HomeMy WebLinkAboutGeotech_Cache Creek_12_11_20 V1L � (E IDIAN>
APPROVED SITE
DATE: 08/03/22 rCONSULTING,
(/�fIENUMBEN'FPSza1-1 LLC
Mr. Matt Schultz
Schultz Development
Post Office Box 1115
Meridian, Idaho 83680
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Re: Geotechnical Recommendation Report
Proposed Cache Creek Subdivision
NW Corner Victory and Locust Grove
Meridian, Idaho
December 11, 2020
Page 1 of 19
File # 20523-A
Matt:
On July 30, 2020, SITE personnel observed the excavation of five test pits on the
referenced property. All test pits were excavated on three parcels located on the north
side of East Victory Road, and west side of South Locust Grove Road in Meridian,
Idaho. The following information was found on the Ada County Assessor website.
Parcel
Tax Id #
Address
Acres
1
R-4818130150
2955 S Locust Grove Road
4.79
2
R-4814130000
1560 E Victory Road
3.89
3
R-4814130025
East Victory Road
4.74
i
Total
13.42
Based upon on the presence of surrounding adjacent subdivisions and our onsite
research and testing the proposed residential subdivision is feasible. Recommendations
for completing this project are included herein. We look forward to assisting with your
geotechnical needs as this project proceeds to construction. Should you have any
questions or require additional information, please contact our office at your
convenience.
Respectfully submitted,
SITE Consulting, LLC
Bob J. Arnold, OVAL
1STE.
Geotechnica/Services/ Soil resting & Inspection Services
APPROVED SITE
DATE 08/03/22 r�ONSULTING LLe
I.E 9U69B:R:FPS -2 OD29
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208- 40-6276
EXISTING CONDITIONS
Subsurface conditions were similar in the five test pits. A shallow rootzone, 6-8 inches
thick, is present in a silty sand or silty sand with gravel layer that extends to between
three and six feet deep. In TP-5, SITE encountered sandy silty clay to a depth of four
feet. These surface soils are atop sand with silt and gravel or sand with gravel. In test
pit TP-1, gravel contact occurred at a depth of one foot and was observed at six feet
deep in TP-2 & TP-5. In test pits TP-3 & TP-4 gravel was contacted at three feet. At
the time of excavation groundwater was encountered in the sand with gravel layer at 6
to 9 feet deep. This difference in groundwater depths is partially attributed to variations
in the surface elevation. See the test pit logs for specific layer thickness in each test pit.
GROUNDWATER RESEARCH
When the onsite wells were installed, groundwater was observed at 6 to 9 feet below
the existing ground surface. SITE believes this to be irrigation water perched atop the
very dense, weakly cemented silt, sand, and gravel materials encountered in all of our
test pits. This is based upon IDWR well logs for nearby properties that indicate the
groundwater is 27-65 feet deep. Three IDWR well logs have also been included in the
appendix. It is noted that a season long groundwater study was completed in October
and measurements are presented in the Appendix_
GeotechnicalServices/Soil Testing& Inspection Services
APPROVED
DA EI 08/03/22
SITE
..ONSU LTI NG,, LL4
CONSTRUCTION RECOMMENDATIONS
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
The following recommendations are based upon observed conditions and reported
laboratory test results.
• Building code allowed bearing capacity of 1500 psf is appropriate for residential
structures to be built on this site. Foundation embedment depth and reinforcement
are to meet local code requirements. Residences can be built with crawlspaces or
slab on grade floors. Foundations are to bear on structural fill or native silty sand or
sandy silt.
• Excavated crawlspaces should be inspected to confirm acceptable bearing soils are
present. If fat clay is encountered, additional engineering will be required at the time
of construction. If such soils are shallow, they can be removed and replaced with
granular structural fill or an extended foundation system.
• Every effort is to be made to prevent irrigation / storm water from entering
crawlspaces. This is to include proper waterproofing of foundations, proper
compaction of foundation backfill, and lot grading that directs runoff away from
foundations. Foundation drains are recommended. Basements are not allowed.
