HomeMy WebLinkAbout019 Geotechnical ReportMONTANA | WASHINGTON | IDAHO | NORTH DAKOTA | PENNSYLVANIA
JOB NO. B23-079-002 February 2024
REPORT OF GEOTECHNICAL INVESTIGATION
CLIENT
ENGINEER
S2K Miller Holding, LLC
4643 S Ulster St., Ste. 1500
Denver, CO 80237
Craig R. Nadeau, PE
Craig.nadeau@tdhengineering.com
REPORT OF GEOTECHNICAL INVESTIGATION
PROJECT NAME
PROJECT LOCATION 406.586.0277
tdhengineering.com
234 E Babcock St, Suite 3
Bozeman, MT 59715
SALVATION ARMY – 19TH AVENUE NORTH
BOZEMAN, MONTANA
Salvation Army – 19th Avenue North Table of Contents
Bozeman, Montana i
Table of Contents
1.0 EXECUTIVE SUMMARY ......................................................................................................... 1
2.0 INTRODUCTION ..................................................................................................................... 2
2.1 Purpose and Scope .......................................................................................................... 2
2.2 Project Description ........................................................................................................... 2
3.0 SITE CONDITIONS ................................................................................................................. 3
3.1 Geology and Physiography .............................................................................................. 3
3.2 Surface Conditions ........................................................................................................... 4
3.3 Subsurface Conditions ..................................................................................................... 4
3.3.1 Soils ......................................................................................................................... 4
3.3.2 Ground Water ......................................................................................................... 6
4.0 ENGINEERING ANALYSIS .................................................................................................... 7
4.1 Introduction ....................................................................................................................... 7
4.2 Site Grading and Excavations.......................................................................................... 7
4.3 Conventional Shallow Foundations ................................................................................. 7
4.4 Foundation Walls.............................................................................................................. 8
4.5 Interior Floor Slabs and Exterior Flatwork ....................................................................... 8
4.6 Pavements ....................................................................................................................... 8
5.0 RECOMMENDATIONS ......................................................................................................... 10
5.1 Site Grading and Excavations........................................................................................ 10
5.2 Conventional Shallow Foundations ............................................................................... 11
5.3 Foundation Walls............................................................................................................ 12
5.4 Interior Slabs and Exterior Flatwork ............................................................................... 13
5.5 Pavements ..................................................................................................................... 14
5.6 Continuing Services ....................................................................................................... 15
6.0 SUMMARY OF FIELD AND LABORATORY STUDIES ....................................................... 17
6.1 Field Explorations ........................................................................................................... 17
6.2 Laboratory Testing ......................................................................................................... 17
7.0 LIMITATIONS ........................................................................................................................ 19
Salvation Army – 19th Avenue North Appendix
Bozeman, Montana ii
APPENDIX
Boring Location Map (Figure 1)
Logs of Exploratory Borings (Figures 2 through 7)
Laboratory Test Data (Figures 8 through 12)
LTTPBind Online PG Asphalt Binder Analysis Summary
Soil Classification and Sampling Terminology for Engineering Purposes
Classification of Soils for Engineering Purposes
Salvation Army – 19th Avenue North Executive Summary
Bozeman, Montana Page 1
REPORT OF GEOTECHNICAL INVESTIGATION
SALVATION ARMY – 19TH AVENUE NORTH
BOZEMAN, MONTANA
1.0 EXECUTIVE SUMMARY
During the geotechnical investigation for the new construction of Salvation Army on 19th Avenue
North in Bozeman, Montana, it was found that the predominant soil types are lean clay and silt,
which overlie gravel. Ground water was not encountered in any of the six borings performed to the
maximum exploratory depth of 11.5 feet. The main geotechnical concern for this project is the
presence of lean clay and silt, which exhibited high strain percentages during a consolidation test
conducted in the laboratory. The seismic site class is C, indicating a low risk of seismically induced
liquefaction or soil settlement, thus additional evaluation is not necessary. Detailed boring logs and
laboratory test results are provided in this report.
The project is planned to include a single, two-story building consisting of a gym, classrooms, and
offices. Structural loads for the building had not been developed at the time of this report. However,
for the purpose of our analysis, we have assumed that the wall loads will be less than 4,000 pounds
per lineal foot, and column loads will be less than 100 kips. There will be access roads at the
northeast corner and southwest corner of the parcel along with parking spaces south of the planned
location of the building. All access roads and parking lots are anticipated to utilize asphalt
pavement. Detailed recommendations and preparations are provided in this report.
A shallow foundation system bearing on structural fill or native gravel is suitable for the new
structure. Footings bearing on either native gravel or structural fill extending to native gravel may be
designed using a maximum recommended allowable bearing pressure of 4,000 psf provided the
recommendations included in this report are followed. The removal of the native silt and clay soils
are intended to address settlement concerns associated with these materials. Over-excavation
depths to remove the clay soils are anticipated to extend two to three feet below the level of
conventional frost depth footings for most locations but could be as much as six feet in the west
side of the center portion of the property near B-3. Alternative subgrade improvement methods
such as engineered aggregate piers (EAPs) can be considered as an alternative to the complete
removal of the fine-grained soils but will require specialized design by others.
Salvation Army – 19th Avenue North Introduction
Bozeman, Montana Page 2
2.0 INTRODUCTION
2.1 Purpose and Scope
This report presents the results of our geotechnical study for the planned Salvation Army building
located at 910 N 19th Avenue in Bozeman, Montana. The purpose of our geotechnical study was to
determine the general surface and subsurface conditions at the proposed site and to develop
geotechnical engineering recommendations for support of the proposed building and design of
related facilities. This report describes the field exploration process, the surface and subsurface
conditions encountered, laboratory analyses conducted, and presents our recommendations for the
proposed foundations and related site developments.
