HomeMy WebLinkAboutPZ - Geotech Report SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
Dan Torfin December 5, 2024
DRB Investments, LLC Page 1 of 37
1157 N. Summerbrook Avenue, Suite100 File 24802-A
Meridian, Idaho 83642
Re: Geotechnical Recommendation Report
Pine 43 Development -Vacant Parcels
E Pine Avenue & N Webb Avenue
Meridian, Idaho
Dan:
Based upon eleven new test pits and lab testing of sampled soils, a review of our prior
work at your Pine 43 Development, and the submitted masterplan, the subject site is
acceptable for the proposed mixed-use commercial-residential development. This report
includes our recommendations for design and construction future phases of this project.
We appreciate this opportunity to be of service. Should you have any questions or
require additional information, please contact our office at your convenience.
Respectfully submitted;
SITE Consulting, LLC
Bob J. Arnold, PE
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Geotechnical Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
EXECUTIVE SUMMARY
• Clearing of the majority of organic materials will require removal of the upper two to
six inches of topsoil. Since tree and large brush roots may extend as deep as two feet,
the depth of removal should be adjusted in the field. Lean clay soil was identified in
numerous test pits, but no fat (expansive) clay was observed or sampled.
• Historical aerial photos available on Google Earth indicate that prior residences were
present in the northwest corner of the northwest parcel and in the West End of the
southwest parcel. During earthwork operations it is to be confirmed that foundations
and slab on grade concrete were removed and that any basement or crawl space was
properly backfilled.
• Any encountered well or septic system is to be closed as per IDWR and IDEA
requirements. Septic tank and drain field removal is required.
• Subgrade surfaces and each lift of structural fill are to be compacted to 95% of the
maximum dry density as determined by ASTM D698, "Standard Proctor." The project
geotechnical engineer can waive compaction testing of the subgrade surface based
upon acceptable proof rolling inspection.
• The proposed commercial and residential buildings may be supported on
conventional, continuous, and isolated pad foundations. For foundation founded on
native cemented silt sand soil a design bearing pressure of 2000 psf is recommended.
For foundations founded atop deep sand and gravel soils a design bearing pressure
of 3000 psf is recommended. Shallow foundations are not to bear on clay soils without
site specific approval by a geotechnical engineer. Based upon the recommendations
provide herein being followed, settlements are not expected to exceed one-inch total
and % inch differential.
• ISPWC %" Crushed Aggregate Base or 3" Uncrushed Aggregate Subbase is
recommended for structural filling beneath foundations and HMA and PPC
pavements.
• A minimum of four inches of ISPWC %" Crushed Aggregate Base and eight inches of
ISPWC 3" Uncrushed Subbase are recommended below interior slab on grade
concrete. These materials are to be compacted to the requirements of structural fill.
This is recommended to support commercial slab on grade floors and prevent frost
heaves.
• Based upon an R-Value of R=20 and a traffic Index of TI=6 (residential street), a
pavement section of 2.5" of HMA/4.0" of 3/4" base /10.0" of Subbase is
recommended for all interior driveways and parking lots.
• SITE recommends a design percolation rate of P=3 inches per hour with a drain time
of less than 24 hours. Perc testing in test pits prior to construction is recommended. N
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SITE Post Office Box 190537 - Boise, Idaho 83719
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CONSULTING, LLC
TABLE OF CONTENTS
EXECUTIVE SUMMARY ........................................................................................2
INTRODUCTION.....................................................................................................4
Purpose and Scope....................................................................................4
Authorization ..............................................................................................5
Warranty and Limitations...........................................................................5
BACKGROUND & RESEARCH .............................................................................6
FieldInvestigation......................................................................................6
Observed Conditions .................................................................................6
CONSTRUCTION RECOMMENDATIONS.............................................................7
FoundationSystem ....................................................................................7
Foundation Excavation ..............................................................................7
StructuralFill ..............................................................................................8
Siesemic Considerations ..........................................................................8
Foundation and Utility Excavation............................................................8
Retaining Wall Design................................................................................9
Interior Slab on Grade Concrete ...............................................................9
Exterior Rigid Pavements..........................................................................10
Flexible Pavement Section ........................................................................10
Stormwater Disposal..................................................................................10
Testing & inspection ..................................................................................10
GeneralComments.....................................................................................11
APPENDIX..............................................................................................................12
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CONSULTING, LLC
INTRODUCTION
PURPOSE AND SCOPE
This report presents the results of a Geotechnical Evaluation performed on a property
consisting of multiple tax parcels located near East Pine Avenue and North Webb
Avenue, in Meridian, Idaho. For reference, SITE has broken the development into four
areas based upon the above intersection. The website landprodata.com provided the
reported data.
