Ammon Foothill MPC_Geotech Report_HLE _SteeleGEOTECHNICAL INVESTIGATION
Steele Property
Located in Ammon, Idaho
PREPARED BY HLE, INC.
800 West Judicial Street Blackfoot, Idaho 83221 (208) 785-2977
101 S. Park Ave. #210 Idaho Falls, Idaho 83402 (208) 524-0212 DEVELOPMENT & DESIGN SURVEY
MATERIALS TESTING & INSPECTION
GEOTECHNICAL & ENVIRONMENTAL
CIVIL & STRUCTURAL ENGINEERING
8-12-21
August 12, 2021
Attn: Nate Meikle
Re: Geotechnical Report for Steele Properties
Mr. Meikle, In accordance with your request, HLE, Inc. has completed a Geotechnical Investigation for the properties owned by Mr. Scott Steele. The property locations are based the following Bonneville County Parcel Numbers:
• RP02N39E190610
• RP02N39E191201
• RP02N38E241848 The purpose of the investigation was to define the characteristics of the soil so that satisfactory substructures can be designed to support the proposed facilities.
It has been a pleasure working with you on this project. Please feel free to contact us about any questions you may have. As a valued client, please let us know how we can better serve your needs. We look forward to working with you on any of your future Civil, Geotechnical or Environmental Engineering projects.
Respectfully Submitted, HLE, INC.
Andrew Ferguson, P.E.
101 Park Avenue, Ste. 210•Idaho Falls,Idaho 83402•Phone:208.524.0212•Fax: 208.524.0229 800 West Judicial Street • Blackfoot,Idaho 83221 • Phone:208.785.2977 • Fax: 208.785.2990460 Lincoln Street • American Falls, Idaho 83211 • Phone:208.226.5764 • Fax: 208.226.5767
LAND & DESIGN SURVEYING | MATERIALS TESTING CIVIL & STRUCTURAL ENGINEERING | 3D SCANNINGHLEINC.COM
Table of Contents
1.0 Executive Summary..............................................................................................1
2.0 Introduction .......................................................................................................... 2
2.1 Purpose and Detailed Scope-of-Service ...................................................... 2
2.2 Project Description ........................................................................................ 3
2.3 Limitations, Exceptions, and User Reliance ................................................ 3
3.0 Site Description ....................................................................................................... 3
3.1 Site Location and Current Property Use ...................................................... 3
3.2 Descriptions of Structures, Roads, Other On-Site Improvements .................... 3
3.3 Site Geology ................................................................................................... 4
3.4 Seismicity ....................................................................................................... 4
4.0 Field Exploration ..................................................................................................... 5
4.1 Exploration Summary .................................................................................... 5
4.2 Exploration Procedures ................................................................................ 5
4.3 Lab Testing ..................................................................................................... 5
4.4 Supplemental Information ............................................................................. 6
4.5 Subsurface Soils ............................................................................................ 6
4.6 Groundwater Table ........................................................................................ 6
5.0 Foundation Recommendations .......................................................................... 6
5.1 Bearing Capacity ............................................................................................ 6
5.2 Structural Fill and Foundation Considerations ........................................... 7
6.0 Site Preparation, Compacted Fill Requirements and Pavement Design ......... 8
6.1 Site Preparation– Foundation, Floor Slab, and Pavement Areas .............. 8
6.2 Wet Weather Construction ............................................................................... 8
6.3 Pavement Design ........................................................................................... 9
7.0 Conclusions ......................................................................................................... 9
APPENDICES
Appendix A - Vicinity Map, Test Hole Map, and Photos
Appendix B - Soil Testing, USDA Soil Survey, Seismic Data, and Geologic Map Appendix C - ASFE Report
Steele Properties – Nate Meikle
HLE, Inc.
1
1.0 Executive Summary
The executive summary provides a brief report of the results of our site investigation, field and laboratory tests, and our analysis and recommendations. This is only a summary and should be read in conjunction with the entire report for correct interpretation of the overall investigation. Based on the data obtained from the test holes and laboratory tests, it is
our opinion that the area of the site, as displayed on the Test Hole Map found in Appendix
A, is suitable for residential buildings and roadways with the recommended remediation. Groundwater Conditions: Groundwater was not encountered any of the seventeen test holes.
Subsurface Soils:
Table 1: Subsurface Soils
TH # 1 – 17
Soil Classification Test Holes Encountered Depths Encountered
Vertical Foundation Pressure
Sandy Silt and Silt w/ Sand (ML) TH# 1, 3, 4,
6-17 0-10 feet 1,500 lbs/ft²
Sandy Silty Clay (CL-ML) TH# 2, 5 0-6 feet 1,500 lbs/ft²
Lean Clay w/ Sand (CL) TH# 5 2-4 feet 1,500 lbs/ft²
Well Graded Gravel w/ Silt and Sand (GW -GM) TH# 2-5, 7 4-10 feet 2,000 lbs/ft²
Building Foundations: Based on data obtained from the test holes and laboratory tests, it is our opinion that with
the recommended remediation, the site is suitable for support of the proposed residential
structures that will place an allowable bearing load of 1,500 psf or less using conventional spot and spread footings bearing directly on re-compacted subsurface material. The exposed subgrade material should be re-compacted to a minimum of 92% of the maximum density as of ASTM D-1557. Sites should be grubbed and cleared of organic
topsoil prior to construction.
Any structural fill placed below footings or slabs shall be in accordance with the structural fill portion of this report and be compacted to a minimum 95% of optimum dry density as determined by ASTM D-1557 “Modified Proctor.”
Building Floor Slabs: Areas within the building should be excavated to sufficient depths to remove all non-native fill, topsoil, and organic material. Any over excavation should be replaced with structural fill. The exposed subgrade material should be re-compacted to a minimum of 92% of the
maximum density as of ASTM D-1557. A clean, free draining granular material should be
installed below all slabs on grade. This material should be a minimum of six inches (6”) thick and compacted to a minimum 95% of the maximum density as determined by ASTM D-1557.