Our fieldwork included advancing six borings located at the proposed site. Samples were obtained
from the borings and returned to our laboratory in Great Falls for testing. Laboratory testing was
performed on selected soil samples to determine the engineering properties of the subsurface
materials. The information obtained during our field investigation and laboratory testing was used to
develop recommendations for the design of the proposed foundation systems and pavements.
2.2 Project Description
It is our understanding that the proposed project consists of a single, two-story building that includes
a gym, offices, and classrooms. Limited information regarding the internal design of the structure
was available during the preparation of this report. The structure is proposed to be supported on
conventional shallow foundations and slab-on-grade construction. Preliminary foundation loads
were not available during the time of this report. Based on our experience with similar construction,
we have assumed that wall loads will be less than 4,000 pounds per lineal foot and column loads, if
any, will be less than 100 kips. If assumed design values vary from the actual project parameters,
the recommendations presented in this report should be re-evaluated.
Based on preliminary drawings, site development will include removal of topsoil and fill materials. If
the locations or conditions are significantly different from those described in this report, we should
be notified to re-evaluate the recommendations contained in this report.
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Bozeman, Montana Page 3
3.0 SITE CONDITIONS
3.1 Geology and Physiography
The site is geologically characterized as alluvial deposits (Qafo and Qabo) that are comprised of
two distinct units. The upper unit (Qafo) is comprised of fine-grained silt and lean clay with a
variable sand fraction. These soils exhibited non-plastic to high plasticity and high shrinkage
potential. The upper silt and lean clay unit is underlain by a lower gravel unit that is dense to very
dense. According to the geologic map below, bedrock of the Maidson Valley member (Tscmv) is
displayed. However, bedrock was not encountered during the field investigation.
Geologic Map of the Bozeman 30’ x 60’ Quadrangle Southwestern Montana
(Vuke, Lonn, Berg, Schmidt, 2014)
Based on the subsurface conditions encountered, the site falls under seismic Site Class C. The
structural engineer should utilize the site classification above to determine the appropriate seismic
design data for use on this project in accordance with current applicable building codes. The
likelihood of seismically-induced soil liquefaction or settlement for this project is low and does not
SITE
Salvation Army – 19th Avenue North Site Conditions
Bozeman, Montana Page 4
warrant additional evaluation.
3.2 Surface Conditions
At the time of our site investigation, the proposed project site was generally undeveloped apart from
fill placement near the south end of the project’s site and occasional utilities trenches typical of
service installations to nearby residences. Based on available Google Earth imagery and site
observations, the site appears to slope downward toward the east edge of the parcel. The
topography is best described as flat with a change in elevation of approximately 5 feet.
3.3 Subsurface Conditions
3.3.1 Soils
The stratigraphic profiles typically consist of a thick layer of surface vegetation and topsoil,
which overlay silt, lean clay, and gravel. The depth and thickness of these alluvial materials
vary across the development site. Borings revealed gravel at depths ranging from 5.5 to
10.5 feet. No bedrock was encountered during the field investigation, and the maximum
depth explored was 11.5 feet.
The silt and lean clay encountered have the potential to cause the greatest challenge with
site development. These soils exist at the anticipated bearing elevation for the structure and
are anticipated to be the subgrade of flexible pavements. The silt and lean clay
management is discussed in the recommendations section below.
The subsurface soils are described in detail on the enclosed boring logs and are
summarized below. The stratification lines shown on the logs represent approximate
boundaries between soil types, and the actual in situ transition may be gradual vertically or
discontinuous laterally.
LIGHT VEGETATION AND TOPSOIL
Light vegetation and topsoil were encountered in all borings. This soil generally consists of
silt, lean clay, or gravel soils with high organic content. This material extends to depths
ranging from 0.4 to 2.6 feet and should anticipate the need for complete stripping during
construction.
FILL MATERIAL
Fill material was encountered to depths ranging from 2.0 to 2.6 feet in three of the six
borings. The composition of the fill material generally consisted of gravel with varying
percentages of sand and clay.
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Bozeman, Montana Page 5
LEAN CLAY
At depths ranging from 2.0 to 2.6 feet, we encountered a layer of lean clay. This layer varied
in thickness from 4.2 to 7.9 feet. The composition of the lean clay varies slightly in terms of
percentages of sand. The lean clay was very soft to medium stiff as indicated by penetration
resistance values which ranged from 1 to 8 bpf with an average of 5 bpf. The natural
moisture content ranged from 7.4 to 26.2 percent with an average of 18.8 percent.
Based on a liquid limit of 47 percent and a plasticity index of 27 percent, the fines in the
sample were predominantly lean clay of high plasticity.
SILT
At a depth of approximately 1.0 feet, we encountered a layer of silt. This layer varied in
thickness from 4.5 to 5.7 feet. The composition of the silt varies slightly in terms of
percentages of sand. The silt was medium stiff as indicated by penetration resistance values
which were 5 and 8 blows per foot (bpf). The natural moisture content was 10.1 and 18.6
percent. One sample of the material contained:
• Gravel: 2.8 percent
• Sand: 27.9 percent
• Fines (clay and silt): 69.3 percent
A single sample of this materials was determined to be granular and non-plastic. The
sample was classified as an A-4 (0) soil type according to the American Association of State
Highway and Transportation Officials (AASHTO) classification.