• The onsite surface soils that are free of fat clay are acceptable for use as fill on the
residential lots or building pads. Any clay encountered during earthwork should be
sampled and tested to confirm acceptability for use as structural fill.
• Stripping of organic material will require only minor excavation; 6-8 inches of
grubbing can be anticipated to remove organic materials from future right of ways
and building pads. This is to be adjusted as needed in the field at the time of
construction. Deeper removal depths should be anticipated near ditches and where
large bushes and trees are present.
GeotechnicalServices/Soil Testing & Inspection Services
E IDI� 11
APPROVED
DA EI 08/03/22
SITE
-LONSULTING& LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
• Inspection at the time of construction should confirm removal of all organic
materials, excessively wet soil, and foundation concrete for any demolished
structures.
• Any subgrade surface to receive structural fill or pavement section materials is to be
watered and compacted as necessary to meet ISPWC compaction requirements.
(95% of maximum dry density as determined by ASTM D-698, "Standard Proctor").
The exposed subgrade surface is also to be proof rolled with a loaded water truck or
ten -yard dump truck to confirm that no soft, excessively wet, or deflecting areas are
present. Any such area encountered is to be over excavated as directed by the
project geotechnical consultant. Additional engineering or labwork may be required.
• Unacceptable soils are to be removed to firm bearing or a maximum depth of 2.0'
and replaced with structural fill. Over excavation of wet or soft areas must extend
laterally outside foundations a distance equal to the depth of fill.
• The cleared, grubbed, and approved subgrade and each lift of structural fill is to be
compacted to a minimum of 95% of the maximum dry density as determined by
ASTM D698, "Standard Proctor".
• In -place testing to confirm proper compaction is required. One test each lift, per lot,
is recommended. The project geotechnical engineer can waive subgrade
compaction testing based upon visual inspection at the time of construction.
• For structural fill placed on building pads or residential lots, inspection at the time of
testing should confirm that the structural fill is firm and stable, and free of soft,
excessively wet, or deflecting areas. Subgrade and structural fill can pass
compaction testing and still be rejected if rutting or deflection is present.
GeotechnicaiServices /Sail Testing & inspection Services
E IDI� I.�11
APPROVED
DATE: 08/03/22
RE NUMBER: FPS--2-2e
'LON— — LTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
• The following slab on grade floors sections are recommended for inside the
residential structures. -
Structural
Living
Patios &
Layer
Space
Garage
Floors
PCC w/ fiber mesh
4.0"
4.0"
Base Course
4.0"
4.0"
Subgrade
Properly Compacted and
Inspected
• imported granular fill used to repair over excavations or to elevate the building pads,
support foundations or other concrete, and beneath future pavements should meet
the Base or Subbase specifications of the ISPWC Specifications.
• Based upon a ACHD mandated Traffic Index of TI=6 and a R-Value test result of
R=20 it is recommended that the interior ACHD streets and any private driveways
consist of the following section.
Structural La or
Thickness��]
H MA
2.5"
3/4" Base
4.0"
Subbase
10.0"
• Materials used during construction of ACHD right of ways, private driveways, and all
other pavement areas are to meet the material and workmanship requirements of
ACHD unless more rigid requirements are provided herein.
• improvements to Victory Road and Locust Grove Road are to be designed and
constructed as required by ACHD. It is common to match the existing pavement
section or ACHD may require site specific R-Value sampling/testing and section
design.
Geetechnica/ Services /So// Testing & Inspection Services
(E
APPROVED��
DA 08/03/22 [CONSULTING, LLC
SCE %U61B: R'FPS -zazz-ooze
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
• Stormwater disposal can be accomplished with conventional infiltration facilities. A
percolation rate of P = 2 inches / hour with a 12 hour drain time is recommended for
design of onsite facilities that percolate through the shallow silty sand- sandy silt
soils. If pert facilities extend to the pitrun encountered in the test pits this value can
be increased to P = 4 inches / hour. It is noted that the pitrun materials include silt
and clay fines and therefore the percolation rate is slower than typical for sand and
gravel materials. Confirmation of the percolation rate will be required by ACHD at the
time of construction.