Steele Properties – Nate Meikle
HLE, Inc.
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Pavement Sections: Based on the data obtained from the site and laboratory tests, it is our opinion that the native soil is suitable material for pavement subgrade for anticipated site usage. The City
of Ammon’s pavement ballast requirement is listed below in Table 2, however HLE
recommends the flexible pavement ballast shown in Table 3.
Table 2: Ammon Light Flexible Pavement Section
Layer Traffic Area (inches)
Plant Mix Pavement 2
¾” Crushed Aggregate Base 6
Uncrushed Aggregate Subbase 0
Geotextile Recommended (Yes/No) No
Total 8
Table 3: Recommended Light Flexible Pavement Section
Layer Traffic Area (inches)
Plant Mix Pavement 2.5
¾” Crushed Aggregate Base 4
Uncrushed Aggregate Subbase 10
Geotextile Recommended (Yes/No) No
Total 16.5
Areas of the site which will underlie fill underneath the pavement should be scarified to a
minimum depth of eight inches (8”) and re-compacted to a minimum of 95% of the
maximum density as of ASTM D-698, “Standard Proctor,” or 92% of ASTM D-1557.
2.0 Introduction
2.1 Purpose and Detailed Scope-of-Service
Our purpose in conducting a soils investigation is to accurately define and evaluate
subsurface soil, bedrock, and ground water conditions in the areas of proposed construction, and to describe the engineering geology of the site. This information is used to provide appropriate recommendations for design of the proposed site elements. This investigation included subsurface exploration, soil sampling and testing, laboratory
testing, and engineering analysis and report preparation. The investigation also included
review of local geological studies and records, and visual inspection of the site. The scope of our field exploration included logging and sampling seventeen test holes from the proposed site. The locations of the test holes are shown in Appendix A under
Test Hole Map.
Steele Properties – Nate Meikle
HLE, Inc.
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2.2 Project Description
The proposed site is currently vacant of all improvements. The site will include residential developments with roadways and utility services.
2.3 Limitations, Exceptions, and User Reliance
The results of our investigation, along with pertinent recommendations for bearing capacity of the soils, are outlined in this report. The Associated Soil and Foundation Engineers (ASFE) organization has prepared information regarding geotechnical reports
and a copy of that information has been attached for your review (Appendix C). The user of this report may rely on its findings as they assess the condition of shallow subsurface soils on this site. We believe that the information gathered in this study is
reliable but HLE, Inc. cannot guarantee that it is absolute or exactly precise; our
conclusions are based on the parameters within which the investigation was conducted. No geotechnical investigation can wholly eliminate uncertainty regarding the soils in connection with the target properties. The investigation is intended to reduce, but not eliminate, ambiguity regarding the potential to subsurface conditions in connection with
the properties. The Geotechnical Engineer should be contacted if the field conditions
differ from those encountered during this investigation.
3.0 Site Description
3.1 Site Location and Current Property Use
The proposed site is located east of Ammon, Idaho in existing farmland and covers part
of Sections 19 and 24 of T2N R39 EBM in Bonneville County, Idaho. The site consists of multiple properties totaling approximately 400 acres in size. A Vicinity Map can be found in Appendix A. The land is currently zoned as A-1 according to Bonneville County Planning and Zoning maps. The properties are surrounded by Agricultural and Rural Residential Developments and is used primarily for agricultural farming.
The site usage shall be Residential. The site will consist of residential housing structures
and all associated infrastructure to support said. These may include but are not limited to:
• sanitary and storm sewer infrastructure
• potable and landscape water infrastructure
• power and telecommunication infrastructure
• concrete sidewalks, asphalt parking areas, and landscape areas.
3.2 Descriptions of Structures, Roads, Other On-Site Improvements
The proposed location of the site consists of mostly farm ground with some existing structures including:
• a damaged trailer
• a potato cellar
• workshop for farm equipment
• miscellaneous sheds
Steele Properties – Nate Meikle
HLE, Inc.
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3.3 Site Geology
The upper soils at this site are primarily alluvial-fan deposits (Qaf) consisting of gravel and subordinate sand and silt. The Custom Soil Resource Report for Bonneville County
Area, Idaho conducted by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) classifies and identifies the following soil
profiles for the site as:
• Ammon silt loam o Percent of area: 82.7%
o Parent material: Mixed alluvium
• Potell silt loam o Percent of area: 10.3% o Parent material: Loess
• Bannock loam o Percent of area: 3.9% o Parent material: Mixed alluvium
• Paul silty clay loam
o Percent of area: 1.4% o Parent material: Mixed alluvium These surface soil types were generally consistent with visual inspection down to 10 feet.
The full Custom Soil Resources Report and the Geologic Map of Idaho can be found in Appendix B. Soil grades are flat on the western side of the property and increase to 4 to 12 percent slopes on the eastern side of the site.
3.4 Seismicity
The project is located within seismic design category D as set forth in IBC-2015. The following table defines the seismic design criteria for the site.
Table 4: Seismic Design Category
Seismic Site Summary SS 0.524 g S1 0.168 g
Site Class D
SMS 0.724 g SM1 0.358 g
SDS 0.482 g SD1 0.239 g Seismic Class D PGAM 0.281 g
SS=mapped short period spectral response acceleration S1=mapped spectral response acceleration at 1-second period
SMS=maximum earthquake spectral response acceleration for short periods SM1=maximum earthquake spectral response acceleration at 1-second period SDS=design short-period spectral response acceleration SD1=design spectral response acceleration at 1-second period PGAM=modified peak ground acceleration for specified site class
Steele Properties – Nate Meikle
HLE, Inc.