One consolidation test was performed on a silt sample, yielding an approximate strain of 3.4
percent under an applied pressure of 8,000 psf. These results indicate that settlement risk
for foundations within the development is moderate to high; however, the sample tested
may not be indicative of the most compressible materials encountered.
GRAVEL
At depths ranging from 5.5 to 10.5 feet, we encountered gravel. The drilling generally
concluded in the gravel, except for two shallow borings where gravel was not encountered.
The composition of the gravel varies in terms of percentages of cobbles, gravel, sand, silt,
and clay. The gravel was dense to very dense as indicated by penetration resistance values
that ranged from 40 to 63 bpf with an average of 50 bpf. The natural moisture content
ranged from 2.5 to 3.3 percent with an average of 2.8 percent. The proportion of large
cobbles and gravels differed slightly across the site, and not all locations matched the
percentages found in the tested sample. One sample of the material contained:
• Gravel: 64.3 percent
• Sand: 28.5 percent
• Fines (clay and silt): 7.2 percent
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Bozeman, Montana Page 6
Based on the percentages, one sample was classified as well-graded.
3.3.2 Ground Water
Ground water was not encountered in any of the six borings to the maximum exploratory
depth of 11.5 feet below the ground surface. The presence or absence of observed ground
water may be directly related to the time of the subsurface investigation. Numerous factors
contribute to seasonal ground water occurrences and fluctuations, and the evaluation of
such factors is beyond the scope of this report.
Salvation Army – 19th Avenue North Engineering Analysis
Bozeman, Montana Page 7
4.0 ENGINEERING ANALYSIS
4.1 Introduction
The main geotechnical concern for this project is the presence of very soft and compressible clay
and silt soils beneath the proposed structure. Given the size of the building and the assumed
foundation loads, settlements become a primary concern. In our professional opinion, native clay
and silt soils are not suitable to directly supporting the planned structure. Based on engineering
analyses using laboratory testing results and the assumed loads, estimates indicate conventional
shallow foundations supported directly on native lean clay and silt could experience settlements
exceeding one inch. Therefore, subsurface improvements are necessary to ensure adequate
foundation performance. Optimal slab performance will be realized when the fine-grained soils are
removed and replaced with alternative non-expansive granular fill materials.
4.2 Site Grading and Excavations
The ground surface at the proposed site is relatively flat with a slight decline to the eastern edge of
the parcel and an elevation change of approximately 5 feet. Based on our field investigation, topsoil,
lean clay, and silt soils will be encountered in foundation excavations to the depths anticipated.
Ground water should be below the anticipated depths of conventional footing excavations
depending on final site grading but may be encountered in deeper utility trenches. However,
depending on the time of year and depth of excavations, occasional pockets of trapped or perched
ground water associated with recent precipitation events should also be anticipated.
4.3 Conventional Shallow Foundations
Considering the subsurface conditions encountered and the nature of the proposed construction,
the structure can be supported on conventional shallow foundations bearing on properly compacted
native gravel or structural fill extending to native gravel. Some variability in the depth to gravel were
seen across the property; thus, actual excavation depths and structural fill thicknesses may vary
depending on fluctuations in the surface clay and silt thicknesses, existing fill which has been
placed on the site, and the final site layout and finished floor elevation for the structure.
Based on our experience, the theory of elasticity, and using an allowable bearing pressure of 4,000
psf, we estimate the total settlement for footings will be less than ¾-inch when supported on
properly compacted native gravel or properly compacted structural fill extending to native gravel.
Depending on variations in foundation loads, differential settlement within the structure should be on
the order of one-half this magnitude.
The lateral resistance of spread footings is controlled by a combination of sliding resistance
between the footing and the foundation material at the base of the footing and the passive earth
pressure against the side of the footing in the direction of movement. Design parameters are given
in the recommendations section of this report.
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Bozeman, Montana Page 8
4.4 Foundation Walls
Based on the preliminary project plans provided, the structure is assumed to utilize conventional
shallow foundations and interior slabs-on-grade; thus, foundation walls which will retain differential
soil heights are not anticipated for this project. If soil retaining structures are needed in the design of
the final structure, we should be consulted to provide the appropriate design recommendations.
4.5 Interior Floor Slabs and Exterior Flatwork
Once the topsoil and fill materials are removed for this project, varying thickness of native clay and
silt being 4.2 to 7.9 feet will remain. These materials are considered very soft to medium stiff and
may produce long-term settlements when left in place beneath slabs; however, settlements can be
reduced with adequate base course gravel and a separation fabric. At a minimum, a woven
geotextile separating the native clay and silt soils from a minimum thickness of 24 inches of properly
compacted base course gravels should be incorporated beneath slab-on-grade construction. This
will provide a structural cushion, a capillary-break from the subgrade, and a drainage medium. The
geotextile will also help to maintain separation between the underslab gravels and the native clay
and silt while helping to reinforce the underslab gravel and improve long-term performance. With
this option, some risk of settlement for interior slabs remains but is not anticipated to exceed typical
performance standards for similar construction.
If no acceptable risk of slab movements can be accepted for the project, optimal performance will
be realized through the complete removal and replacement of the native clay and silt with non-
expansive structural fill.
While exterior flatwork would benefit from the improvements outlined above, we understand that this
may be cost prohibitive to the project. Exterior flatwork can generally tolerate greater vertical
movements without significantly impacting their function or performance; thus, it is our opinion that
conventional slab-on-grade construction consisting of a minimum of six inches of base gravel
overlying prepared native soils may be utilized for exterior concrete applications when the Owner is
willing to accept the risk of potential slab movements. Such construction should anticipate the
potential for greater maintenance and possible replacement of exterior concrete should resulting
displacements be considered excessive.
