PZ - Geotech ReportZ
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
CONSULTING, LLC
Michael Weaver April 20, 2019
4000 North McDermott Road Page 1 of 20
Meridian, Idaho 83642 File 19174-A
Re: Geotechnical Recommendation Report
400 North McDermott Road
Meridian, Idaho
Michael:
As per your authorization, in August 2018, SITE personnel logged and sampled eight
test pits at your property located at 4000 North McDermott Road in Meridian, Idaho. It is
assumed that the proposed subdivision will include ACHD right of ways and lots for
single-family residences.
The test pits were excavated on a property consisting of a single parcel. The property is
located on the east side of North McDermott Road one half mile south on McMillan
Road in Meridian, Idaho. Tax parcel number S-0433234140, 7.0 acres, and the
provided address were confirmed on the Ada County Assessor's website.
Based upon our research, observations, and laboratory test results, the site is
acceptable for the proposed residential subdivision development. Recommendations for
construction are included herein. 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,
Bob J. Arnold, PE
SITE Consultina.-LL-G--
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Geotechnical Services / Soil Testing & Inspection Services
SITE Post Office Box 190637 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
INVESTIGATION
SITE observed the excavation of eight test pits at locations intended to provide full
coverage of the subject property. Test pit logs and an aerial photo with test pit locations
are included in the Appendix. Locations are based upon field observation and handheld
GPS and have not been survey located.
In general, surface soils consist of a lean clay or low plasticity silt with sand. In two of
eight test pits silty sands were the near surface soils. No fat clay soil was observed or
sampled. Gravel and sand soil was contacted at an average depth of 4-5 feet but were
as shallow as one foot in test pit #TP -8. These sand and gravel soils extend to depths
greater than our test pits which were typically terminated just below the depth where
groundwater was encountered. Monitoring wells were installed in all eight test pits for
future groundwater monitoring. Test pit logs were generated and are included in the
Appendix.
Additional research was performed searching for well logs within the section where the
subject property is located. Well logs for Section 33, township 4 north, range 1 west
were reviewed on the IDWR website. A total of four well logs were found and have been
included in the Appendix. One is for the subject property. Three shallow wells (110-120
feet deep) located south, east, and north of the subject property indicate the static
groundwater elevation is 6 to 20 feet deep. The onsite well is 400 feet deep and the well
log indicates artesian flow. The current property owner and client confirm the onsite well
is artesian. It was also confirmed that the McFadden Drain, which flows along the north
and east boundary, is sourced by two artesian wells, one in the southeast corner of the
subject property and one offsite to the east.
Groundwater monitoring for this irrigation season has been started and should continue
monthly until October. Property owner should contact SITE and authorize continuing
groundwater measurements.
It is noted that this is a preliminary investigation prepared to determine if development
as a residential subdivision is feasible. ACRD and Meridian City have rules concerning
test pit placement in relation to proposed stormwater injection facilities. Additional test
pits may be required to comply with these rules and should be anticipated. SITE should
be contacted by a retained civil engineer to confirm that this report will be acceptable to
all reviewing agencies.CZ
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Geotechnical Services / Soil Testing & Inspection Services
Post Office Box 190637 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ZCON2SULTING,LLC
DESIGN & CONSTRUCTION RECOMMENDATIONS
General Earthwork
It is anticipated that this project will be very similar to the Jump Creek Subdivision
development to the south of this property on the west side of McDermott Road. ACHD
right of ways, lots for single family residences and storm water disposal by shallow
injection or surface detention methods.
All non-organic soil encountered on the property is acceptable for filling of building or
residential lots. Therefore, materials removed from the street sections and subsurface
stormwater storage areas can be utilized as structural fill. The only exception is the
surface soil that contains excessive organic materials. Removal of the majority of the
organic materials will require grubbing of approximately four to six inches of surface
soils but deeper areas can be expected. Deeper grubbing may be required in areas
along the property boundaries and surface ditches where small trees and bushes are
present. The depth of grubbing is to be adjusted in the field to ensure that organic
materials are properly removed from beneath future pavements and structural fills.
If used for fill, the surface soils will require moisture contents within two percent of
optimum for effective compaction. These soils will easily become too wet or too dry for
effective compaction. These soils 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, tracked 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. This
information is to be supplied to earthwork contractors prior to construction.