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4.0 Field Exploration
4.1 Exploration Summary
HLE completed a field exploration to help determine the subsurface soil’s engineering
characteristics and location. Jared Gerdes supervised the subsurface explorations on site
from August 4 through August 5, 2021. The characteristics of the subsurface materials were defined by digging seventeen test holes up to a depth of ten feet or refusal. The test holes were completed utilizing a Bobcat
E45 Mini Excavator. Sandy Silt and/or Silt with Sand was encountered in fifteen test holes
at varying depths up to approximately 10 feet. Clayey soils were encountered in two test holes at varying depths between 0 and 6 feet. Gravely soils were encountered in five test holes at varying depths between 4 and 10 feet. Based on the data obtained from the test holes and field and laboratory tests, and assuming the recommendations given herein
are followed, it is our opinion that the site is suitable for support of the proposed
development.
4.2 Exploration Procedures
An experienced field technician supervised the exploration of the test holes. A continuous log of the subsurface conditions in the test holes was created (Appendix B), and a representative sample of each of the subsurface soils was collected, charted, and
classified in the field using ASTM D 2488 (Unified Soil Classification System) as a guide.
4.3 Lab Testing
After the field investigation, a supplemental laboratory-testing program was conducted to determine additional pertinent physical and engineering properties of the subsurface soil. Laboratory tests were conducted according to current applicable American Society for Testing and Materials (ASTM) specifications. The following test methods and procedures were utilized:
ASTM D4643 - Water Content
ASTM D2488 - Classification of Soils for Engineering Purposes
ASTM C136 - Sieve Analysis of Fine and Coarse Aggregates
ASTM D422 - Standard Test Method for Particle-Size Analysis of Soils
ASTM C117 - Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregate by Washing
ASTM D691 – Dynamic Cone Penetrometer
ASTM D4318 Atterberg Limits Test
Soils logs generated by the field and lab investigation include soil strata, groundwater conditions, and general information regarding each test hole. A continuous log of the subsurface conditions in the test holes was created, and each of the subsurface soils were charted and classified. The boring log, gradation curves, and soil classifications can
be seen in Appendix B.
Steele Properties – Nate Meikle
HLE, Inc.
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4.4 Supplemental Information
Test hole gps locations were documented upon excavation. Soil was not compacted during backfill. Locations have been recorded by HLE’s field technicians and are shown on the Test Hole Map in Appendix A. Test holes located below any structures (building or parking) will need to be re-excavated and backfilled in no more than twelve-inch (12”) lifts
and compacted to a minimum of 95% of the maximum density as of ASTM D-698, “Standard Proctor,” or 92 percent of ASTM D-1557.
4.5 Subsurface Soils
Test holes were dug to a depth of ten feet. The following table depicts the soils encountered and their characteristics in accordance with IBC recommendations.
Table 5: Soil Characteristics
Soil Classification
Vertical Foundation Pressure (psf)
Lateral Bearing Pressure (psf/ft)
Lateral Sliding Resistance
Coefficient of Friction Cohesion (psf)
Sandy Silt and Silt W/Sand (ML) 1,500 100 - 130
Sandy Silty Clay (CL-ML) 1,500 100 - 130
Lean Clay w/Sand (CL) 1,500 100 - 130
Well Graded Gravel w/
Silt and Sand (GW-GM) 2,000 150 0.25 -
4.6 Groundwater Table
Historical Hydrologic data recorded in the vicinity shows static ground water depths varied
from 50 to 116 feet. This data may be found on the Idaho Department of Water Resources Website.
5.0 Foundation Recommendations
5.1 Bearing Capacity
In providing foundation recommendations for the proposed site, consideration has been
given for spot and spread footings bearing on the existing silty soils for an allowable
bearing capacity of 1,500 psf. All topsoil should be excavated exposing the native
subgrade with which should be re-compacted to 92% of the maximum density as
determined by ASTM D-1557. If a higher bearing capacity is required, then HLE should
be contacted for the design of an appropriate structural ballast for beneath the
structures.
Any structural fill shall be in accordance with the structural fill portion of this report and be compacted to a minimum 95% of the maximum density as determined by ASTM D-1557. All topsoil should be excavated removing all organic material. Varying horizons of topsoil
may be encountered in thickness estimates between zero to three feet.
Steele Properties – Nate Meikle
HLE, Inc.
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Minimum depth to top of footing is thirty inches (30”) for frost protection. To accommodate sub grade inconsistencies, a minimum footing width of twenty-four inches (24”) should be
specified for all foundations regardless of loading.
It is recommended that the structure is not placed on topsoil. If any portion of the structure is to be placed on topsoil, it is recommended to have the topsoil removed and any foundations be placed on a compacted structural fill.
5.2 Structural Fill and Foundation Considerations
Placement of any fill material beneath the footing elevation, if necessary, should be
accomplished with a GW or GP Class sandy gravel material, placed in lifts not exceeding eight inches (8”) and compacted to a minimum of 95% of optimum dry density as determined by ASTM D-1557 “Modified Proctor.” A qualified inspector approved by the building official should verify the compaction. The fill should extend a minimum width of
six inches beyond the footing at its base and should widen at an angle of 45° from the
footing base to the bottom of the footing trench. By limiting the total pressure on spread footings to the above-recommended capacities, differential settlement of footings should be within a half inch (1/2”) and total settlement
should not exceed one inch (1”). Under no circumstances should the footings be installed
upon loose or saturated soil, sod, rubbish, construction debris, frozen soil, non-engineered fill, or other deleterious materials, or within ponded water. If unsuitable soils such as rocks larger than twelve inches (12”) in diameter, concrete,
pipe, and other waste materials are encountered in any footing trench, they must be
completely removed and replaced with compacted structural fill. If granular soils become loose or disturbed, they must be properly re-compacted before the footings are placed. It is recommended that site preparation be completed in accordance with Section 6.0 of this report.
Backfill behind any truck dock walls, foundation walls and/or grade beams should be done with a two-inch (2”) minus free draining material with less than 15% passing the #200 sieve.