4.6 Pavements
A pavement section is a layered system designed to distribute concentrated traffic loads to the
subgrade. Performance of the pavement structure is directly related to the physical properties of the
subgrade soils and the magnitude and frequency of traffic loadings. Pavement design procedures
are based on strength properties of the subgrade and pavement materials, along with the design
traffic conditions. Traffic information was not available at the time of this report. We have assumed
that traffic for parking lots and access roads will be limited to passenger-type vehicles with
occasional truck traffic associated with building services, deliveries, trash collection, and other
Salvation Army – 19th Avenue North Engineering Analysis
Bozeman, Montana Page 9
services. The asphalt pavement sections provided have been prepared using a maximum
anticipated equivalent single axle loading (ESAL) of 50,000 over a 20-year design life of the
pavements. If the assumed design values vary from the actual project parameters, the
recommendations presented in this report should be re-evaluated.
The anticipated subgrade material is lean clay and silt containing varying amounts of sand. The
single silt sample tested, classified as an A-4 soils with a group index of 0 in accordance with the
American Association of State Highway and Transportation Officials (AASHTO) classification.
AASHTO considers this soil category to be a poor subgrade material with poor drainage properties,
high moisture sensitivity, and moderate frost susceptibility. However, the clay soils observed on site
are more likely classified as either A-6 or A-7 soils but represent a similar overall subgrade quality
and risks compared to the silt. It will be necessary to properly prepare the native soil prior to
placing materials associated with the pavement section. The fine-grained soils exhibit moisture
contents which are anticipated to be above optimum content for these materials which may inhibit
the ability to reach typical levels of compaction. We have accounted for the anticipated high
subgrade moistures in the design of the pavement section and recommended a reduced subgrade
compaction level. After subgrade preparation, all subsequent fills should be selected, placed, and
compacted in accordance with our recommendations.
Due to the anticipated soft condition of the lean clay and silt combined with the anticipated
difficulties compacting these materials due to elevated moisture, the use of a reinforcing subgrade
stabilization geotextile is recommended between the gravel of the pavement sections and the
prepared clay and silt subgrade. The geotextile will prevent the upward migration of fines and the
loss of aggregate into the subgrade while helping to reinforce the soft clay and silt soils. This will
prolong the structural integrity and performance of the pavement sections.
The pavement sections presented in this report are based on assumed traffic loadings outlined
above, recommended pavement section design information presented in the Asphalt Institute and
AASHTO Design Manuals, and our past pavement design experiences in Bozeman, Montana.
Please note that our design has not considered construction traffic or staging use as part of the
analysis. The sections provided are not intended to support this traffic and may not be suitable for
these purposes. If the contractor plans to utilize the pavement section gravels for construction
access roads or as staging areas which will realize larger construction vehicles and deliveries, they
should have an engineer review their anticipated traffic conditions to determine if a thicker gravel
section is warranted to support the planned construction conditions.
Salvation Army – 19th Avenue North Recommendations
Bozeman, Montana Page 10
5.0 RECOMMENDATIONS
5.1 Site Grading and Excavations
1. All topsoil and organic materials, existing fills, asphalt, concrete, and related
construction debris should be removed from the proposed building and pavement
areas and any areas to receive site grading fills.
2. All fills and backfills should be non-expansive, free of organics and debris and
should be approved by the project’s geotechnical engineer. The on-site soils,
exclusive of topsoil and existing fill, are suitable for use as backfills and general site
grading fills on this project.
All fills should be placed in uniform lifts not exceeding 8 inches in thickness for fine-
grained soils and not exceeding 12 inches for granular soils. All materials
compacted using hand compaction methods or small walk-behind units should
utilize a maximum lift thickness of 6 inches to ensure adequate compaction
throughout the lift. All fills and backfills shall be moisture conditioned to near the
optimum moisture content and compacted to the following percentages of the
maximum dry density determined by a standard proctor test which is outlined by
ASTM D698 or equivalent (e.g. ASTM D4253-D4254).
a) Structural Fill & Native Gravels Below Foundations ................. 98%
b) Structural Fill Below Slab-on-Grade Construction ..................... 98%
c) Exterior Foundation Wall Backfill ................................................ 95%
d) Fine-Grained Subgrade below Slabs & Pavements ................... 92%
e) Below Access Roads, Parking Lots, or Other Paved Areas ....... 95%
f) General Landscaping or Nonstructural Areas .............................. 92%
g) Utility Trench Backfill, To Within 2 Feet of Surface..................... 95%
For your consideration, verification of compaction requires laboratory proctor tests to
be performed on a representative sample of the soil prior to construction. These
tests can require up to one week to complete (depending on laboratory backlog) and
this should be considered when coordinating the construction schedule to ensure
that delays in construction or additional testing expense is not required due to
laboratory processing times or rush processing fees.
3. Imported structural fill should be non-expansive, free of organics and debris, and
conform to the material requirements outlined in Section 02234 of the Montana
Public Works Standard Specifications (MPWSS). All gradations outlined in this
standard are acceptable for use on this project; however, conventional proctor
methods (outlined in ASTM D698) shall not be used for any materials containing
less than 70 percent passing the ¾-inch sieve. Conventional proctor methods are
Salvation Army – 19th Avenue North Recommendations
Bozeman, Montana Page 11
not suitable for these types of materials, and the field compaction value must be
determined using a relative density test outlined in ASTM D4253-4254.