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, and fill intended to
contain re-routed ditches or canals or storm water runoff, all fill material and the
subgrade surface are to be compacted to 98 % of the maximum dry density as
determined by ASTM D698, Standard Proctor. Structural 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 of fine-grained soils will greatly reduce the
infiltration rate for surface water, effectively sealing the ground surface and crawlspace
floors to percolation. Ripping of yard areas prior to placement of topsoil and fine grading
may improve percolation in individual back yards.
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E Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
LTING, LLC
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). Field nuclear moisture - density testing shall be performed on each lift of
compacted fill for every 2500 square feet of surface area. It is noted that structural fill
can pass compaction tests and still be unacceptable if pumping, rutting, or deflecting
under vehicle or foot traffic. 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 / building 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.
Demolition
It is assumed that the existing homes and outbuildings will be demolished. After
demolition, inspection is to confirm the removal of all foundation and slab on grade
concrete. Any encountered septic tanks and wells are to be abandoned as per IDWR
and IDEQ requirements.
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. If encountered,
blending clay surface soils with onsite or imported sand and gravels will improve surface
drainage.
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 the
materials on site to maintain a vertical or near vertical excavation when standing open
without support over any extended period of time can be expected to 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.
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Geotechnical Services / Soil Testing & Inspection Services
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TE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
LTING, LLC
Pavement Section
Given the lean clay surface soils, ACHD's standard pavement section for residential
right of ways is appropriate for this development.
Material
Layer
Residential Street
T1=6
Asphaltic Concrete
2.5"
Base Coarse (%" minus)
4.0"
Subbase (Pitrun)
14.0"
It is noted that it is common for the local jurisdiction to require a standard design or to
match existing pavement section when working on collector or arterials. Therefore,
ACHD (or ITD) should be consulted about construction within the North McDermott
Road right of way.
Foundation System
The proposed single-family residences may be supported on conventional, continuous,
and isolated pad foundations founded upon the native soils or upon structural fill
extending to these native soils. Based upon proper placement and compaction of
structural fill, bearing pressures of up to 1500 psf are allowed. A one-third increase in
allowable bearing capacity is permitted when transient loads such as wind or seismic
are included. Either crawlspaces or slab on grade floors are acceptable.
Foundations outside crawispaces or basements are to be properly waterproofed to
prevent surface water from flowing between stem and basement walls and foundations.
Foundations drains are encouraged on lots with structural fill placed below foundations.
Roof drainage is not to flow through foundation drains. Infiltration pits for drainage are to
be at least fifteen feet from and must extend to three feet below the nearest foundation.
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Geotechnical Services / Soil Testing & Inspection Services
S1 T E Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Slab on Grade Concrete
Care must be taken so that all excavations below concrete floors and slabs are properly
backfilled in accordance with the structural fill recommendations outlined herein. This is
very critical where a slab will extend over utility trenches or retaining wall backfill.
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.
Slab on grade floors, sidewalks and pavements should be placed atop a minimum of 0.5
feet of granular structural fill materials. Any additional fill used to increase the elevation
of slab on grade concrete should meet the requirement for structural fill. After
construction of the building pad, a six-inch granular mat should be provided below the
floor slabs. The mat should consist of sand or sand - gravel mixture with non -plastic
fines. The 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. All slabs should be suitably reinforced to make them as rigid as possible.
Proper joints should be provided at the junctions of the slab and foundation system so
that independent movement can occur without causing damage.
Storm Water
It is recommended that storm runoff be directed away from all open excavations and not
be allowed to puddle on subgrade soils. Due to the presence of shallow groundwater,
disposal of groundwater in surface detention or retention ponds or constructed lakes or
ponds is recommended. If water is to percolate through the surface soils a percolation
rate of P= 1.0 inch/hour is recommended for design. If drainage facilities are extended
to free draining materials (and backfilled if needed with additional free materials) a
percolation rate of P = 6 inch/hour is to be used for design. Extension to free draining
conditions is to be confirmed at the time of construction.
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Geotechnical Services / Soil Testing & Inspection Services
ITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ZC/ONSULTING., LLC
Underground Utilities
Test pits revealed that deep utilities trenches may require dewatering. It is not
anticipated that large excavators will experience any difficulties excavating the onsite
materials. No bedrock formation was encountered on the subject property. Sloughing of
trenches can be expected when working below the groundwater surface.
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. Contractors that estimate material quantities, material
depths, or the volume and depth to groundwater based solely upon this report do so at
their own risk. It is recommended that such values be confirmed as close as possible to
the time / date of construction at specific locations as detailed in design plans.