We recommend that a geotechnical engineer or testing technician from HLE be contacted
to observe the excavation and foundation preparation phases of the project to determine that actual conditions are compatible with those considered for this report and recommendations. Placement of all fill and foundation soil should be observed and tested to confirm that the proper density and depth has been achieved in accordance with this
report.
Steele Properties – Nate Meikle
HLE, Inc.
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6.0 Site Preparation, Compacted Fill Requirements and Pavement Design
6.1 Site Preparation– Foundation, Floor Slab, and Pavement Areas
Prior to placing any structures on the proposed site, any remaining demolition debris and organic materials should be stripped and removed from the proposed structure footprint. Striping operations should extend approximately ten feet (10’) beyond the building
perimeter and to a depth sufficient to remove all organics and other deleterious materials. The entire foundation footprint of any structure should be compacted to an in-place unit weight equal to at least 92.0% on native material and 95.0% on structural fill material of optimum dry density as determined by ASTM D-1557 and tested to verify that the
specified density has been obtained prior to construction. Sufficient quality assurance testing should be performed to ensure that compaction specifications are complied with. Under no circumstances should the footings be installed upon clay, loose or saturated soil, sod, rubbish, construction debris, frozen soil, non-engineered fill, or other deleterious
materials, or within ponded water. If unsuitable soils are encountered, they must be removed and replaced with compacted structural fill. If granular soils become loose or disturbed, they must be properly re-compacted before the footings are placed. Buried irrigation main lines and valves should be kept at least six feet (6’) from bearing
walls. Placement of any fill material beneath the footing elevation, if necessary, should be accomplished with a GW or GP Class sandy gravel material, placed in lifts not exceeding eight inches (8”) and compacted to a minimum of 95% of optimum dry density as
determined by ASTM D-1557 “Modified Proctor.” A qualified inspector approved by the building official should verify the compaction. All areas around the building perimeter shall be graded away from the foundation and no storm water/septic field should be stored or ponded upslope from the foundation, as
excess moisture can increase the risk of slope failure.
6.2 Wet Weather Construction
Wet weather construction conditions may occur from November to April. The natural soil is susceptible to changes in moisture content. During construction, the superficial soils may begin to pump and/or rut. If excessive precipitation creates a situation where the soils have excessive moisture beyond the optimum, construction technique will need to
be modified. The following methods are for wet weather construction:
Restrict traffic over cleared and grubbed areas to tracked vehicles only. Restrict all rubber-tired vehicles from the proposed foundation and pavement areas.
If the moisture content of soils is determined to be too high, the exposed sub grade should
be scarified and/or disked to aerate and accelerate the drying of the soils. This process
Steele Properties – Nate Meikle
HLE, Inc.
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should be repeated as necessary to reduce the moisture content to optimum levels. Once the material is dry it should be proof-rolled before placing structural fill.
If these methods do not work, it may be necessary to over-excavate the problematic soils
and import a non-moisture sensitive sand and gravel. HLE should be contacted to evaluate site conditions and provide recommendations to the owner.
6.3 Pavement Design
The recommendations within this report will reduce but not eliminate all risk associated with paving on these soils. Pavement design is based on the AASHTO Guide for Design
of Pavement Structures 1993.
We recommend stripping any remaining vegetation within areas that are to be paved. Any areas requiring more than fifteen inches (15”) of excavation may be filled with compacted engineered fill in lifts not to exceed (12”). All subgrade materials should be
compacted to a minimum density of 95% of optimum dry density as determined by ASTM
D-698 “Standard Proctor,” or 92% of optimum dry density as determined by ASTM D-1557 “Modified Proctor.” The recommended ballast section described below should be placed on top of this compacted soil.
HLE typically recommends the use of a pit-run base in all ballast sections and
recommends the pavement section presented in Table 3. These pavement recommendations meet the minimum design requirements for the AASHTO pavement design standards. HLE should be notified of any variations to the
recommended pavement sizes. Pavement Materials should consist of materials that
conform to the following sections of the ITD Standard Specifications, latest edition:
• Portland cement shall conform to section 701.
• Asphalt shall conform to section 702 and shall meet the requirements of
Performance Grade 58-28. All base and subbase materials used under the pavement should be compacted to at least 95% of optimum dry density as determined by ASTM D-698 “Standard Proctor,” or 92% of optimum dry density as determined by ASTM D-1557 “Modified Proctor,” at a rate
of 1 test per 10,000 sq. ft. each lift.
7.0 Conclusions
The conclusions and recommendations presented in this report are based upon the field
and laboratory tests, which in our opinion define the characteristics of the subsurface material throughout the site in a satisfactory manner. Please refer to the ASFE information provided with this report concerning the use of your geotechnical evaluation. If during construction, conditions are encountered which appear to differ from those presented in this report, or if the site design layout is changed or significantly adjusted, it is requested
that we be advised in order that appropriate action, including revisions to this report, may be taken. We appreciate the opportunity to provide you with geotechnical services on this project.
Steele Properties – Nate Meikle
HLE, Inc.
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Contact us about performing construction staking, testing, and inspection services once you begin construction.
If you have any questions regarding this report or any of our engineering, testing, or design services please feel free to get in touch with our office or see our web site: www.hleinc.com. Our experienced and knowledgeable staff will be happy to answer any questions that may arise. As a valued client please let us know how we can better serve
your needs. We look forward to working with you again on any of your future Surveying
and Civil, Structural, Geotechnical, or Environmental Engineering projects.