• Testing and engineering inspection services recommended herein are critical for
successful construction of the planned development. Any recommendations
provided by a licensed geotechnical or civil engineer during the construction of this
development, that differ from recommendations herein are to be communicated to
SITE prior to execution.
• This report applies only to the project described and the identified subject property.
The report is the property of the client and SITE Consulting, LLC. Report ownership
is not transferable.
Appendix Follows
Geotechnical Services/Soil Testing & Inspection Services
APPROVED
DAT 08/03/22
SCE %U61BLR'FPS -zo 2-1
SITE
CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
APPENDIX
Location Map
Proposed Plat
Aerial Photo with Test Pit Locations
Test Pit Log
Groundwater Data
Soil Log Legend / Abbreviations and Acronyms
Pavement Calc Sheet
R-Value Report
Adjacent Property Well Logs
Geatechnica/Services/Soil Testing & lnspeetion Services
APPROVED LCONSULTING,
TE
DATE: 08/03/22 L LC
FILE NUMBER: FPS--21—
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
Location Maa
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Kei
Ceotechnica/ Services /Sod Testing & Inspection Services
NfE IDR IAy
APPROVED
DATE 08/03/22
FILE NUMBER: FPS-za111—
/'SITE
ONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting-idaho@gmail.com - 208-440-6276
Proposed Plat
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Image Provided by Client
Lek
on
Geetechnica/Services /Sod Testing & Inspection Services
APPROVED
DATE: 08/03/22
FILE NUMBER: FPS-2 21-
SITE
CONSULTING., LLC
Post Office Box 190537 - Boise, Idaho 8371S
site.consulting.idaho@gmaii.com - 208-440@gmaii.com - 208-440-62766
Aerial Photo with Test Pit Locations
Image Provided by Google Earth and hand-held GPS
Geotechnical Services / Soil 7estinq & Inspection Services
APPROVED
DATE: 08/03/22
FILE NUMBER: FPS-2 21-
SITE
CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
TEST PIT LOGS
Test Pit:
TP-1
File #:
20523
Client:
Matt Schultz
Date Excavated:
7/30120
Project:
Cache Creek
Excavated By:
Wood Brothers
Location
Southwest corner of property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet
1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 # 10 1 # 40 1 # 100 1
4200 1 %M LL PI
0.0-4.0
Brown, Moist, Firm, SILTY SAND WITH GRAVEL (SM) / Organic Layer 6-8'
3.0
100 91.1 1 69.5 1 6,50 1 59.2 E52.6 25.8 16.2
13.3 2.2 NP NP
4.0-8.0
Brown/Tan, Moist; Firm, SAND WITH GRAVEL
5.0
100 1 86.81 75.4 1 68.2 1 57.2 1 44.4 13.3 4.8
4.0 3.5 1 NP NP
8.0 1
Bottom of Excavation @ 8 0, Ground Water Encountered 8.0, Monitoring Well in Place
Test Pit:
TP-2
File #:
20523
Location
Southeast corner of property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
{feet
1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 1 # 10 1
# 40 1 # 100 1
#200 %M LL
PI
0.0-4.0