Property Parcel # Address Acres
NW S1108234001 1800 E Pine Avenue 7.5
NW S1105234051 E Pine Avenue 2.8
NE S1108244538 E Pine Avenue 4.7
SE S1108325455 E Pine Avenue 7.2
SW S1108325470 E Pine Avenue 7.6
TOTAL ACRES 30 A
As indicated historical aerial photos available on Google Earth reveal the property had
two former residential structures that have been demolished. These photos reveal that
the majority of the land was pastureland or farmland prior to development. Pine avenue
was extended through the property in 2007, and Webb Avenue was extended south of
Pine in 2011 and to the north in 2018.
Plans provided by the client indicate this development will include both commercial /
retail facilities and multi-family housing facilities. Both basement level and outside land
level parking are planned. The Masterplan provided is in the appendix. Only private
driveways are planned. It is assumed that larger commercial buildings and apartment
buildings will include slab on grade floors. Smaller structures may have crawlspaces.
Strip and isolated foundations and both concrete and HMA pavements are planned.
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CONSULTING, LLC
The purpose of this investigation was to evaluate the subsurface soil conditions and
provide recommendations for building foundations and civil construction. The field
investigation included subsurface exploration by means of test pits excavated with a
client provided excavator/ operator. During excavation soils samples were gathered,
bagged, labelled, and returned to our in-house soil laboratory for visual classification
and random testing of selected samples. Classifications and laboratory test results are
reported on the Test Pit Logs in the Appendix. After the field investigation and
laboratory testing were completed, all available field and laboratory test data were
reviewed, the provided design information was evaluated, and this report was prepared.
This report summarizes our findings, conclusions, and recommendations regarding the
geotechnical aspects of the project.
AUTHORIZATION
Authorization to proceed and the use of the recommendations provided herein indicate
the client's acceptance of the scope of work, warranty, limitations, and general
conditions provided herein and within any prior geotechnical proposal from SITE.
WARRANTY AND LIMITATIONS
The exploration and evaluation of subsurface conditions documented herein is
considered sufficient to form a basis for the recommended foundation design. The
recommendations provided are based on the available soil information and preliminary
design details either assumed or furnished by the client. It is warranted that these
recommendations have been promulgated after being prepared in accordance with
locally accepted professional engineering and geotechnical engineering practice. No
other warranties are implied or expressed.
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SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
RESEARCH & BACKGROUND
FIELD INVESTIGATION
SITE Consulting has previously provided geotechnical engineering services during
numerous prior phases of the PINE 43 development. Our prior reports were reviewed as
a part of this investigation.
At the time of our field investigation the surface was firm and stable, allowing total
access with selected sampling equipment. During the exploration, samples were
recovered from the excavator bucket and spoil piles. These samples were sealed in
plastic bags and returned to the soil laboratories for evaluation and analysis. Eleven
Test Pits were advanced to depths of twelve to eighteen feet below the existing ground
surface. Test pits were all terminated in sloughing sand and gravel materials which
prevented deeper exploration.
OBSERVED CONDITIONS
Test Pits were varied with layers of clay, silt, sand, and cemented soils present above
the sand and gravel of the Whitney Gravel Terrace. Lean (but not fat) clay soil was
observed and sampled in numerous locations. As indicated, sand and gravel (pitrun)
were encountered in the test pits at between four and eight feet deep. The upper two
feet of the native pitrun was observed to be cemented in numerous locations. Any
stormwater injection system must penetrate the cemented top of the sand and gravel
strata. Groundwater was not encountered. These test pits were excavated in September
2023 when groundwater should be approaching peak values. Well logs for two
surrounding properties indicate the groundwater is greater than ten to fourteen feet
deep on properties north and southwest of the subject site.