4. Develop and maintain site grades which will rapidly drain surface and roof runoff
away from foundation and subgrade soils; both during and after construction. Final
site grading shall conform to the site grading plan, prepared by others to conform to
the applicable requirements of the International Building Code (IBC).
5. It is advised that all storm water from roof systems be collected and conveyed
directly to the site storm water system, when possible. At a minimum, downspouts
from roof drains should discharge at least six feet away from the foundation or
beyond the limits of foundation backfill, whichever is greater. All downspout
discharge areas should be properly graded away from the structure to promote
drainage and prevent ponding.
Downspouts which will discharge directly onto relatively impervious surface (i.e.
asphalt or concrete) may discharge no less than 12 inches from the foundation wall
provided the impervious surfacing is properly graded away from the structure and
continuous within a minimum distance of six feet.
6. It is the responsibility of the Contractor to provide safe working conditions in
connection with underground excavations. Temporary construction excavations
greater than four feet in depth, which workers will enter, will be governed by OSHA
guidelines given in 29 CFR, Part 1926. The contractor is responsible for providing
an OSHA knowledgeable individual during all excavation activities to regularly
assess the soil conditions and ensure that all necessary safety precautions are
implemented and followed.
5.2 Conventional Shallow Foundations
Conventional shallow foundations shall not be used without bearing on native gravels or the
inclusion of structural fill extending down to the approved native gravels beneath all foundation
elements.
7. Both interior and exterior footings should bear on properly compacted native gravel
or compacted structural fill extending to approved native gravel and should be
designed for a maximum allowable soil bearing pressure of 4,000 psf provided
settlements as outlined in the Engineering Analysis are acceptable. All structural fills
shall be placed and compacted in accordance with Item 2 above. The limits of
removal and replacement with compacted structural fill shall extend at least 24
inches beyond the outer face of the footings in all directions.
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Bozeman, Montana Page 12
8. Soils disturbed below the planned depths of footing excavations should be either re-
compacted or replaced with structural fill compacted to the requirements of item 2b
above.
9. Footings shall be sized to satisfy the minimum requirements of the applicable
building codes while not exceeding the maximum allowable bearing pressure
provided in Item 7 above.
10. Exterior footings and footings beneath unheated areas should be placed at least 48
inches below finished exterior grade for frost protection.
11. The bottom of the footing excavations should be free of cobbles and boulders to
avoid stress concentrations acting on the base of the footings. When the bearing
surface cannot be rolled smooth due to protruding cobbles, a thin layer of cushion
gravel should be placed and compacted. Suitable materials should conform to
MPWSS Section 02235 and be compacted per Item 2 above.
12. Lateral loads are resisted by sliding friction between the footing base and the
supporting soil and by lateral pressure against the footings opposing movement.
For design purposes, a friction coefficient of 0.45 and a lateral resistance pressure
of 200 psf per foot of depth are appropriate for foundations supported on compacted
native gravels or structural fill and backfilled with recompacted native soils.
13. A representative of the project’s geotechnical engineer should be retained to
observe all footing excavations and backfill phases prior to the placement of
concrete formwork.
14. When the cost associated with the complete removal and replacement of the native
fine-grained soils beneath foundations is cost-prohibitive to the project, the use of
alternative subgrade improvements such as engineered aggregate piers (EAPs)
may be considered. Such systems require specialized design by an experienced
EAP designer / contractor whom shall provide appropriate design parameters for
use in foundation design. The values provided above are typically suitable for
foundations supported on EAP improved soils but must be verified in writing by the
EAP designer when such alternative systems are considered.
5.3 Foundation Walls
Foundation walls which will retain differential soil heights are not anticipated for this report. The
following are intended to be general construction guidelines for foundation walls. We should be
consulted to provide appropriate design recommendations when soil retaining structures are
necessary.
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Bozeman, Montana Page 13
15. Backfills should be selected, placed, and compacted per Item 2 above. Care should
be taken not to over-compact the backfills since this could cause excessive lateral
pressure on the walls. Only hand-operated compaction equipment should be used
within five feet of foundation walls. During backfill operations, it is advised that
backfills be performed in equal lifts while alternating sides of the wall.
16. Exterior footing drains are not required by the applicable building codes for
structures using the proposed construction which contain no below grade space
provided exterior grade is at or below the interior slab elevation around the entire
building’s perimeter. Provided this requirement is satisfied in the final site grading,
no foundation drain is needed for this project.
5.4 Interior Slabs and Exterior Flatwork
17. For lightly loaded, exterior concrete flatwork, a typical cushion course consisting of
free-draining, crushed gravel should be placed beneath the concrete and compacted
to the requirements of Item 2 above. A cushion course thickness of six inches is
typically utilized but may vary based on local requirements.
Conventional construction, as has been described, is not intended to mitigate
expansive or settlement concerns associated with the subsurface conditions
encountered. In most cases, the cost to repair and/or replace exterior flatwork when
excessive movements occur is far more economical than the efforts to mitigate
these movements.
18. Based on the site conditions encountered, some additional improvements beneath
interior slab systems are warranted to help reduce the potential for vertical
movements associated with expansion and/or settlement. At a minimum, the use of
24 inches of compacted structural fill (Item 3) underlain by a Mirafi HP570, Mirafi
RS380i, or equivalent woven geotextile is recommended to support interior slabs.
Prior to geotextile installation, the surface of the native soils should be compacted
per Item 2d and visually inspected (proof-rolled) by a representative of TD&H
Engineering.
19. All or part of the structural fill outlined in Item 18 above may consist of materials
conforming to Section 02235 of the Montana Public Works Standard Specifications
(MPWSS). All gradations outlined in this specification are acceptable for this
application.