Monitoring wells installed by SITE are the property of the landowner and with their
permission can be used by contactors to determine the depth to groundwater at the time
of construction. Wells should not be destroyed or removed without contacting SITE and
the property owner for approval.
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.
Appendix Follows
Geotechnical Services / Soil Testing & Inspection Services
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SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
APPENDIX
Aerial Photo with Test Pit Location
Test Pits Logs (8)
Soil Log Legend /Abbreviations and Acronyms
Project & Adjacent Well Logs (4)
Groundwater Monitoring
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Geotechnical Services / Soil Testing & Inspection Services
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SITE
CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Locations by handheld GPS
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Geotechnical Services / Soil Testing & Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
ZCONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -1
File #:
19174-A
Client:
Michael Weaver
Date Excavated:
8/2/18
Project:
4000 North McDermott
Excavated By:
Top Grade
Location:
NE Corner, West Half
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet)
3/4" 1/2" 1 3/8" 1 # 4 1 #110 # 40 # 100 1 #200
%M I LL I PI I Fines
0.0-1.0
Brown, Moist, Firm, Sandy, Clay/Silt
With Root Zone / Organic Layer 6-8"
Brown, Dry, Firm, Sandy, Clay/Silt
With Root Zone / Organic Layer 6-8"
1.0-5.0
Brown, Moist, Firm, Sandy, Clay
Brown, Moist, Firm, Sticky, Sandy, Lean CLAY (CL)
5.0-8.0
Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
90 79 68.5
16.5 33 15 CL `
8.0
Bottom of Excavation @ 8.0
Ground Water Encountered '@ 8.0
Monitoring Well Installed
TEST PIT LOG
Test Pit:
TP -2
File #:
19174-A
Client:
Michael Weaver
Date Excavated:
8/2/18
Project:
4000 North McDermott
Excavated By:
Top Grade
Location:
SW corner of Property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet)
3/4" 1 1/2" 1 3/8" 1 #4 1 #10
#40 1 #100 r #200
%M'r LL PI
0.0-1.0
Brown, Dry, Firm, Sandy, Clay/Silt
With Root Zone / Organic Layer 6-8"
1.0-5.0'
Brown, Moist, Firm, Sticky, Sandy, Lean CLAY (CL)
3.0
100 98 97
90 79 68.5
16.5 33 15 CL `
5.0-6.0
Tan, Wet, Firm, Silty/Clayey, SAND (SM -SC)
5.5
100 1 99 1 98 1 92 1
45 21 15.2
16.4 24 8 ML -CL
6.0-8.0
Brown/Tan, Wet, Firm, Sand, Gravel, Cobble
8.0
Bottom of Excavation @ 8.0
Ground Water Encountered @ 8.0
Monitoring Well Installed
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Geotechnical Services / Sal Testing & Inspection Services
ZSITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -3
File #:
19174-A
Client:
Michael Weaver Date Excavated:
8/2/18
Project:
4000 North McDermott
Excavated By:
Top Grade
Location:
NW Corner of Property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
SOILS DESCRIPTION
(feet)
314" 112" 1 3/8" 1 # 4 1#10 L#40
#100 1 #200
%M LL ' PI Fines
0.0-1.0
Brown, Dry, Firm, Sandy Clay/Slit
With Root Zone / Organic Layer 6-8"
Brown, Moist, Firm, Sandy, Clay
With Root Zone I Organic Layer 6-8"
1.0-5.0
Brown, Moist, Firm, Sticky, Silty, SAND (SM)
Brown, Moist, Firm, Sandy, Clay
3.0
100 1 99 1 95
90 82.4
20.8 31 8 ML
5.0-8.0
Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
1 10 1 99 L 72 1 54 1
39 31 25.1
8.0
Bottom of Excavation @ 8.0
Ground Water Encountered @ 8.0
Monitoring Well Installed
Tan, Moist, Firm, Sand, Gravel, Cobble
TEST PIT LOG
Test Pit:
TP -4
File #:
19174-A
Client:
Michael Weaver
Date Excavated:
8/2/18
Project:
4000 North McDermott
Excavated By:
Top Grade
Location:
SE Corner, West Half
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet)
3/4" 1 1/2" 1 318" # 4 # 10 r
# 40 # 100 #200
%M''__I LL I PI Fines
0.0-1.0
Brown, Moist, Firm, Sandy, Clay
With Root Zone I Organic Layer 6-8"
1.0-2.0
Brown, Moist, Firm, Sandy, Clay
2.0-5.0
Brown/Tan, Moist, Firm, Silty, SAND (SM)
3.0
1 10 1 99 L 72 1 54 1
39 31 25.1
21.7 1 NP I NP ML
5.0-9.0
Tan, Moist, Firm, Sand, Gravel, Cobble
9.0
Bottom of Excavation @ 9.0
Ground Water Encountered @ 9.0
Monitoring Well Installed
Geotechnical Services / Soil resting A Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -5
File #:
19174-A
Client:
Michael Weaver
Date Excavated:
8/2/18
Project:
4000 North McDermott
Excavated By:
Top Grade
Location:
NNE Corner of Property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet)
314" 1 912" 1 318" 1 #4 1 #10 1 #40 1 #100 1 #200
%M I LL PI Fines
0.0-1.0
Brown, Moist, Firm, Sandy, Clay/Silt
With Root Zone / Organic Layer 6-8"
1.0-4.0
Brown, Moist, Firm, Sandy, Lean, CLAY (CL)
3.0
1 1-100 1 98 195
76 671 62.5
10.3 28 9 CL
4.0-6.0
Brown/Tan, Wet, Firm, Sand, Gravel, Cobble
6.0
Bottom of Excavation @ 60
Ground Water Encountered @ 6.0
Monitoring Well Installed
TEST PIT LOG
Test Pit:
TP -6
File #:
19174-A
Client:
Michael Weaver
Date Excavated:
8/2/18
Project:
4000 North McDermott
Excavated By:
Top Grade
Location:
NEE Corner of Property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet)
3/4" 112" 1 318" 1 #4 1 #10 1 #40 #100 #200
%M I LL I PI rFines
0.0-1.0
Brown, Dry, Firm, Sand, Clay/Silt
With Root Zone I Organic Layer 6-8"
1.0-3.0
Brown, Dry, Firm, Sandy, Clay/Silt
3.0-16.0
Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
16.0 `
Bottom of Excavation @ 16.0
Ground Water Encountered @ 16.0
Monitoring Well installed
=1
Geotechnical Services / Soil Testing & Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit:
TP -7
File #:
19174-A
Client:
Michael Weaver
Date Excavated:
8/2/18
Project:
4000 North McDermott
Excavated By:
Top Grade
Location:
SE Corner of Property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet)
314" 1 9/2" 1 3/8" # 4 # 10 # 40 # 100 1 #200
%M I LL I PI Fines
0.0-1.0
Brown, Dry, Firm, Sand, Clay/Silt
With Root Zone / Organic Layer 6-8"
Brown, Dry, Firm, Sand, Clay/Silt
With Root Zone/ Organic Layer 6-8"
1.0.4.0
Brown, Dry, Firm, Sand, Clay/Silt
Brown, Moist, Firm,` Sand,' Clay/Silt
3.0-6.0
Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
Brown/Tan, Wet, Firm, Sand, Gravel, Cobble
6.0
Bottom of Excavation @ 60
Ground Water Encountered @ 6.0
Monitoring Well Installed
Bottom of Excavation @ 9.0
Ground Water Encountered ;@ 9.0
Monitoring Well installed
TEST PIT LOG
Test Pit:
TP -8
File #:
19174-A
Client:
Michael Weaver
Date Excavated:
8/2/18
Project:
4000 North McDermott
Excavated By:
Top Grade
Location:
Center, East Half
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet)
314" 1 1/2" 1 318" 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"
1.0-7.0
Brown, Moist, Firm,` Sand,' Clay/Silt
7.0-9.0
Brown/Tan, Wet, Firm, Sand, Gravel, Cobble
9.0
Bottom of Excavation @ 9.0
Ground Water Encountered ;@ 9.0
Monitoring Well installed
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SITE Post Office Box 190537 - Boise, Idaho 83719
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ZNSULTING, LLC
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
iACTRA QTAPJnARn TFRT MFTHnn n 2AR7 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES)
MAJOR DIVISIONS
F
TYPICAL DESCRIPTIONS
COARSE
GRAINED
SOILS
< 50% - #200
GRAVEL &
GRAVELLY
SOILS
<50% - #4
< 5% - #200
GW
Well -graded gravel, gravel -sand mixture, little or no fines.