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site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
CONSTRUCTION RECOMMENDATIONS
FOUNDATION SYSTEM
The proposed buildings, both commercial and multi-family may all be supported on
conventional, continuous foundations with isolated pads used for concentrated point
loads. Both slab on grade floors and conventional crawlspaces are acceptable.
Foundations can be founded on the shallow, native lean clay or silt / sand soil and
utilize 2000 psf bearing capacity for foundation design. For basement foundations or
founded atop the native pitrun materials or atop 1.5 feet of structural fill a design bearing
capacity of 3000 psf is recommended.
If used, structural fill is to be ISPWC 1/4" Crushed Aggregate Base or ISPWC 3"
Uncrushed Aggregate Subbase. The foundation or structural fill supporting subgrade is
to be recompacted and inspected for rejectable clay soil, stability, and proper
compaction prior to form or fill placement. Compaction testing to confirm compaction of
foundation supporting structural fill is required. As per Meridian City Code (attached), all
foundations are to be founded a minimum of twenty-four inches below the adjacent
grade for frost protection.
FOUNDATION EXCAVATION
After foundations have been excavated to design grade, it is recommended that a
geotechnical engineer or his representative inspect the structural fill or foundation-
bearing surface to confirm conditions are similar to those documented herein.
Inspection should verify that fat clay is not present, the native subgrade to support
concrete foundations or structural fill is free of organic material and soft areas, the fill is
the proper depth and compaction. If clay soil, organics, wet or soft areas are still
present, deeper excavation will be required. If indicated, the depth of over excavation is
to be determined in the field, at the time of construction. Imported granular structural fill
is to be used to backfill any over excavation. If foundations are to be founded on
compacted structural fill, the depth, stability, and proper compaction of the fill is also to
be confirmed by inspection and compaction testing performed by the project
geotechnical engineer or retained testing firm. Structural fill placed beneath foundations
must extend laterally outside the supported foundation a distance equal to the depth of
fill.
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CONSULTING, LLC
STRUCTURAL FILL
Structural fill shall be an imported granular material meeting the base or subbase
requirements of ISPWC. Structural fill is to be free from cobble larger than four inches,
organic matter, and other deleterious substances. Fines shall be non-plastic. Structural
fill should be placed in uniform lifts; moisture conditioned as necessary and compacted
to a minimum of 95% of the maximum dry density as determined by ASTM Test Method
D-698, "Standard Proctor" with appropriate rock correction. Compaction of structural fills
is to be verified by density testing and construction observations. One compaction test
per lift for every 5,000 square feet of building pad, one for each 100' of foundation or
utility trench, and for every three isolated pads is recommended. For mass grading, one
test per lift per lot is recommended. A qualified engineer or testing firm should monitor
fill placement to ensure the work is performed in accordance with these
recommendations. The inspector must also confirm that the foundation supporting soils,
and any additional structural fill is free of clay, soft areas, deflections, or excessively wet
areas. If encountered, such areas are to be removed and replaced with dry, more
stable, structural fill materials. It is noted that subgrade surfaces and pavement section
base layers may pass compaction test requirements and still be unacceptable if
pumping, rutting, or movement when loading is present.
SEISMIC CONSIDERATIONS
Soils on site are classed as site class D in accordance with chapter 20 of American
Society of Civil Engineers (ASCE) publication ASCE/SEI 7-16. Structures constructed
on this site should be designed per IBC requirements for such a seismic classification.
Seismic Design Values are included in the Appendix.
FOUNDATION AND UTILITY EXCAVATION
Within the overburden soils, shallow excavations that do not exceed three 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.
Severe sloughing of excavation walls that extend into the free flowing sand and gravel
soils should be anticipated. Shoring or benching may be required for any work below
four feet deep. 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 or bank stability. All excavations
should be sloped, braced, or shored as required by state and/or federal requirements.