APPENDIX A
APPENDIX B
10 20 30
8/5/21 TO 8/9/21EWJ
10 20 30
LOCATION:
LOGGED BY:
DEGREE OF SATURATION (%)
LIQUID LIMIT (%)LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21EXCAVATOR
SANDY SILT ML
SILT WITH SAND ML
1
DATE:
Not Encountered
HAMMER:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
HOLE SIZE:
STEELE GEOS
DESCRIPTION
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
SHEET
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
1
1
BOREHOLE NUMBER:ELEVATION MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS50 70 90
GRAPHIC LOG PLASTIC LIMIT (%)
90 110 130
SAMPLES20 40 60DEPTH(FEET)
10 20 30
8/5/21 TO 8/9/21EWJ
10 20 30
LOCATION:
LOGGED BY:
DEGREE OF SATURATION (%)
LIQUID LIMIT (%)LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21EXCAVATOR
SANDY SILTY CLAY CL-ML
WELL GRADED GRAVEL WITH SILT AND SAND
GW-GM
1
DATE:
Not Encountered
HAMMER:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
HOLE SIZE:
STEELE GEOS
DESCRIPTION
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
SHEET
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
2
2
BOREHOLE NUMBER:ELEVATION MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS50 70 90
GRAPHIC LOG PLASTIC LIMIT (%)
90 110 130
SAMPLES20 40 60DEPTH(FEET)
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21DATE:
8/5/21 TO 8/9/21EWJ
10 20 30
LOGGED BY:
DEPTH TO WATER:
10 20 30
DEGREE OF SATURATION (%)
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILTY CLAY CL-ML
SILT WITH SAND ML
WELL GRADED GRAVEL WITH SILT AND SAND
GW-GM
1
LOCATION:
HOLE SIZE:
EXCAVATOR
Not Encountered
HAMMER:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
STEELE GEOS
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
SHEET
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
3
3
BOREHOLE NUMBER:ELEVATION MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)SAMPLESDEPTH(FEET)20 40 60
50 70 90
GRAPHIC LOG90 110 130
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21DATE:
8/5/21 TO 8/9/21EWJ
10 20 30
LOGGED BY:
DEPTH TO WATER:
10 20 30
DEGREE OF SATURATION (%)
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILTY CLAY CL-ML
SILT WITH SAND ML
WELL GRADED GRAVEL WITH SILT AND SAND
GW-GM
1
LOCATION:
HOLE SIZE:
EXCAVATOR
Not Encountered
HAMMER:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
STEELE GEOS
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
SHEET
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
4
4
BOREHOLE NUMBER:ELEVATION MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)SAMPLESDEPTH(FEET)20 40 60
50 70 90
GRAPHIC LOG90 110 130
LOCATION:
DATE:
8/5/21 TO 8/9/21EWJ
10 20 30
10 20 30
DEGREE OF SATURATION (%)
LIQUID LIMIT (%)LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21SANDY SILTY CLAY CL-ML
LEAN CLAY WITH SAND
WELL GRADED GRAVEL WITH SILT AND SAND
GW-GM
1
LOGGED BY:
HOLE SIZE:
DEPTH TO WATER:
EXCAVATOR
Not Encountered
HAMMER:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
STEELE GEOS
DESCRIPTION
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
SHEET
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
5
5
BOREHOLE NUMBER:ELEVATION MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTSSAMPLES90 110 130
PLASTIC LIMIT (%)GRAPHIC LOG50 70 90
20 40 60DEPTH(FEET)
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
6
6
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21DATE:
8/5/21 TO 8/9/21EWJ
10 20 30
LOGGED BY:
DEPTH TO WATER:
10 20 30
DEGREE OF SATURATION (%)
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
SILT WITH SAND
WELL GRADED GRAVEL WITH SILT AND SAND
GW-GM
1
LOCATION:
HOLE SIZE:
EXCAVATOR
Not Encountered
HAMMER:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
STEELE GEOS
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
SHEET
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
7
7
BOREHOLE NUMBER:ELEVATION MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)SAMPLESDEPTH(FEET)20 40 60
50 70 90
GRAPHIC LOG90 110 130
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
8
8
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
9
9
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
10
10
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
11
11
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
12
12
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
13
13
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
14
14
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
15
15
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
DEGREE OF SATURATION (%)
EWJ
10 20 30
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21LOCATION:
LIQUID LIMIT (%)
DESCRIPTION
SANDY SILT ML
10 20 30
HAMMER:
SILT WITH SAND ML
1
HOLE SIZE:
8/5/21 TO 8/9/21
Not Encountered
DATE:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DROP:
TYPE OF DRILL RIG:
DEPTH TO WATER:
LOGGED BY:
EXCAVATOR
21-602
PROJECT NAME:
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
1 OF 1
FIGURE:
16
16
SHEET
MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTS PLASTIC LIMIT (%)
50 70 90
ELEVATION90 110 130
DEPTH(FEET)GRAPHIC LOGSAMPLES20 40 60
DEPTH TO WATER:
LOGGED BY:
LOCATION:
DATE:
8/5/21 TO 8/9/21EWJ
DROP:
10 20 30
DEGREE OF SATURATION (%)
1 OF 1
LIQUID LIMIT (%)
10 20 30
FIGURE:
17
17
LAGNGN02 21-602.GPJ LAGNGN02.GDT 8/11/21SANDY SILT ML
SILT WITH SAND ML
1
TYPE OF DRILL RIG:
HOLE SIZE:
EXCAVATOR
Not Encountered
HAMMER:
AMMON ID
DRILLER:
SURFACE ELEVATION:
JARED GERDES
DESCRIPTION
PROJECT NAME:
21-602
Harper-Leavitt Engeering
101 S Park Ave. #210
Idaho Falls, Idaho 83402
208-524-0212 Fax: 208-524-0229
BOREHOLE NUMBER:
SHEET
STEELE GEOS
PROJECT NUMBER:
2
4
6
8
10
12
14
PLASTIC LIMIT (%)ELEVATION MOISTURE (%)
DRY DENSITY (PCF)BLOWCOUNTSDEPTH(FEET)90 110 130
GRAPHIC LOGSAMPLES50 70 90
20 40 60
HARPER - LEAVITT ENGINEERING, INC.