GP 1
Poorly -graded gravel, gravel sand mixture, little or no fines
Silty gravel, gravel -sand -silt mixtures
5-12% 4200
>12% - #200
r GM
GC
Clayey gravel, gravel -sand -clay mixtures
SAND &
SANDY
SOILS
> 50% - # 4
< 5% - #200
SW
Well -graded sand, gravelly sand, little or no fines.
SP
Poorly -graded sand, gravelly sand, little or no fines
>12% - #200
SM
Silty sand, sand -silt mixtures
SC
Clayey sand, sand -clay mixtures
FINE
GRAINED
SOILS
> 50% - #200
SILTS &
CLAYS
LL < 50%
INORGANIC
MLI
FC71Lean
Inorganic silt and very fine sand, rock flour, silty or clayey fine
sand or clayey silt with slight plasticity
clay -low to medium plasticity, gravelly, sandy, or silty clay
ORGANIC
OL
Organic silt and organic silty clay of low plasticity
SILTS &
CLAYS
LL > 50%
INORGANIC
ORGANIC 171
MHElastic
silt, micaceous or diatomaceous fine sand or silty soil.
r CHFat
clay - high plasticity
Organic clay-med. or high plasticity: organic silt
Peat, humus, swamp soil with high organic content
HIGHLY ORGANIC SOILS
PT
ASTM
American Society for Testing and Materials
IBC
International Building Code
ISPWC
Idaho Standard for Public Works Construction
HMA
Hot -Mix Asphalt
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
Geotechnical Services / Soil Testing & Inspection Services
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ADJACENT WELL LOGS
Fnnn•136J STATE Or IDAHO --- - --
Il7R DEPARTMENT OF WATER RESOURCES ! L-itfon Cormcted by IDWR To:
R)ECr: WELL DRILLER'S REPORT' T04N ROM Soc.93 SWNW
n ��p _' I Stnro Taw requires that this repon be filed with me Diseemr, Depanmem of Y
y��Ui tC Y'1 widrin 30 days alter the pompletion or abandonmmtof thecae By: manders 2012-02.27
1. WELL OWNER ----
7. WATER LEVEL
1
Nene �&F—M!
St t r w>t.r l 1 fact t l sw Iand sur lace
Cpnhohed by Valve Cl Cap Ll P1.1
(hyper' Permit No. _..._ _._.
T.mperatur. rF. Ooal W _
7, NATURE OF WORK
G. WELL TEST DATA I] is„iI Ss��lj tI
ie�Ncmr well f_l beependf 1111 -0 -am -1
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3 PROPOSED USE
11omestic 17 Irri-Ilon O Test f-] MAunlcipal
9. LITHOLOGIC LOG
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fl try A L1 Q N
Hyd-Aic, p�erse rPt y
C b " 0.9 1 Other
G. WELL CONSTRUCTION
q
C n9 bTeiuie: XSteel 0 Corscrotc 11 Othcr ._.-.
li
is
-�
•�Th!aincs !> F om
ind-es-
V
i hes_ usches feet Imt
..... ches Inches _ feet _ (eel.
1 Irxl-ps feet
_ - 1/
.
_J 1
--
__..
4 nq d a dme medl Yes Cl ho
tt 1 acke r anal medl 0 Yes�I No
P / a[cdl f7 Yes X No
H s+per(nr t 17 I'7 Fact y1 L7 Kmle ❑ Torch
Si a of ped tion --._ ;''be by Inch.
,
N-- hum ,
perfo t ss _._ feel leaf
—
_......._.. 1 n at.na _ _I t __- _f-
R
'
p
(TY-
�� -------
�lE
/X•
-
_.
-
_.. pent ti n _ feet feet
4l Il screen siaucdl L] Yes 'Nu
-
w rxmr :name__ _
-- --
Type.._ _._ M.10 No .
O et -Slut S t 1 mn -_ f t t _ feet
D. t Slot e - Set bm,,- ftm leaf -
G m i f kadt 0 Yrs q N I] Sire I gravel
s'
I d 1 rn / fCCt t fCCt
Su 1 al depth
C7 m(I. se 1 ❑ Cer 1 9 t
P Jdltng clay �WNI [f n9s
Saalin9 1. L 1 SI
If
/
* ^. `�� -- .
Fitt✓ -��
Prncc+l rnY pit FI 1 P m i 9
fl Overtime
xlv depth
)1
j�_
� -.: j_. ...
.j'
/`.