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CONSULTING, LLC
RETAINING WALL DESIGN
Retaining walls should be designed to resist lateral pressures from adjacent soils and
surcharge loads applied behind the walls. Shallow lean clay and silt / sand soil or
Imported ISPWC base and subbase are acceptable for backfilling of foundation walls.
Based upon these soils, we recommend using the following lateral pressures for the
design of retaining walls. These values are for drained conditions.
Lateral Pressure and Condition Equivalent Fluid Pressure
(Compacted Fill) (pcf)
Active Case, Drained 45
At-Rest Case, Drained 60
In addition to the lateral soil pressure given above, any retaining walls should be
designed to support any design live load, such as vehicle and construction surcharges
to be supported by the wall backfill. If construction vehicles are required to operate
within ten feet of a wall, supplemental pressures will be induced and should be
considered through design. A coefficient of friction of 0.40 on native soils is
recommended.
INTERIOR SLAB ON GRADE CONCRETE
Care must be taken so that all excavations below slab on grade concrete are properly
backfilled in accordance with the structural fill recommendations outlined herein. This is
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 over-excavated
and backfilled with structural fill.
Slab on grade concrete should be placed atop six inches of granular base material.
ISPWC 1/4" base is recommended directly below the concrete. Non-fat clay, native soils
can be used as structural fill six inches below the top of completed building pads. The
mat and slab supporting fill shall be compacted to the requirement for structural fill.
Proper joints should be provided at the junctions of the slab and foundation system so
that independent movement can occur without causing damage.
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SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
EXTERIOR RIGID PAVEMENTS
For exterior concrete intended to support vehicular traffic the total thickness of granular
base and subbase must be at least ten inches in thickness. Portland cement concrete
pavement is better able to resist damage caused by turning and stopping trucks and by
large point loads such as parked semi-trailers and trash dumpsters and is therefore
recommended in these locations.
FLEXIBLE PAVEMENT SECTION
Based upon an R-Value of R=8 and a traffic Index of TI=6 (residential street), the
following section is recommended for all driveways and parking areas. ACHD will
require thicker sections for exterior road classified as collectors and should be
contacted concerning matching the existing pavement sections within their right of
ways.
Pavement Layer Auto Parking Areas
Asphaltic Concrete 2.5"
Base Coarse (%" minus) 4.0"
Subbase (Pitrun) 10.0"
The subgrade below all future pavements is to be inspected for soft or deflecting areas
prior to the placement of the pavement section. Materials meeting the requirements of
ISPWC are required for any work within this project.
Storm Water
It is recommended that storm runoff be directed away from all open excavations and not
be allowed to puddle on subgrade soils. SITE recommends a design percolation rate of
P=3 inches per hour with a drain time of less than 24 hours. Perc testing to confirm this
value at the time of construction is recommended. It is noted that this recommended
design value is based upon numerous field tests performed with prior phases of the
PINE 43 development.
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 density
testing shall be performed on each lift of compacted fill for 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.
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Geotechnica/Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
General Comments
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.