20. Concrete floor slabs should be designed using a modulus of vertical subgrade
reaction no greater than 150 pci when designed and constructed as recommended
above.
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Bozeman, Montana Page 14
21. If no acceptable risk can be assumed by the Owner, the only positive method to
control potential slab movements is to completely remove and replace the existing
native clay and silt with compacted structural fill (Item 3) or to consider alternative
EAP improvements to the subgrade. EAP options can be cost effective when similar
systems are utilized beneath foundation elements and must be designed by others
to achieve the intended performance of the foundation and slab systems.
5.5 Pavements
22. The following pavement section or an approved equivalent section should be
selected in accordance with the discussions in the Engineering Analysis.
Flexible Pavement Component Component Thickness
Asphaltic Concrete Pavement 3”
Crushed Base Course 6”
Crushed Subbase Course 12”
Total 21”
23. Final asphalt pavement thicknesses exceeding 3 inches shall be constructed in two
uniform lifts.
24. Crushed base courses shall conform to the material properties outlined in Section
02235 of the Montana Public Works Standard Specifications (MPWSS). All
gradations outlined in this specification are acceptable for this application based on
the local availability and contractor preference.
Crushed subbase courses shall conform to material properties outlined in Section
02234 of the MPWSS. All gradations outlined in this specification are acceptable for
this application based on local availability and contractor preference.
25. Where the existing grades will be raised more than the thickness of the pavement
section, all fills should be placed, compacted and meet the general requirements
given in Item 2 above.
26. A reinforcing geotextile is recommended between the pavement sections and the
prepared subgrade to prevent the migration of fines upward into the gravel and help
stabilize the silt and clay subgrades. A Mirafi HP570, Mirafi RS380i, or equivalent
geotextile is appropriate for this application.
Salvation Army – 19th Avenue North Recommendations
Bozeman, Montana Page 15
27. Ideally, the asphaltic cement should be a Performance Graded (PG) binder having
the following minimum high and low temperature values based on the desired
pavement reliability.
Reliability Min. High
Temp Rating
Min. Low
Temp Rating Ideal Oil Grade
50% 35.8 -30.6 PG 52-34
98% 39.8 -39.4 PG 52-40
In our experience, neither of the oil grades summarized above are available through
local suppliers and would result in additional costs associated with importing
specialized products. Thus, we recommend the use of a PG 58-28 oil for any
asphalt pavement included in this project. Of the locally available products, this
material will provide the highest level of performance in our climatic conditions.
5.6 Continuing Services
Three additional elements of geotechnical engineering service are important to the successful
completion of this project.
28. Consultation between the project’s geotechnical engineer and the design
professionals during the design phases is highly recommended. This is important to
ensure that the intentions of our recommendations are incorporated into the design,
and that any changes in the design concept consider the geotechnical limitations
dictated by the on-site subsurface soils and ground water conditions.
29. Observation, monitoring, and testing during construction is required to document the
successful completion of all earthwork and foundation phases. A geotechnical
engineer from our firm should be retained to observe the excavation, earthwork, and
foundation phases of the work to determine that subsurface conditions are
compatible with those used in the analysis and design.
30. During site grading, placement of all fills and backfills should be observed and
tested to confirm that the specified density has been achieved. We recommend that
the Owner maintain control of the construction quality control by retaining the
services of an experienced construction materials testing laboratory. We are
available to provide construction inspection services as well as materials testing of
compacted soils and the placement of Portland cement concrete and asphalt. In the
absence of project specific testing frequencies, TD&H recommends the following
minimum testing frequencies be used:
Salvation Army – 19th Avenue North Recommendations
Bozeman, Montana Page 16
Compaction Testing
Beneath Column Footings 1 Test per Footing per Lift
Beneath Wall Footings 1 Test per 50 LF of Wall per Lift
Beneath Slabs 1 Test per 1,500 SF per Lift
Foundation Backfill 1 Test per 1,500 SF per Lift
Parking Lot & Access Roads 1 Test per 2,500 SF per Lift
LF = Lineal Feet SF = Square Feet
Salvation Army – 19th Avenue North Summary of Field & Laboratory Studies
Bozeman, Montana Page 17
6.0 SUMMARY OF FIELD AND LABORATORY STUDIES
6.1 Field Explorations
The field exploration program was conducted on February 1 and February 2, 2024. A total of six
borings were drilled to depths ranging from 6.5 to 11.5 feet at the locations shown on Figure 1 to
observe subsurface soil and ground water conditions. The borings were advanced through the
subsurface soils using a track-mounted Geoprobe 66DT drill rig equipped with 3.25-inch I.D.
hollowstem augers. The subsurface exploration and sampling methods used are indicated on the
attached boring logs. The borings were logged by Travis D. Gilskey, PE and Nic C. Couch, EI of
TD&H Engineering. The location and elevation of the borings were recorded using a Trimble
handheld GPS unit. The locations shown are accurate to within 18 inches of the actual field
location.
Samples of the subsurface materials were taken using 1⅜-inch I.D. split spoon samplers and a 2½-
inch I.D. split spoon sampler. The samplers were driven 18 inches, when possible, into the various
strata using a 140-pound drop hammer falling 30 inches onto the drill rods. For each sample, the
number of blows required to advance the sampler each successive six-inch increment was
recorded, and the total number of blows required to advance the sampler the final 12 inches is
termed the penetration resistance (“N-value”). This test is known as the Standard Penetration Test
(SPT) described by ASTM D1586. Penetration resistance values indicate the relative density of
granular soils and the relative consistency of fine-grained soils. Samples were also obtained by
hydraulically pushing a 3-inch I.D., thin-walled Shelby tube sampler into the subsoils. Logs of all soil
borings, which include soil descriptions, sample depths, and penetration resistance values, are
presented on Figures 2 through 7.