RielhM nl ioimny ws n9; 1) Threadat /V lNNde3 Cl
I [
�-
Weld
❑ Cemented between Bata
Das,:ribo xc.ss lrort __
'
10.
ylark
stazled
;- n
t iils.d S zy`F.L
G. LOCATIONOF WELL
It. DRILLERS CERTIFICATION ~�
Sketch map location must agree will- written lor:ation.
IAN. certify that ail 11,44 unl well ronstrw.tion standards wet.
N
i S bd nN.me -._— ___-
'-" 'T-
1-I'lled with at the ime the' a was aenovm.
TK
1 pm Nome F �Af
Address Nekirii�Vt" -Df
r r L., Nu. Block No.
> t
Signet by (Firm OlboAY-
n
and
'-:
16 Scc__ T _'"_T, N*,-., j-,011.
USE ADDITIONAL SHEETS IF NECESSARY - FORWARD THE WHITE COPY TO THE DEPARTMENT
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Geotechnical Services / Soil Testing & Inspection Services
SITE
CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
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Geotechnical Services / Soil Testing & Inspection Services
SITE Post Office Box 190637 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
CONSULTING, LLC
��j /l14 i1NiR l" Office Use Ord
Form 238 7�" IDAHO DEPARTMENT OF WATER RESOURCES Well ID No.
fV02 WELL DRILL_ER'S REPORT - Inspected by
vTwp __- RNe-- ec--
1. WELLTAG N0. D __ 1!4 _ 1!4 _i/4
DRILLINGPERMITNO.
Vta of Right or Infection Welt No. - — � 12. WELL TESTS: Lal: long
-- '— 0 Pump Li Bailer "t O Floarrg Artesian
2. OWNER
Name__
Address
C'ly
Y..2.
3. LOCATION OF WELL by legal deserlptlon:
Y'ou nwst proud address ur lot, DI Stb. w O'<recliorn Io wdl.
Tvp. __ North IST' Of South ❑
Rge( East 0
GM Lot ._. _ Couriiua
y 11d
Let: mon i ��
Address of Well Site.._T��J'-�y�''
CtlY
Lt _fled Sub. Name
4. USE;
boowsliu 0 Muarcipal iI1luMtot I] Inigal on
❑Thermal LI lro';on DOTI-
5. TYPE OF WORK check all that applydateme+t�dc)
Nev Well 0 Modify 01Abardorunent x011rer
8. DRILL METHOD:
_A4 Rotary ❑ Cabt. 1: 1 Mud Rotary 0 Oiher ..----.-.--
7. SEALING PROCEDURES
.. To Nt�?# 1 Vc-we Sed V4sxxeiu¢ w: j --
Was drhre shoo used? �0 N Shoe Depth(s} --1
W- ddso shoo seal tesled7 OY XiN How?,"
8. CASINGILINER:
ver ho bio 6at5 IAL,e J�) (.sHr, dna WeLNM Ih`asl�
u ❑ u
Length of Headpipe A0_.__ L�/gth o t
I'aCJd£/ /-1' _I N type u�✓ _. __.
9. PERFO�RATIONSISCREENS PACKERTYPE
PL,Iwation Methal
Stmen Type?. Metiad of Insta. a:wn
I r _ r smstz r>,.+ac+�n.� n. w•.r.a c� tx.v
If"J
0 7iU
Water Tmap,
\Yater_ alhy m�-
test or co--77mef": YQJt-.-q ------
(N�Yt2uL.� _ _1_- � __ _ Dcplh first Watw Erkoumcr �Sv
13. LITHOLOGIC LOG: (Describe repalm or abandonment) W.I.
10. FILTER PACK 1,Wo derby that all hi mm:rm m;1 mnstructien standards wore complied Mh at the
r�mr a it1 'V"- ar.crrtr..ma timelhorig wasr ovcd.
I� Ccrt�parvy Nair "lid-t%17�1._fL-/.Y�j�-:Lt�SJ Fmm�No.�4/'7..5�
11. STATIC WATER LEVEL OR ARTESIAN PRESSURE: Pdn@pal ur�t�t= i -CP r i 01074"Da1L6/� -.`Y_"mss
and
.-it.t oo grwee Artecan pressure Ib. Drillerw Operator It ( _ji( _Date 5
Depth Itovr errm;mtercxi _ 11. De :,fnbe aa:eess purl w.mtrtrd dkvn�s ... _.
O wator l
Pdnd pal DnIot arn1 Rig —..._ ....
t g Operates Required.