Dark Brown, Moist, Firm. SILTY SAND (SM) with Root Zone / Organic Layer 6-8"
3.0
- 1- - 100 1 99.1 96.8
76.0 1 55.7 1
44.5 10.3 NP
NP
4.0-6.0
Brown/Red. Moist, Firm, SILTY SAND SM)
5.0
- 100 97.1 96.7 95.0
65.1 36.8
29.4 10.0 NP
NP
6.0-7.0
Dark Brown, Wet, Firm, SAND WITH SILT AND GRAVEL
7.0
100 63.3 54.0 39.2
12.2 8.2
7.3 5.4 NP
NP
7.0
Bottom of Excavation @ 7.0, Ground Water Encountered
7.0, Monitoring Well in Place
Test Pit:
TP-3
File #:
20523
Location
West side of property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet)
1.0" 1 3/4" 1 1/2" 3/81, 1 # 4 1 # 10 1
# 40 1 # 100 1
#200 %M LL PI
0.0-3.0
Brown/Tan. Moist, Firm, SILTY SAND (SM) Root Zone / Organic Layer 6-8"
2.0
- - A - t00 1 99.8 1 97.3
57.6 J38.6
31.6 5.5 NP NP
3.0-6.0
Brown/Red, Saturated, Firm, SAND WITH GRAVEL
5.0
100 1 92.6 1 82.5 1 75.7 1 60.7
14.9 1 6.8
5.6 6.4 NP NP
60 1
Bottom of Excavation @ 6.0, Ground Water Encountered
@ 6.0, Monitoring Well in Place
Geotechnical Services /Soil Testing & Inspection Services
`(E IDI� IA\ ,-
APPROVED
DATE: 08/03/22
FILE NUMBER: FPS--2 —1
SITE
LONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
TEST PIT i nl,-q
Test Pit:
TP- 4 —
— _ .. File #:
20523
Client:
Matt Schultz
Date Excavated:
7/30/20
Project:
Cache Creek
Excavated By:
Wood Brothers
Location
Northwest corner of property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet)
1.0" 37 1 112" 1 3/8" 1 # 4 1 # 10 1 # 40 1 # 100 1
#200 1 %M I LL I PI
0.0-3.0
Dark Brown. Wet. Firm, Sand. Clay, Silt with Root Zone / Organic Layer 6-8"
Tan/Red, Saturated, Firm, Sand, Gravel, Cobble
t5.0
Bottom of Excavation 6.0, Ground Water Encountered @ 6.0. Monitoring Well in Place
Test Pit:
TP-5
File #:
20523
Location
East side of property
Logged By:
J. Meusch, PM - SITE
DEPTH
SOILS DESCRIPTION
(feet
1.0" 1 3/4" 1 112" 1 3/8" 1 # 4 1 # 10 1
# 40 1 # 100 1
#200 1 %M LL PI
0.0-4.0
Brown/Tan, Moist. Firm, SANDY SILTY CLAY CL-ML with Root Zone / Or anic La er 6-8"
3.0
- - 100 55.1 93.5 90.5
74.5 62.9 1
54.0 1 18.3 25 6
4,0-6.0
Dark Brown, Wet; Firm, SANDY SILT (ML)
5.0
100 1 97.8 1 94.0 1 91.4 1
75.9 61.8 1
51.2 1 17.5 NP NP
6.0-9.0 1
Red/Tan. Wet, Firm, Sand: Gravel, Cobble
9.0 1
Bottom of Excavation @ 9.0, Ground Water Encountered
g 9.0, Monitoring Well in Place
0,
-q
y
by
Geotechnica/Services/Soil Testing & Inspection Services
L 1 E IDIA\ -
APPROVED
DATE: 08/03/22
FILE NUMBER: FPS--21-
SITE
,ONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
GROUNDWATER nATA
MW#1-77
2
1 3
1 4
1 5
Comment
Date Installed
7/30/2020
JM/SITE
Ground Bevation
2647.E
1 2650.0
2647.2
2646.2
2649.7
Topo
Casing Height
2.00
2.92
1.08
1.00
1.00
Casing Bevation
=49.60
2652.92
2648.28
2647.20
2650.70
Casing Depth
10.10
10.10
7-20
6.10
10.10
7/30/2020
8.00
7.00
6.00
6.00
9.00
JM/SITE
GW Bevation
2639.60
2643.00
2641.20
2640.20
2640.70
8/14/2019
5.50
6.50
5.65
5.55
6.50
JM/SITE
GW Bevation
2642.10
2643.50
2641.55
2640-6.5
2-64.3-20.