No evidence of ground water was encountered. Drilling tools appeared dry and free water was not
observed on cuttings or soil samples.
6.2 Laboratory Testing
Samples obtained during the field exploration were returned to our materials laboratory where they
were observed and visually classified in general accordance with ASTM D2487, which is based on
the Unified Soil Classification System. Representative samples were selected for testing to
determine the engineering and physical properties of the soils in general accordance with ASTM or
other approved procedures.
Tests Conducted: To determine:
Natural Moisture Content Representative moisture content of soil at the time of
sampling.
Grain-Size Distribution Particle size distribution of soil constituents describing the
percentages of clay/silt, sand and gravel.
Salvation Army – 19th Avenue North Summary of Field & Laboratory Studies
Bozeman, Montana Page 18
Atterberg Limits A method of describing the effect of varying water content on
the consistency and behavior of fine-grained soils.
Consolidation Measurements of the percent compression experienced
under various loading conditions. For use in settlement
analysis and foundation design.
The laboratory testing program for this project consisted of nineteen moisture-visual analyses, two
sieve (grain-size distribution) analyses, and two Atterberg Limits analyses. The results of the water
content analyses are presented on the boring logs, Figures 2 through 7. The grain-size distribution
curves and Atterberg limits are presented on Figures 8 through 11. In addition, one consolidation
test was performed and is presented on Figure 12.
Salvation Army – 19th Avenue North Limitations
Bozeman, Montana Page 19
7.0 LIMITATIONS
This report has been prepared in accordance with generally accepted geotechnical engineering
practices in this area for use by the client for design purposes. The findings, analyses, and
recommendations contained in this report reflect our professional opinion regarding potential
impacts the subsurface conditions may have on the proposed project and are based on site
conditions encountered. Our analysis assumes that the results of the exploratory borings are
representative of the subsurface conditions throughout the site, that is, that the subsurface
conditions everywhere are not significantly different from those disclosed by the subsurface study.
Unanticipated soil conditions are commonly encountered and cannot be fully determined by a
limited number of soil borings and laboratory analyses. Such unexpected conditions frequently
require that some additional expenditures be made to obtain a properly constructed project.
Therefore, some contingency fund is recommended to accommodate such potential extra costs.
The recommendations contained within this report are based on the subsurface conditions
observed in the borings and are subject to change pending observation of the actual subsurface
conditions encountered during construction. TD&H cannot assume responsibility or liability for the
recommendations provided if we are not provided the opportunity to perform limited construction
inspection and confirm the engineering assumptions made during our analysis. A representative of
TD&H should be retained to observe all construction activities associated with subgrade
preparation, foundations, and other geotechnical aspects of the project to ensure the conditions
encountered are consistent with our assumptions. Unforeseen conditions or undisclosed changes
to the project parameters or site conditions may warrant modification to the project
recommendations.
Long delays between the geotechnical investigation and the start of construction increase the
potential for changes to the site and subsurface conditions which could impact the applicability of
the recommendations provided. If site conditions have changed because of natural causes or
construction operations at or adjacent to the site, TD&H should be retained to review the contents of
this report to determine the applicability of the conclusions and recommendations provide
considering the time lapse or changed conditions.
Misinterpretation of the geotechnical information by other design team members is possible and can
result in costly issues during construction and with the final product. Our geotechnical engineers
are available upon request to review those portions of the plans and specifications which pertain to
earthwork and foundations to determine if they are consistent with our recommendations and to
suggest necessary modifications as warranted. This service was not included in the original scope
of the project and will require additional fees for the time required for specification and plan
document review and comment. In addition, TD&H should be involved throughout the construction
process to observe construction, particularly the placement and compaction of all fills, preparation
of all foundations, and all other geotechnical aspects. Retaining the geotechnical engineer who
prepared your geotechnical report to provide construction observation is the most effective method
of managing the risks associated with unanticipated conditions.
Salvation Army – 19th Avenue North Limitations
Bozeman, Montana Page 20
This report was prepared for the exclusive use of the owner and architect and/or engineer in the
design of the subject facility. It should be made available to prospective contractors and/or the
contractor for information on factual data only and not as a warranty of subsurface conditions such
as those interpreted from the borings and presented in discussions of subsurface conditions
included in this report.