CIVIL & STRUCTURAL AND GEOTECHNICAL ENGINEERING, MATERIALS TESTING & LAND SURVEYING
985 N Capital Ave
P.O. Box 50691
Idaho Falls Idaho 83405
(208) 524-0212 Fax: (208) 524-0229
DCP Data Sheet
Date 8/11/2021
STEELE GEO REPORTS
Job No. 21-602
0'Depth of zero point below surface 17.6 Hammer Weight
ML Material Classification Overcast Weather
n/a Pavement conditions n/a Water Table Depth
GL Personel Location TH-01
Line
Number
of Blows
Cumulative
Penetration
(mm)
Penetration
Between
Readings
(mm)
Penetration
Per Blow
(mm)
Hammer
Factor
DCP
Index
mm/blow
CBR
%
Moisture
%
CBR #1
1 0 100 -- - - - 11.1
2 5 230 130 26 1 26 8 11.1
3 5 280 50 10 1 10 22 11.1
4 5 330 50 10 1 10 22 11.1
5 5 360 30 6 1 6 39 11.1
6 5 410 50 10 1 10 22 11.1
7 5 480 70 14 1 14 15 11.1
8 5 560 80 16 1 16 13 11.1
9 5 650 90 18 1 18 11 11.1
10 5 740 90 18 1 18 11 11.1
11 5 810 70 14 1 14 15 11.1
12 5 890 80 16 1 16 13 11.1
13 5 950 60 12 1 12 18 11.1
Avg CBR 23
Avg. CBR All Readings 18
Avg CBR 18
HARPER - LEAVITT ENGINEERING, INC.
CIVIL & STRUCTURAL AND GEOTECHNICAL ENGINEERING, MATERIALS TESTING & LAND SURVEYING
985 N Capital Ave
P.O. Box 50691
Idaho Falls Idaho 83405
(208) 524-0212 Fax: (208) 524-0229
DCP Data Sheet
Date 8/11/2021
STEELE GEO REPORTS
Job No. 21-602
0'Depth of zero point below surface 17.6 Hammer Weight
ML Material Classification Overcast Weather
n/a Pavement conditions n/a Water Table Depth
GL Personel Location TH-01
Line
Number
of Blows
Cumulative
Penetration
(mm)
Penetration
Between
Readings
(mm)
Penetration
Per Blow
(mm)
Hammer
Factor
DCP
Index
mm/blow
CBR
%
Moisture
%
CBR #1
1 0 100 -- - - - 11.1
2 5 260 160 32 1 32 6 11.1
3 5 350 90 18 1 18 11 11.1
4 5 460 110 22 1 22 9 11.1
5 5 560 100 20 1 20 10 11.1
6 5 730 170 34 1 34 6 11.1
7 5 820 90 18 1 18 11 11.1
8 5 890 70 14 1 14 15 11.1
9 5 950 60 12 1 12 18 11.1
Avg CBR 9
Avg. CBR All Readings 11
Avg CBR 11
HARPER - LEAVITT ENGINEERING, INC.
CIVIL & STRUCTURAL AND GEOTECHNICAL ENGINEERING, MATERIALS TESTING & LAND SURVEYING
985 N Capital Ave
P.O. Box 50691
Idaho Falls Idaho 83405
(208) 524-0212 Fax: (208) 524-0229
DCP Data Sheet
Date 8/11/2021
STEELE GEO REPORTS
Job No. 21-602
0'Depth of zero point below surface 17.6 Hammer Weight
ML Material Classification Overcast Weather
n/a Pavement conditions n/a Water Table Depth
GL Personel Location TH-01
Line
Number
of Blows
Cumulative
Penetration
(mm)
Penetration
Between
Readings
(mm)
Penetration
Per Blow
(mm)
Hammer
Factor
DCP
Index
mm/blow
CBR
%
Moisture
%
CBR #1
1 0 100 -- - - - 11.1
2 5 310 210 42 1 42 4 11.1
3 5 450 140 28 1 28 7 11.1
4 5 670 220 44 1 44 4 11.1
5 5 840 170 34 1 34 6 11.1
6 5 980 140 28 1 28 7 11.1
Avg CBR 5
Avg. CBR All Readings 6
Avg CBR 6
DCP TEST DATA
File Name:
Project:STEELE GEO REPORTS Date: 11-Aug-21
Location: TH-01 Soil Type(s):ML
No. of Accumulative Type of
Blows Penetration Hammer
(mm)
0 100 1
5 230 1
5 280 1
5 330 1
5 360 1
5 410 1
5 480 1
5 560 1
5 650 1
5 740 1
5 810 1
5 890 1
5 950 1
5 1
5 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0
5
10
15
20
25
30
35
40
0.1 1.0 10.0 100.0
0
127
254
381
508
635
762
889
1016
0.1 1.0 10.0 100.0DEPTH, in.CBR
DEPTH, mm10.1 lbs.
17.6 lbs.
Both hammers used
Soil TypeCH
CL
All other soils
Hammer
0
5
10
15
20
25
30
35
40
0 1000 2000 3000 4000 5000 6000 7000
DEPTH, inBEARING CAPACITY, psf
Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955)
DCP TEST DATA
File Name:
Project:STEELE GEO REPORTS Date: 11-Aug-21
Location: TH-01 Soil Type(s):ML
No. of Accumulative Type of
Blows Penetration Hammer
(mm)
0 100 1
5 260 1
5 350 1
5 460 1
5 560 1
5 730 1
5 820 1
5 890 1
5 950 1
0 0 1
0 0 1
0 0 1
5 0 1
5 1
5 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0
5
10
15
20
25
30
35
40
0.1 1.0 10.0 100.0
0
127
254
381
508
635
762
889
1016
0.1 1.0 10.0 100.0DEPTH, in.CBR
DEPTH, mm10.1 lbs.
17.6 lbs.