Backfill influenced
8/25/2020
6.50
6.90
6.15
DRY
7.95
DE/SITE
GW Bevation
2641.10
2643.10
2641.05
2641.75
9/8/2020
6.35
7.00
6.30
5.85
7.95
DBSITE
GW Bevation
2641.25
2643.00
2640.90
2640.35
2641.75
9/22/2020
6.00
7.55
6.10
5.25
7.55
DEJSITE
GW Elevation
2641.60
2642.45
2641.10
2640.95
2642.15
10/6/2020
5.80
9.90
6.10
5.00
7.45
DE/SITE
GW Bevation
. S, 1,: 0
2640.10
2641.20
2642.25
10/22/2020
7.28
Dry
Dry
Dry
8.40
DE/SITE
GW Bevation
2640.32
2641.30
2020 YTD Max. GW
2641.80
2643.10
2641.20
264-0
2642.25
BA/SITE
Geotechnica/Services /Soil Testing & Inspection Services
�E IDIAN>
APPROVED
DATE: 08/03/22
FILE NUMBER: FPS-202-020
SITE
'LONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
SOIL LOG LEGEND
UNIFIED SOIL CLASSIFICATION SYSTEM
ABBREVIATIONS AND ACRONYMS
ASTM
American Society for Testing and Materials
IBC
International Building 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
Geotechnica/Services /Soil Testing & Inspection Services
(E IDI� I.�111—
APPROVED
DATE 08/03/22
FU RINMR: FPS-2o22-002
Is- Boise. Idaho 83719
a€Ye.consulting.idaho@gmaii.com
a. _
:.e . ..a� �•� A" „ Z
Project. Cache Creek Subdivisio-.File No-: 20523-A
Locust Grove & Victory Calc By: BA
Client: Matt Schultz Date: 12/10/20
Design
T = 0.0032 (_ ; ]_,
T= Design Thickness T1 _ . Y39L-: a = 6
GE = Gravel Eon ....,"_cont 1rGi41� - 20 So,5p5 7 Est
.�'�".�;�:: Tr��:-�:.::e Era,•-�3�entThicE�sess
HMA Thickness = 2.5 Inch � g
!-J. ,,AJA= 5.0 Inches
3/4" Base Thickness = 4.0 Incu--s � y E = P 4.4 lvc"Jes
Calculated Aggregate Subbase Thickness Equation:
L:" "�a:se Thickness=SB=GE-HMA-�,3E
.5 inches
4.0 inches
0.0 inches
77 Z' uA
2;
4. "i
I _
I
Geotechnical Services /So.6' + esPing & Inspection Services
U)
1 E IDS IAN,—
APPROVED
DATE: 08/03/22
FILE NUMBER: FPS-za111—
SITE
ONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
R-VALUE REPORT
Pavement Engineering Inc.
RESISTANCE R VALUE TEST
ASTM D 2844
Labora'LM No.:
Project No.:
2C4"1
Sample Crate:
October 4 2WO
Report Crate:
OcteiJrr 26. 2020
Client:
Site Comuitira LLC
Project Name:
M20 Laboratory i estino
Sample Description:
SMvm Cla�r'y Salt
Sample Location:
TP-4
100
90
80
70
60 >
50
40
m
30 �
20 Cr
iffy
0
800 700 600 500 400 300 200 100 0
Exudation Pressure (P.S.I.)
-RGS►stianCe 1%a1ue Test —300 P-S-1-
Specimen No.