Appendix Follows
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APPENDIX
Project Masterplans-Page 15
Location Map-Page 16
Parcel information-Page 17
Pine 43-NW-Page 16
Pine 43-NE-Page 23
Pine 43-SE-Page 26
Pine 43-SW-Page 30
Soil Log Legend / Abbreviations & Acronyms-Page 33
Pavement Section-Page 34
Seismic Design Values-Page 35
Meridian City Code-Page 36
IDWR Well Logs-Page 37
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PROJECT MASTERPLANS
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CONSULTING, LLC
LOCATION MAP
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Geotechnical Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
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PARCEL INFO
Parcel Number:S1108234011 Parcel Number:S1108234051 Parcel Nu:52,027,30
8244538
Information Information mation
Parcel S110823-4011 parcel S110823-4051 Parcel108244538
Primary Owner ❑REINVESTMENTS LLC primary Owner ❑REINVESTMENTS LLC Primary OwEINVESTMENTS LLC
Second Owner Second Owner Second Ow
Property Address 1800 EPINE AVE Property Address EPINE AVE Property AdPINEAVE
Total Value $2,706,800 Total Value $1,417,800 Total Value ,027,300Subdivision 3N 1F 08 Subdivision 3N 1E 08 Subdivision 1E 08Zoning C-G Zoning C-G ZoningGAcres{Tax} 7532 Acres{Tax} 2.818 Acres(Tax) 701Acres{Calculated} 7533 Acres{Calculated} 2.828 Acres{Calc698Legal 1 PAR#4011 OF SW4NW4 Legal 1 PAR#4050 OF S2NW4 Legal 1R#4538 OF NW4Legal 2 SEC 8 3N 1 E Legal2 SEC 8 3N 1 E Legal 2C 08 3N 1 E
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Parcel Number:S1108325470 Parcel Number:S1108325456
Information Information
Parcel S1108325470 Parcel S1108325455
Primary Owner ❑RB INVESTMENTS LLC Primary Owner ❑RB INVESTMENTS LLC
Second Owner Second Owner
Property Address E PINE AVE Property Address E PINE AVE
Total Value $2,720,400 Total Value $11,700
Subdivision 3N1E08 Subdivision 3N1E08
Zoning C-G Zoning C-G
Acres{Tax} 7.57 Acres{Tax} 7.162
Acres{Calculated}7.663 Acres{Calculated} 7.171
Legal 1 PAR#5470 @ N SIDE NW4SW Legal 1 PAR#5455 OF NE4 SW4
Legal SEC 8 3N 1E Legal 2 SEC 08 3N 1E Ln
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PINE 43 - NW
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TEST PIT LOG
Test Pit: TP-1 File #: 24802-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-NW Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI
0.0-1.0 Brown, Moist, Firm, Silty, Sand
2-6" Rootzone/Organic layer
1.0-3.0 Brown, Moist, Firm, Silty, Sand (SM)
R-Value Sample (wasTP8 in field labels)
R= 42
2.0 100 1 96 1 89 1 77 1 56 1 34 I 23.6 112.3 I N P I N P
3.0-6.0 Brown/Tan, Moist, Firm, Cemented, Sand & Silt
6.0-18.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
18.0 Bottom of Excavation @ 18.0'
No Ground Water Encountered
Monitoring Well in Place
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SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-2 File #: 24802-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-NW Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI
0.0-1.0 Brown, Moist, Firm, Sand & Silt
2-6" Rootzone/Organic layer
1.0-3.0 Brown, Moist, Firm, Silt, Sand with Gravel
3.0-4.0 Brown/Tan, Moist, Firm, Cemented, Sand & Silt
4.0-18.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
18.0 Bottom of Excavation @ 18.0'
No Ground Water Encountered
Monitoring Well in Place
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SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-3 File #: 24802-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-NW Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI
0.0-1.0 Brown, Moist, Firm, Sand & Silt
2-6" Rootzone/Organic layer
1.0-3.0 Brown/Tan, Moist, Firm, Cemented, Sand & Silt
3.0-13.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
13.0 Bottom of Excavation @ 13.0'
No Ground Water Encountered
Monitoring Well in Place
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PINE 43 - NE
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TEST PIT LOG
Test Pit: TP-1 File #: 24082-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-NE Excavated By: Client
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 I LL I PI
0.0-1.0 Brown, Moist, Firm, Sand & Silt
2-4" Organic Layer/ Rootzone
1.0-3.0 Brown/Tan, Moist, Firm, Sandy, Silt (ML)
2.0 1 1 100 1 99 1 98 1 89 79 70.9 15.9 30 24 I
3.0-5.0 Brown/Tan, Moist, Firm, Silty, Sand with gravel (SM)
4.OI 100 89 1 87 1 74 1 72 1 58 1 36 1 25.1 11.1 I NP I NP I
5.0-8.0 Brown/Red, Moist, Firm, Silty, Sand (SM)
6.0 1 100 1 95 1 94 1 93 85 49 34.1 17.9 I N P I N P I
8.0-13.0 Brown/Tan, Moist, Firm, Silt, Sand & Gravel
Cemented in upper two feet.