Both hammers used
Soil TypeCH
CL
All other soils
Hammer
0
5
10
15
20
25
30
35
40
0 500 1000 1500 2000 2500 3000 3500 4000
DEPTH, inBEARING CAPACITY, psf
Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955)
DCP TEST DATA
File Name:
Project:STEELE GEO REPORTS Date: 11-Aug-21
Location: TH-01 Soil Type(s):ML
No. of Accumulative Type of
Blows Penetration Hammer
(mm)
0 100 1
5 310 1
5 450 1
5 670 1
5 840 1
5 980 1
0 0 1
0 0 1
0 0 1
0 0 1
0 0 1
0 0 1
5 0 1
5 1
5 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0
5
10
15
20
25
30
35
40
0.1 1.0 10.0 100.0
0
127
254
381
508
635
762
889
1016
0.1 1.0 10.0 100.0DEPTH, in.CBR
DEPTH, mm10.1 lbs.
17.6 lbs.
Both hammers used
Soil TypeCH
CL
All other soils
Hammer
0
5
10
15
20
25
30
35
40
0 500 1000 1500 2000
DEPTH, inBEARING CAPACITY, psf
Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955)
GRAIN SIZE IN MILLIMETERS
1401/2 20031.5
U.S. SIEVE OPENING IN INCHES
P
E
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
1 20
1Figure No.
LL
6
U.S. SIEVE NUMBERS
1416 70
0.4
0.1
0.4
78.4
0.2
COBBLES GRAVEL
MC%PL
4 103/4 50 10082
HYDROMETER
4033/84 6 30
0.0010.010.1110100
0
10
20
30
40
50
60
70
80
90
100
medium
SANDY SILT ML
SILT with SAND ML
SANDY SILTY CLAY CL-ML
LEAN CLAY with SAND CL
NP
NP
21
19
%Silt
Specimen Identification
Specimen Identification
D100
D60
1
1
2
2
5
1.0
6.0
4.0
8.0
2.0
PI
PI
4.75
4.75
4.75
75.00
4.75
60.7
70.3
63.5
7.5
71.1
coarse
26
14
6
NP
NP
D10
33
NP
NP<
<
<
<
<
fine
1.0
6.0
4.0
8.0
2.0
30.15
255.3
Cc Cu
fine
2
PROJECT JOB NO.
DATE 8/11/21
21-602STEELE GEOS - AMMON ID
Idaho Falls, Idaho 83402
%Sand
Classification
37.04
SAND SILT OR CLAYcoarse
%Clay
GRADATION CURVES
D30
5
39.3
PL
1
1
28.9
15.3
29.7
0.118111.484
2
36.5
SANDY SILT ML
SILT with SAND ML
SANDY SILTY CLAY CL-ML
LEAN CLAY with SAND CL
NP
NP
21
19
%Silt
fine
D60
1
1
2
2
5
1.0
6.0
4.0
8.0
2.0
fine
%Gravel
Harper-Leavitt Engeering
4.75
4.75
4.75
75.00
4.75
60.7
70.3
63.5
7.5
71.1
D10
medium
33
%SandD100
14
6
NP
26
NP
NP<
<
<
<
<
coarse
NP
6.0
4.0
8.0
2.0
30.15
255.3
Cc CuSpecimen Identification
Specimen Identification
2
LL
0.4
0.1
0.4
78.4
0.2
COBBLES GRAVEL
MC%
Classification
37.04
SAND SILT OR CLAYcoarse
%Clay
GRADATION CURVES
D30
1.0
29.7
%Gravel
2
1
1
28.9
36.5
39.3
0.118111.484
5
15.3
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Bonneville
County Area,
Idaho
Natural
Resources
Conservation
Service
July 20, 2021
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Bonneville County Area, Idaho.......................................................................13
1—Ammon silt loam, 0 to 2 percent slopes.................................................13
2—Ammon silt loam, 2 to 4 percent slopes.................................................14
6—Bannock loam........................................................................................15
28—Paul silty clay loam..............................................................................16
34—Potell silt loam, 0 to 4 percent slopes..................................................17
35—Potell silt loam, 4 to 12 percent slopes................................................18
References............................................................................................................20
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
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identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
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Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
481510048153004815500481570048159004816100481630048165004815100481530048155004815700481590048161004816300424600 424800 425000 425200 425400 425600 425800 426000 426200 426400 426600 426800
424600 424800 425000 425200 425400 425600 425800 426000 426200 426400 426600
43° 29' 52'' N 111° 56' 0'' W43° 29' 52'' N111° 54' 19'' W43° 29' 4'' N
111° 56' 0'' W43° 29' 4'' N
111° 54' 19'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84
0 500 1000 2000 3000Feet
0 150 300 600 900Meters
Map Scale: 1:10,400 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Bonneville County Area, Idaho
Survey Area Data: Version 16, Jun 4, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 5, 2020—Jun 11,
2020
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
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Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
1 Ammon silt loam, 0 to 2 percent
slopes
337.2 82.7%
2 Ammon silt loam, 2 to 4 percent
slopes
15.7 3.9%
6 Bannock loam 6.9 1.7%
28 Paul silty clay loam 5.8 1.4%
34 Potell silt loam, 0 to 4 percent
slopes
8.4 2.1%
35 Potell silt loam, 4 to 12 percent
slopes
33.6 8.2%
Totals for Area of Interest 407.6 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
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11
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
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Bonneville County Area, Idaho
1—Ammon silt loam, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2tkn
Elevation: 4,200 to 5,800 feet
Mean annual precipitation: 8 to 12 inches
Mean annual air temperature: 41 to 46 degrees F
Frost-free period: 94 to 126 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Ammon and similar soils:80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Ammon
Setting
Landform:Fan remnants
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
A1 - 0 to 5 inches: silt loam
A2 - 5 to 15 inches: silt loam
C1 - 15 to 40 inches: silt loam
C2 - 40 to 60 inches: silt loam
Properties and qualities
Slope:0 to 2 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.57 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum:5.0
Available water capacity:High (about 12.0 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 6c
Hydrologic Soil Group: B
Hydric soil rating: No
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2—Ammon silt loam, 2 to 4 percent slopes
Map Unit Setting
National map unit symbol: 2tl0
Elevation: 4,200 to 5,800 feet
Mean annual precipitation: 8 to 12 inches
Mean annual air temperature: 41 to 46 degrees F
Frost-free period: 94 to 126 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Ammon and similar soils:80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Ammon
Setting
Landform:Fan remnants
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
A1 - 0 to 5 inches: silt loam
A2 - 5 to 15 inches: silt loam
C1 - 15 to 40 inches: silt loam
C2 - 40 to 60 inches: silt loam
Properties and qualities
Slope:2 to 4 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.57 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum:5.0
Available water capacity:High (about 12.0 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 6c
Hydrologic Soil Group: B
Hydric soil rating: No