4
5
6
Moisture Content (%)
19.1
1 .9
18.5
Dry _fly (PCFr
1 .6
103 6
103.2
Resistance Value (R)
18
39
30
EgxWon Pressure (PSI)
135
5M
319
E ar sion Pressure
95
044
152
As ecewed Masture Content (96
6.6
11a--1 1FU\l.L WPAL-VC rai JUV i.�.1. [y
A
1—ii"# Reviewed Bar
3rarxion Rod°traugh
Materials Engineer
Geotechnical Services /Soil Testing & Inspection Services
APPROVED
DATE: 08/03/22
FILE NUMBER: FPS-2022-ooz1
a. LOCATION OF WELL Skrtrh may :or::mon 1e^ agrat rv.X,WO*
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td
s a T 3 Ij
SITE
"CONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
ADJACENT IDWR WELL LOGS
10 87 "� STATE OF IDAHO USF TYPEWRIMA OR
7 DEPARThtENT OF WATER RES ul-''.LS SALCPOINI PEA
WELL DRILLER'S REPORT
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f-ia t*Yttr' „ Sw sirs --"&et h.,an ^-•TeR b
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R,ttdrf t"" _ t feet w _
ws:ect.41 loath ehLitniti:(teafntaN _ _ Ll fir+era gout '•
Sr94v 010Awd-e uw j C SA.v pit Taaro. wr±ace r w:w5�
Gs bum ttt mA dttsth -
Att`*rA n' jo.r:,tap ca,Nng __ ,/rtKCl4T Y/ ,Kf
Ow- 'KT sou s i?ut '4w T" f.^V - . _ t0. •''�
`]T i:TR1LLf /i5 C5atY+FICATA011f
' .me (truly mat aI, '.N umwR - -At crRlat'1M:IM at rttdttJi w.ne
tervoYied 4ith jt ma !:.rtr M* ray wp.c rwrt d. 777
L firm Ft,en�a(,.r�/4+
-at.���/. Firm rso >T��7]r
Add-t9r rN a-t-('"'i't 3-" Otte
Sf;n dbt if rrm Qtixttil '"-S5�` -
x1d
U.SE AOOIPONAL SFiEFT'StF WFCESSARY -: -FORWAR0 THE wR,T r C4YY TO THE nFTARTYE.T
7. WATER LEVEL
SMc wyter level 2 "' hir twlow lard w-rxa
Fton�ngr Cl V.
Arlydm ttteed+n.._----
eo-"IW" !' viw. .1 C+et -3 Pbg.
T.*Pveh m
..-S��r
.t..
& WELL TEST DATA
r4mC G' RA-w r'.r:trr Go-
L:r1�IM 41M ore.,rtnr eM NtfXt>A,�srrt.l
9, t1TttOLOG(C LOG
Geotechnical Services /Soil Testing & inspection Services
APPROVED
DATE 08/03/22
FILE NUMBER: FPS-2022-a
SITE
LONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmaii.com - 208-440-6276
RMRT Or VELL a82LL&9
3t.te of Two
State law requires that this report shell be filed with the State Reciasatiaa
Eagineer within 30 days uf`.or completion or abandonment of the va11.
WELL OVNER:
Oww*r'e Permit No -
NATURE OF WORK (Check kb Iacemeat well
New wel$ 04 Deepaced Abaadonsd
Voter is to be aged for: t'`ait
METHOD OF CONST8IIGTION: dotsry L7 cable
Bas . Other
explai.a. i
CAZINO Sc3i OULIC: Threaded — VelQed �t
"DAex". frog ft to y.
eat•, ^Dyes. from ft. to ft.
from ft. to ft-
from as�ft. to ft.
W1 in*a.k Of ciaF: Material:
Steel -TiQ Concrete good 1,1 otbar
tcapinia
P&R.PORAM'Z few lia rtrpt of
per!oratas uard- i
51ar a! oar o atiooe: by ^
Tperforationa from '-fit. to—'?i.
perforations from ft. to ft,
perforations from ft. to ft.
nor-oratious fros f`. to ft.
WA ; ICILER 1NSSALLSD" Yea f Po t._.i
Jiaaaiactttrer•a name
Type Fi al No.