Operator I must hav£ si�tatu•a of DriiwQpcvator II.
FORWARD WHIZ E COPY "I0 WATER RESOURCES
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Geotechnical Services / Soil Testing & Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
REPORT OF WELL DRILLER
State of Idaho `
State law requires that this report shall be filed with the State Reclamation
Engineer within 30 days after completion or abandonment of the veli.
WELL
Owner's Permit 110.NATURE OF WORK(check . i� 8e 2am:ment well
New wall ® DampenedAbandon." [�
Water is to be used for: D,.uetTie Uf e
METHOD OF CONSTRUCTION: Rotary t3 Cable
Dug Q Other
explain _ _
CASING SCHSDULE: Threaded Welded
tf "Diam, fr.. 0 ft. to y�tt.
"Diem, from ft. to ft.
"Diam, from. ft. to ft.
"Diam. from ft. to ft.
Thicknona of coming: Material:
Steel X concrete [] wood other C]
explain
PERFORATED? Yes 0 No Typo of
perforator need:
Size of perforation.: " by
_perforationa from ft, to ft.
^•perforations from ft. to _ft.
__perforationa from ft. to ft.
perforationa from —ft.
to ft.
WASSCREEN INSTALLED? Yea No
Kennfacturer'a name
Type Model No.
Diam. Slot size Set from___jt. to ft
Diam,_Slot eiteV_Set from_ft, to It
CONSTRUCTION: Well gravel packed? Yen
No. R) size of gravel Gravel
placed from ft. to ft. Surface coal
provided?Yeo No To .hat depth?
ft. Material used to sal:
No. [4 Type of water: -
Ge pth
ater:Depth of strata ft. Method of muslin
strata off:
of drilled hole. y" Total
of well: 70 Standing .n ter
belov ground: 30/ Teap.
— T ? - Test delivery: Ogp
_CTS Pump? [0Bmil —
of non and motor used to make test:
ve land surface Give flow of.
gpm. Shutoff r....re:
trolled b Yclve 8 Cap[Plug
control Dons veli lock around .acing?
E3 No E]
DEPTH MATERIAL •?n�r�NATF.R
Surf ac. casing used? Yes No.
Cemented in pl.c.7 Yee No C] ------------ ---
Locate all in ...tion
I r
---I--- I H Vork nt¢rted:_�
7 I eJe/� Work finiahed'71041
1 1 Well Driller's Statement: 'Phi. v.11 was
Saa• drillad under my supervision and this report
t I is true to he beat of my knowledge.
i t Nemo: ui
j Addreaa: YAI- . f7: Qeise�Y,/r fo
..a... No. Data: 11
LOCATION OF WELL: County
_K _L0 Sec._?,,, 2_T. /1_11/* R.__L_*/W
Use other aide for additionalremarka
14A
Geotechnical Services / Soil Testing & Inspection Services
Z
E Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
LTING, LLC
Form 238 7 IDAHO DEPARTMENT OF WATER RESOURCES
6412 WELL DRILLER'S REPORT
1. WELLTAG NO. D Q�30$�3
DRILLING PERIAII NO
Water Right or Irlecgon WeII No.
2. OWNER n l
Name ._. » RI�B++__
Address ._. J�rO a?._.lTi2rlft� (.4DE Star-, zip
C ty u
3. LOCATION OF WELL by leget description:
You 119,51 pr ode adJreo or Lo:, B'}; Sul. or V rectlons to well,
Zp __. North >( or Swdh L I
Rge. _.— East f -i or Wast �(
Sec. -33_, 1/4 .�_...114 )�j(�....tii
(�CL
GcJt t of __.. ciumy
Let: �c Lon@: A
Address o(Well Sre. .,,}.sZ j1/,_.'V�_.i e,*MI t'}' _. ..._
-- `y i7Siiat2..
�__
4. USE:
�Dcrrrsl.^^. Yt�hlcgra', I D1. ntn; —Imgat nn
]Thermal h>jeIXian U Ourer
5. TYPE OFWORK rhocu a1 teat appy (RopacemK4 etc)
}CNeu tYa l!"My I lAbandonment C Other
6. DRILL METHOD:
Y,Air Roary 1 CaU. M d Roary F Other
7 SEALING PROCEDURES
e rea,u : 1 _T_-0 1 k•.n.: sty rs -n r.+enca l
L � 1
.as rh a stern os. 0 `J N Shoo Dr •n s
1
p isWas dree Chat seal tested? �I Y VJ How?