13.0 Bottom of Excavation @ 13.0'
No Ground Water Encountered
Monitoring Well in Place
N
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Geotechnica/Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-2 File #: 24802-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-NW Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" 1/2" 3/8" #4 # 10 #40 #100 #200 I %M LL PI
0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt
4-6" Rootzone/Organic Layer
1.0-3.0 Brown, Moist, Firm, Silty Sand (SM)
2.0 100 1 95 1 91 1 85 1 75 1 52 1 34 1 25.21 24.0 1 43 1 38 1
3.0-6.0 Brown/Tan, Moist, Firm, Cemented, Sand & Silt
6.0-12.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
12.0 Bottom of Excavation @ 12.0'
No Ground Water Encountered
Monitoring Well in Place
M
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Geotechnical Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
PINE 43 - SE
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Geotechnica/Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-1 File #: 24802-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-SE Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI
0.0-1.0 Brown, Moist, Firm, Sand, Clay/Silt
4-6" Rootzone/Organic Layer
1.0-2.0 Brown/Red, Moist, Firm, Sandy, Lean Clay (CL)
1.5 100 99 94 1 88 71 58 51.4 1 19.5 1 38 1 26 1
2.0-4.0 Brown/Tan, Moist, Firm, Weakly Cemented, Silty, Sand (SM)
3.0 1 100 1 88 1 73 1 59 1 32 1 17 1 12.2 1 15.9 1 NP 1 NP
4.0-13.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
13.0 Bottom of Excavation @ 13.0'
No Ground Water Encountered
Monitoring Well in Place
Ln
N
b
a4
a.
Geotechnica/Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-2 File #: 24802-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-SE Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI
0.0-1.0 Brown, Moist, Firm, Sand & Silt
4-6" Rootzone/Organic Layer
1.0-3.0 Brown, Moist, Firm, Silty, Sand (SM)
2.0 100 87 1 70 1 55 1 36 1 26 1 21.7 1 22.7 1 N P I N P 1
3.0-5.0 Brown/Red, Moist, Firm, Cemented, Sand & Silt
5.0-9.0 Brown/Red, Moist, Firm, Cemented, Sand, Gravel, Cobble
9.0-13.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
13.0 Bottom of Excavation @ 13.0'
No Ground Water Encountered
Monitoring Well in Place
N
b
a4
a.
Geotechnica/Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-3 File #: 24082-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-SE Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI
0.0-1.0 Brown, Moist, Firm, Sand, Clay/Silt
4-6" Rootzone/Organic Layer
1.0-3.0 Brown, Moist, Firm, Sand & Silt
3.0-5.0 Brown/Tan, Moist, Firm, Silty, Sand (SM)
4.0 1 100 1 92 1 83 1 72 1 48 1 34 27.4 1 27.2 1 N P I N P
5.0-8.0 Brown/Red, Moist, Firm, Cemented, Sand, Gravel, Silt
8.0-13.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
13.0 Bottom of Excavation @ 13.0'
No Ground Water Encountered
Monitoring Well in Place
N
a4
a.
Geotechnica/Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
PINE 43 - SW
Opp
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`h TP-3
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Geotechnical Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-1 File #: 24802-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-SW Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI
0.0-1.0 Brown, Moist, Firm, Sand, Clay/Silt
2-6" Rootzone/Organic layer
1.0-4.0 Brown, Moist, Firm, Sandy, Lean Clay (CL)
3.0 1 100 1 99 1 88 72 1 64.8 1 15.5 1 38 1 25 1
4.0-8.0 Brown/Red, Moist, Firm, Sand, Silt & Clay
8.0-13.0 Brown/Red, Moist, Firm, Sand, Silt
13.0 Bottom of Excavation @ 13.0'
No Ground Water Encountered
Monitoring Well in Place
d�
N
b
a4
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Geotechnica/Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-2 File #: 24802-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-SW Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI
0.0-1.0 Brown, Moist, Firm, Sand, Clay/Silt
2-6" Rootzone/Organic layer
1.0-3.0 Brown, Moist, Firm, Cemented, Sand & Silt
3.0-5.0 Red/Tan, Moist, Firm, Sand & Silt
5.0-13.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
Top two feet cemented.