Diaz. a of aiae et from it. to it
Uiaa,_alot size `_ vt frci Tft. to ft,
CONSTRMTTM Well gravel pp*kvd? Too 0
No. pits of gravel Gravel
planeP :roz -t to ft. Surface aen7
provided^:-Te`a-L, Na `�' To what depth?
tt.-Aterlal used iz anal:
IT1d any strata oonta a usutsRb e` vatQr. as
No. "�F; l79e of rater:
Depth of .:tra:a —ft. Method of sea is
strata off%
5urfaen cteiag aced? Tea u
weaen#ed :m pl,nce7 Toa � ?ta (�,
_ Sgcata well in aectian
M
dTTGB GT V$LL: Count. _
see. r. IA%0 R.%�„�....
of drillvd b4ie� :Oogl
of wall- 1 , Staadiag water
below gro"d. Soap.,
Teat dalivvey: 1 spa
cfa c?ump? E. sail
of gulp and motor aged to Wake tv&t:
rirawdovn: tt. +trteeixa pteasvrv: f�.."�
above land csrfsce Give fzaw �f^
ir spa. Sb. teR reneur*.
ontroiled b 4 aline Cap Flirt
o control L' .4 3 Yell leak around casing^_
ee No C
Tiwro:H !l7iiE$IJ:.4 10,'�Z i e YATMR
Rox TO __- _ YES OR r.^
York tiaigied=
well Dri lees Ststsmsnt- :"n:s wa i wss
drliltd under my supervisica asd this repart
fs trne to the be;of my kno ed
liyred b+:
license No. ate: - c3
Use othar Pitts for a3di};onai rrmrarks
USGS
Co
r--�
Geotechnical Services /Soil Testing & Inspection Services
APPROVED
DATE 08/03/22
Fllf NUMBER FPS-2022ao2e
SITE
LONSULTING, LLC
Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
098828
yell Lop 7�rn I '' f' FES 3 1%4
/tea
WELL LOG AND REPORT TO 773E 0a�afw'.Zr�i "; : ntafsou
STATE RECLAMATION ENGWEER OF IDA:HO T
WIUIT *TWIN 10 akyS ArZuR GtJLPLI23U12 0$ W LL: SILK >LW S.A:' :3 :2-2'8
fumif No
L"afe well 1„ iKfl"
c-
wal tetaGolYaQ14_fbAl2i4 SIcL, TFq/ RyJF/fM
ff
Sixo of ddltod
alCs. �
7al de;D1i+ °f wei! fJ
Tnr d.'.IT°rr wm —qsRm- or._.._ __tjf.t. Dmwdcwn was ..,-...—flof. puw-8e11?�.
Sa. of wrob .,d molar -*duo walk* t..t
L-31h of fim. rf hat h■YK—.orfvrploa.
R f'.¢w119 w.11, giv. Haw F... k y.p.fn. and of awf ltf
Tr q°wln9 —11, dnttibed post worica_.,,,,�
�/�jj�"! trn� .ro rsc as w.+ri. eje.> _
wo'er will be viod tot >r_.. { 1 �!l�.a.�_._.._._1Yri9f1) of cpliv Yo► mmo
?hEs irlwar. Of ree>FCGSln9 tnafoo &L -.. _-
�6Z`aA_. �.6AL'rC. wOGQ. CIG.i •-.
V'sm.ror, bn9rh cad to ohap of vYCA ttwr' �N catial_.,._,
s e 0%' e.+ n.Qxa osr wa. ar z sr�"rnae os+rmv.s
G. Ya aw...z.. aw[ aurp¢CaWtR[a1
ClS.NG nC01O
Witt-
flit
TO
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_ __ _ ..'•\-•»••--•• �•mOrii--•tWli, a'fe�fl lK. .. .__ _.
7—
Mwdror and site of pAoreKorla ,,,....�. „Wtcpid(pr ra_ .._foo frnrr. 9--d
DWO of c.mm.ntam.rt ¢f w,dr ..-„-__ _Dmia of tem►beion of
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Geotechnical Services / Soil Testing & Inspection Services