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6—Bannock loam
Map Unit Setting
National map unit symbol: 2tm9
Elevation: 4,200 to 5,900 feet
Mean annual precipitation: 8 to 13 inches
Mean annual air temperature: 39 to 46 degrees F
Frost-free period: 90 to 130 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Bannock and similar soils:75 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Bannock
Setting
Landform:Flood plains
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
A1 - 0 to 2 inches: loam
A2 - 2 to 7 inches: loam
Bw - 7 to 13 inches: silt loam
Bk1 - 13 to 23 inches: gravelly loam
2Bk2 - 23 to 60 inches: extremely gravelly coarse sand
Properties and qualities
Slope:0 to 2 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.57 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:25 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum:5.0
Available water capacity:Low (about 5.2 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 6c
Hydrologic Soil Group: B
Hydric soil rating: No
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28—Paul silty clay loam
Map Unit Setting
National map unit symbol: 2tl9
Elevation: 4,500 to 5,000 feet
Mean annual precipitation: 10 to 12 inches
Mean annual air temperature: 41 to 45 degrees F
Frost-free period: 90 to 120 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Paul and similar soils:90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Paul
Setting
Landform:Flood plains
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
Ap1 - 0 to 5 inches: silty clay loam
Ap2 - 5 to 13 inches: silty clay loam
Bk1 - 13 to 45 inches: silty clay loam
Bk2 - 45 to 60 inches: silt loam
Properties and qualities
Slope:0 to 2 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.57 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:OccasionalNone
Frequency of ponding:None
Calcium carbonate, maximum content:25 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum:8.0
Available water capacity:High (about 10.9 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 6c
Hydrologic Soil Group: B
Hydric soil rating: No
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34—Potell silt loam, 0 to 4 percent slopes
Map Unit Setting
National map unit symbol: 2tlj
Elevation: 4,500 to 6,500 feet
Mean annual precipitation: 8 to 13 inches
Mean annual air temperature: 41 to 45 degrees F
Frost-free period: 80 to 100 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Potell and similar soils:90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Potell
Setting
Landform:Hillslopes
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Loess
Typical profile
Ap - 0 to 6 inches: silt loam
Bk1 - 6 to 10 inches: silt loam
Bk2 - 10 to 20 inches: silt loam
Bk3 - 20 to 43 inches: silt loam
Bk4 - 43 to 60 inches: silt loam
Properties and qualities
Slope:0 to 4 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.57 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:25 percent
Maximum salinity:Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm)
Sodium adsorption ratio, maximum:13.0
Available water capacity:High (about 12.0 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 6c
Hydrologic Soil Group: B
Ecological site: R011XB001ID - LOAMY 8-12 - Provisional
Hydric soil rating: No
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35—Potell silt loam, 4 to 12 percent slopes
Map Unit Setting
National map unit symbol: 2tlk
Elevation: 4,500 to 6,500 feet
Mean annual precipitation: 8 to 13 inches
Mean annual air temperature: 41 to 45 degrees F
Frost-free period: 80 to 100 days
Farmland classification: Not prime farmland
Map Unit Composition
Potell and similar soils:90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Potell
Setting
Landform:Hillslopes
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Loess
Typical profile
Ap - 0 to 6 inches: silt loam
Bk1 - 6 to 10 inches: silt loam
Bk2 - 10 to 20 inches: silt loam
Bk3 - 20 to 43 inches: silt loam
Bk4 - 43 to 60 inches: silt loam
Properties and qualities
Slope:4 to 12 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.57 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:25 percent
Maximum salinity:Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm)
Sodium adsorption ratio, maximum:13.0
Available water capacity:High (about 12.0 inches)
Interpretive groups
Land capability classification (irrigated): 6e
Land capability classification (nonirrigated): 6c
Hydrologic Soil Group: B
Ecological site: R011XB001ID - LOAMY 8-12 - Provisional
Hydric soil rating: No
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Custom Soil Resource Report
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References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
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Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
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United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
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home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
20
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
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Custom Soil Resource Report
21
Latitude, Longitude: 43.4932, -111.9206
Date 8/11/2021, 5:37:18 PM
Design Code Reference Document IBC-2012
Risk Category II
Site Class D - Stiff Soil
Type Value Description
SS 0.524 MCER ground motion. (for 0.2 second period)
S1 0.168 MCER ground motion. (for 1.0s period)
SMS 0.724 Site-modified spectral acceleration value
SM1 0.358 Site-modified spectral acceleration value
SDS 0.482 Numeric seismic design value at 0.2 second SA
SD1 0.239 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC D Seismic design category
Fa 1.381 Site amplification factor at 0.2 second
Fv 2.127 Site amplification factor at 1.0 second
PGA 0.201 MCEG peak ground acceleration
FPGA 1.398 Site amplification factor at PGA
PGAM 0.281 Site modified peak ground acceleration
TL 6 Long-period transition period in seconds
SsRT 0.524 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 0.541 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.5 Factored deterministic acceleration value. (0.2 second)
S1RT 0.168 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.164 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.6 Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS 0.969 Mapped value of the risk coefficient at short periods
CR1 1.025 Mapped value of the risk coefficient at a period of 1 s
U.S. Seismic Design Maps https://seismicmaps.org/
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for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website.
U.S. Seismic Design Maps https://seismicmaps.org/
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APPENDIX C