13.0 Bottom of Excavation @ 13.0'
No Ground Water Encountered
Monitoring Well in Place
O
M
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a4
a.
Geotechnica/Services/Soil Testing&Inspection Services
SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
TEST PIT LOG
Test Pit: TP-3 File #: 24802-A
Client: DRB Investments, LLC Date Excavated: 09/08/23
Project: Pine 43-SW Excavated By: Client
Location: See Aerial Photo Logged By: J. Meusch-SITE
DEPTH SOILS DESCRIPTION
(feet) 3/4" I 1/2" I 3/8" I #4 I # 10 I #40 I #100 #200 %M I LL I PI
0.0-1.0 Brown, Moist, Firm, Sand, Clay/Silt
2-6" Rootzone/Organic layer
1.0-3.0 Brown, Moist, Firm, Cemented, Sand & Silt
3.0-5.0 Red/Tan, Moist, Firm, Sand, Silt, Clay
5.0-13.0 Brown/Tan, Moist, Firm, Sand, Gravel, Cobble
13.0 Bottom of Excavation @ 13.0'
No Ground Water Encountered
Monitoring Well in Place
r-I
M
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Geotechnica/Services/Soil Testing&Inspection Services
SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.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 FI TYPICAL DESCRIPTIONS
GRAVEL& < 5%-
GW Well-graded gravel, gravel-sand mixture, little or no fines.
200
GRAVELLY GP Poorly graded gravel, gravel sand mixture, little or no fines
SOILS 5-12% -200 GM Silty gravel,gravel-sand-silt mixtures
COARSE <50%-4
GRAINED >12%-200 GC Clayey gravel, gravel-sand-clay mixtures
SOILS
<50%- SW Well-graded sand, gravelly sand, little or no fines.
200 SAND& < 5%-200
SANDY SP Poorly graded sand, gravelly sand, little or no fines
SOILS SM Silty sand, sand-silt mixtures
>50%-4 >12%-200
SC Clayey sand,sand-clay mixtures
El
Inorganic silt and very fine sand, rock flour, silty or clayey
SILTS& INORGANIC fine sand or cla a silt with slight plasticit
CLAYS CL Lean clay-low to medium plasticity, gravelly, sandy, or silty
FINE LL< 50% clay
GRAINED ORGANIC OL Organic silt and organic silty clay of low plasticity
SOILS
>50%- MHr Elastic silt, micaceous or diatomaceous fine sand or silty
200 SILTS& INORGANIC 1 11 soil.
CLAYS CH 11 Fat clay-high plasticity
LL>50%
ORGANIC iF OH Organic clay-med. or high plasticity:organic silt
HIGHLY ORGANIC SOILS PT Peat, humus,swamp soil with high organic content
ABBREVIATIONS AND ACRONYMS
ASTM American Society for Testing and Materials
IBC International 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
PCf Pounds per Cubic Foot
Psf Pounds per Square Foot
tsf Tons per Square Foot
sf/f Pounds per Square Foot / Foot N
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SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
PAVMENT SECTION
DESIGN SECTION CALCULATIONS
(R-Value Method)
Project: PINE 43 File No.: 24802-A
Pine &Webb Calc By: B. Arnold
Client: DMB Date: 12/05/24
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 = 20 Soil Test
GE= 18.9Inches
ACHD HMA, 3/4" Base and Aggregate Subbase
Actual Thickness Equivalent Thickness
HMA Thickness = 2.5 Inches HMA= 5.0 Inches
3/4" Base Thickness = 4.0 Inches RBE= 4.4 Inches
Calculated Aggregate Subbase Thickness Equation:
Subbase Thickness=SB=GE-HMA-RBE
SB= 9.5 Inches
CALCULATED DESIGN SECTION
HMA= 2.5 inches
3/4" Base = 4.0 inches
Subbase = 10.0 inches
RECOMMENDED DESIGN SECTION
HMA = 2.5 inches
3/4" BASE = 4.0 inches
SUBBASE = 10.0 inches
R=20 is maximum R-Value used by SITE for Commericial Design
