORGANIC F91
Inorganic silt and very fine sand, rock flour,silty or clayey fine sand
or clayey silt with slight plasticity
FINE CLAYS CL Lean clay-low to medium plasticity,gravelly,sandy,or silty clay
GRAINED LL<50% ORGANIC OL Organic silt and organic silty clay of low plasticity
SOILS SILTS& INORGANIC MH Elastic silt, micaceous or diatomaceous fine sand or silt soil.
>50%-#200 CLAYS CH Fat clay-high plasticity
LL>50% ORGANIC OH Or anic 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 Building Code
ISPWC Idaho Standard for Public Works Construction
IDWR Idaho Department of Water Resources
ITD Idaho Transportation Department
NP Non-Plastic
PCC Portland Cement Concrete
TP Test Pit
USCS Unified Soil Classification System
pcf Pounds per Cubic Foot
psf Pounds per Square Foot
tsf Tons per Square Foot
sf/f Pounds per Square Foot / Foot
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Geotechnica/Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
ADJACENT WELL LOG
Walmart Property - South of Property
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WELL DRILLER'S REPORT
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SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
ADJACENT WELL LOG
East of Property, East of McMillan
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SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project: Vicenza North Property File No.: 24722-A
Ten Mile Road - Meridian, Idaho Calc By: BA
Client: Conger Group Date: 07/04/24
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 = 9 By Soils Test
GE= 21.5 Inches
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= 12.1 Inches
CALCULATED DESIGN SECTION
HMA= 2.5 inches
3/4" Base = 4.0 inches
Subbase = 13.0 inches
RECOMMENDED DESIGN SECTION
HMA = 2.5 inches
3/4" BASE = 4.0 inches
SUBBASE = 13.0 inches
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
DESIGN SECTION CALCULATIONS
(ACHD R-Value Method)
Project: Vicenza North Property File No.: 24722-A
Ten Mile Road - Meridian, Idaho Calc By: BA
Client: Conger Group Date: 07/04/24
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 = 9 By Soils Test
GE= 28.5 Inches
ACHD HMA, 3/4" 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= 16.6 Inches
CALCULATED DESIGN SECTION
HMA= 3.0 inches
3/4" Base = 4.0 inches
Subbase = 17.0 inches
RECOMMENDED DESIGN SECTION
HMA = 3.0 inches
3/4" BASE = 4.0 inches
SUBBASE = 17.0 inches
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
Pavement Engineoring Inc.
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RESISTANC E M) VALLIE TEST
ASTM : 2644
Laboratory No.: L222863
Project No.: 220021
Sample Date; nfa
Report Date: September 22, 2022
Client: Site Consulting LLC
Project Name: Bridge Tower LLC
Sample Description: Brown Silty Clay
Sample Location: TP-3
100
90
00
70 2
60
50
40
0
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0
10
600 700 600 500 400 300 200 100 0
Exudation Pressure (P. ,I,)
Resistance Value Test —:30,u, P..S.I.
Specimen No_ 1 2 3
4loisture Content 2d.5 19.3 21.7
Dry dens PCF 1d2.8 102.2 100.7
Resistance Value(R) 19 1
Exudation Pressure(PSI) 2 411 126
Expansion Pressure 1 48 1 9=
As Received Moisture Content(9 ) 1 20.5
RESISTANCE VALUE AT 300 P.S.I. 9
Reviewed By
Brandon Rodebaugh
,'fr.iliv 111: Materials Engineer
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Geotechnical Services/So#Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
siteconsultingllc.com - 208-440-6276
CONSULTING, LLC
Pav€rnant Engrrraaring Inc.
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RESISTANCE (R) VALUE TEST
ASTM D 2844
Laboratory No.: L222863
Project No.: 220021
Sample Date: n,a
Report date: September22. 2022
Client: Site Consulting LLC
Project Name: Bridge Tower LLC
Sample Description: Drown Silty Clay
Sample Location: TP-9
100
90
70 2
60
50
1
cn
20
10
0
600 700 600 500 400 300 200 100 0
Exudation Pressure (P. .I.)
Resistance Value Test —300 P.S.I.
Specimen No_ 1 2 3
Moisture Content(%1 18.1 19.3 20.2
Dry Density(PCF) 104.6 103.7 103.2
Resistance Value(R i 1 d S 1
Exudation Pressure;PSI) 313, 2-5 121
Expansion Pressure
F,s Received Moisture Content{%) 18.1
RESISTANCE VALUE AT 300 P.S.I. 9
Reviewed D}r
Brandon Rodebaugh
�1 Materials Engineer
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Geotechnica/Services/Soil Testing&Inspection Services