6 CASING/LINER:
ItY .dN � I !i uzKa r.13NVm USn� lr_M thW' a lw�rlcaf
�Co` ✓� !/D�f �P � 3� -r
u LI
L I' C.
t.en,'h el r�i � /l ip o1 Tar p'an
q /` pin. y� _
Pacer 1 N Tylx, _e-
9. PERFORATIONStSCREENS PACKERTYPE
Perlaatron Method — —I -I
;crcon Type A P.1.'sh+A of ltWelf.6. .,fUnrlrseh
m
;wiv
I L
10. FILTER PACK
F+.�s 1. 'r 'u W�ytf/VW xm Pi .r-vil�3�
11. STATIC (NATER LEVEL OR ARTESIAN PRESSURE:
_/� —tt. he ;w grmuj Artr_S pre st rn gib
Depth flox encountered_—ft Describe access pat a COn11Q! dcwf•:as: ___
1
12. WELL TESTS:
C.1 Punp _:Baia
Office Use 0
Well ID No.00�_
Inspected by
Twp ____ Rge--.-._Sec._._...__.
__ 1/4 _.._ 1/4
Lot tong;
❑A', C1 PI�re;y Atesun
Water le s<
nW. — - _. _ ___ t3ulla/nlhole
�teyrnp.
tdaler/(moi ably ie51 ora/mnknls -�j p�j Jr" /"J� .. H 5
Dep'h lost Waler Ercrrantrr %3
13. LITHOLOGIC LOG: (Describe repairs or abamlonmcm) water
C- pl Dereh _ !/.ff re wral.•.y l
W : Stand �'/3_Otf
14 DRILLER'S CERTIFICATION
1,49e certify that all a0emam Voll cor.f,mlian slnrulards rxm con Pl ed vo'h al dm
1 Ra Ina rig Was removed.
Cunrpaq Name ivr�u tyf.�j(f- a -� {'.t,(aFirm No `�•J�
Prirxlpal Unidar ,_ �- Bata / /5oel
end
Dnker Or Operator _ _ Dat � 15
----�- L),olawr I _ _ ^- __..._ _._ Date __
pr'ru'pal Unler and Rig Operator Required.
Operator I must love signalute of DfVe1i0Im.tor II.
FORWARD WHITE COPY TO WATER RESOURCES
Geotechnical Services / Sof/ Testing & Inspection Services
f—
i
Remark l'hWnrgy, LJ I (A aidy ATry po trm
4 1 N
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GAOA,�[/ f e�ay
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2vf
sand
41
3"01 f
RECEIVE -p
JAN 2 0 2o%- _
-
t
...WATER RE
WESTERN REG) y8
C- pl Dereh _ !/.ff re wral.•.y l
W : Stand �'/3_Otf
14 DRILLER'S CERTIFICATION
1,49e certify that all a0emam Voll cor.f,mlian slnrulards rxm con Pl ed vo'h al dm
1 Ra Ina rig Was removed.
Cunrpaq Name ivr�u tyf.�j(f- a -� {'.t,(aFirm No `�•J�
Prirxlpal Unidar ,_ �- Bata / /5oel
end
Dnker Or Operator _ _ Dat � 15
----�- L),olawr I _ _ ^- __..._ _._ Date __
pr'ru'pal Unler and Rig Operator Required.
Operator I must love signalute of DfVe1i0Im.tor II.
FORWARD WHITE COPY TO WATER RESOURCES
Geotechnical Services / Sof/ Testing & Inspection Services
S1 T E Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
GROUNDWATER MONITORING
TP #
1
2
3
4
5
6
7
8
Hub Elevation
Casing Height
2.58
3.00
3.67
3.08
4.00
4.58
3.67
4.83
Casing Elevation
3/13/2019
9.0
10.0
9.2
12.1
9.5
1 9.5
9.9
12.5
WaterDe th
6.4
7.0
5.5
9.0
5.5
4.9
6.2
7.7
4/10/2018
9.0
10.0
9.3
12.0
9.3
1
9.7
9.8
12.5
WaterDe th
6.4
7.0
5.6
8.9
5.3
5.1
6.1
7.7
ACHD required Groundwater reported as elevations and not depth.
Therefore a surveyor must be retained to locate the the wells both horizontally and vertically.
Nothing Follows
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Geotechnical Services / Sol/ Testing & Inspection Services