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SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
SEISMIC DESIGN VALUES
East Pine Avenue & North Webb Avenue, Meridian, Idaho 83642
Date 12/05/2024
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
Ss 0.292 MCER ground motion. (for 0.2 second period)
S1 0.106 MCER ground motion. (for 1.0s period)
Sens 0.457 Site-modified spectral acceleration value
Sm, 0.253 Site-modified spectral acceleration value
Sos 0.305 Numeric seismic design value at 0.2 second SA
Sol 0.169 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC C Seismic design category
Fa 1.567 Site amplification factor at 0.2 second
F„ 2.388 ISite amplification factor at 1.0 second
PGA 0.129 MCEG peak ground acceleration
FPGA 1.542 Site amplification factor at PGA
PGAm 0.199 Site modified peak ground acceleration
TL 6 Long-period transition period in seconds
SsRT 0.292 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 0.321 Factored uniform-hazard (2% probability of exceedance in 50 years)
spectral acceleration
SsD 1.5 Factored deterministic acceleration value. (0.2 second)
S1 RT 0.106 Probabilistic risk-targeted ground motion. (1.0 second)
S1 UH 0.116 Factored uniform-hazard (2% probability of exceedance in 50 years)
spectral acceleration.
S1 D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.5 Factored deterministic acceleration value. (Peak Ground
Acceleration)
PGAuH 0.129 Uniform-hazard (2% probability of exceedance in 50 years) Peak
Ground Acceleration
CRs 0.908 iMapped value of the risk coefficient at short periods
CRC 0.917 IMapped value of the risk coefficient at a period of 1 s
Cv 10.883 lVertical coefficient
https://www.seismicmaps.org/ M
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SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
MERIDIAN CITY CODE
2018 IBC Basic Design Criteria
Amendments to IBC code
GROUND SNOW LOAD: 20 psf.
Design roof load shall not be less than a uniform snow load of 25 psf.
WIND DESIGN SPEED (mph): 115 mph for risk occupancy II or less.
120 mph for risk occupancy III or greater.
WIND DESIGN TOPOGRAPHIC EFFECTS: No, as per Section R301.2.1.5
SEISMIC DESIGN CATEGORY: C
WEATHERING: Severe
FROST LINE DEPTH: 24 inches.
LO
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SITEPost Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
IDWR WELL LOG
1410 East Pine — SW of subject site
Drilled Nov 2018
Static Groundwater 14' Deep
7-7
IDAHO DEPARTMENT OF WATER RESOURCES
WELL DRILLER'S REPORT
1.WELL r i3 ma-o B•1 U 0 3 tf 12.STATlr VYATCM LVEL aMd WELL TESTS;
0^Ir^a 13 - cr,ia. CkM find wmwww4wdwgd lltJ 14' Slric*m -imd lnl 14'
Wpkn nyhlw.i.rtg.wXC 4Y[4eraerN.l'Yl mbamFmmlgkmp.�56
't.GwNER Newberry ERI.Eralrimis LLLP otyrri6r acaam ptrrl Top 911 n9
Ntsne NwiteTry 61Gerpr4es LLLP xaat.ar: 14r!'r tna.n0.
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gyp AS ^.22'434 W 3' 2' FIR,gpe}a.dorsT.an+.t+il 2'S siItY 4ravel witil Wd 1 rnr a N
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SITE Post Office Box 190537 - Boise, Idaho 83719
site.consulting.idaho@gmail.com - 208-440-6276
CONSULTING, LLC
IDWR WELL LOG
2075 Fairview Avenue — North of subject site
Drilled Aug 2001
Static Groundwater 10' Deep
Fw Z10' IDAHOCEPARTMENTOFWATER RESOURCES pmmuis,pny
WELL DRILLER'S REPORT Inwemoof
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