Prepared by: Reviewed by:
Travis D. Gilskey PE Craig R. Nadeau PE & Principal
Geotechnical Engineer Geotechnical Manager
TD&H ENGINEERING TD&H ENGINEERING
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B-6 B-5
nullB-3
B-2 B-1
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0 50 10025
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PROJECT LOCATION
BORING LOCATION 406.761.3010 • tdhengineering.comService Layer Credits: NatGeo_World_Map: National Geographic, Esri, Garmin, HERE, UNEP-WCMC, USGS, NASA, ESA, METI,NRCAN, GEBCO, NOAA, increment P Corp.BORE HOLE LOCATION MAP1800 RIVER DR. NO. • GREAT FALLS, MONTANA 59401K:\2023\B23-079 Salvation Army North 19th\05_DESIGN (Tech & Reports)\GEOTECH\BOREHOLE MAP\B23-079-002 BOREHOLE MAP.aprxB23-079-002 BOREHOLE MAP.APRX
DRAWN BY:
DESIGNED BY:
QUALITY CHECK:
DATE DRAWN:
JOB NO.:
FIELDBOOK:REVDATEREVISIONCRN
1BOZEMAN, MONTANAS 19TH AVE. SALVATION ARMY GEOTECHNICAL SERVICES DRW
03/01/2024
B23-079-002
FIGURE
B-4
0
2
4
6
8
10
12
14
TOPSOIL: Lean CLAY - appears firm, dark brown,
moist, trace gravel
Lean CLAY - firm, light brown, slightly moist to moist,
some sand
Sandy Lean CLAY - firm, brown, moist
Poorly-Graded GRAVEL with Clay and Sand - very
dense, grayish brown, slightly moist
Bottom of Boring
2.5
5.3
6.7
8.9
Ground
water
not
encoun-
tered
5-3-3
N=6
3-4-4
N=8
46-32-
32 N=
63
63
LEGEND LOG OF SOIL BORING B-01SPT blows per foot Atterberg Limits
Field Moisture content Salvation Army
North 19th Avenue
Bozeman, Montana
Groundwater Level
Grab/composite sample
1-3/8-inch I.D. split spoon Logged by:Nic C. Couch, EI
2-1/2-inch I.D. split spoon Drilled by:TD&H Engineering
Track-mounted Geoprobe 66DT with 6-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic
3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate
boundaries between soil types. Actual boundaries
may be gradual or transitional.
2/1/2024 B23-079-002
No sample recovery Figure No. 2
SheetGRAPHICLOGSOIL DESCRIPTION
SURFACE:Snow Covered Grass
SURFACE ELEVATION:Not Measured
DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT
0 10 20 30 40 50
= BLOWS PER FOOT
= MOISTURE CONTENT
1 of 1
0
2
4
6
8
10
12
14
TOPSOIL: Sandy SILT - appears medium stiff, dark
brown, moist, non-plastic, organics
Sandy SILT - medium stiff, tan, dry to moist,
homogeneous, non-plastic, trace gravel, trace salt
- GNP
- See Figure 12 for Consolidation Test Report
Well-Graded GRAVEL with Silt and Sand - dense,
light gray, dry, coarse, subrounded
Bottom of Boring
1.0
6.7
8.2
Ground
water
not
encoun-
tered
4-4-4
N=8
PUSH
13-20-
20 N=
40
T
LEGEND LOG OF SOIL BORING B-02SPT blows per foot Atterberg Limits
Field Moisture content Salvation Army
North 19th Avenue
Bozeman, Montana
Groundwater Level
Grab/composite sample
1-3/8-inch I.D. split spoon Logged by:Travis D. Gilskey, PE
2-1/2-inch I.D. split spoon Drilled by:TD&H Engineering
Track-mounted Geoprobe 66DT with 6-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic
3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate
boundaries between soil types. Actual boundaries
may be gradual or transitional.
2/1/2024 B23-079-002
No sample recovery Figure No. 3
SheetGRAPHICLOGSOIL DESCRIPTION
SURFACE:Light Vegetation and Topsoil
SURFACE ELEVATION:Not Measured
DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT
0 10 20 30 40 50
= BLOWS PER FOOT
= MOISTURE CONTENT
1 of 1
0
2
4
6
8
10
12
14
FILL: Clayey GRAVEL with Sand - appears medium
dense, dark brown, moist
Lean CLAY - firm, dark brown to brown, moist, trace
sand
Lean CLAY - firm, light brown, moist
Sandy Lean CLAY - firm, brown, moist
Poorly-Graded GRAVEL with Clay and Sand - very
dense, light brown, slightly moist to moist
Bottom of Boring
2.6
4.5
7.0
10.5
11.5
Ground
water
not
encoun-
tered
5-3-3
N=6
2-3-2
N=5
3-3-3
N=6
6-20-32
N=52 52
LEGEND LOG OF SOIL BORING B-03SPT blows per foot Atterberg Limits
Field Moisture content Salvation Army
North 19th Avenue
Bozeman, Montana
Groundwater Level
Grab/composite sample
1-3/8-inch I.D. split spoon Logged by:Nic C. Couch, EI
2-1/2-inch I.D. split spoon Drilled by:TD&H Engineering
Track-mounted Geoprobe 66DT with 6-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic
3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate
boundaries between soil types. Actual boundaries
may be gradual or transitional.
2/1/2024 B23-079-002
No sample recovery Figure No. 4
SheetGRAPHICLOGSOIL DESCRIPTION
SURFACE:Snow Covered Grass
SURFACE ELEVATION:Not Measured
DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT
0 10 20 30 40 50
= BLOWS PER FOOT
= MOISTURE CONTENT
1 of 1
0
2
4
6
8
10
12
14
TOPSOIL: Sandy SILT - appears medium stiff, dark
brown, moist, non-plastic, organics
Sandy SILT - medium stiff, tan, dry to moist,
homogeneous, non-plastic, trace gravel
Well-Graded GRAVEL with Silt and Sand - dense,
brownish gray, dry, coarse, subrounded
Bottom of Boring
1.0
5.5
7.0
Ground
water
not
encoun-
tered
2-2-3
N=5
PUSH
16-23-
23 N=
46
T
LEGEND LOG OF SOIL BORING B-04SPT blows per foot Atterberg Limits
Field Moisture content Salvation Army
North 19th Avenue
Bozeman, Montana
Groundwater Level
Grab/composite sample
1-3/8-inch I.D. split spoon Logged by:Travis D. Gilskey, PE
2-1/2-inch I.D. split spoon Drilled by:TD&H Engineering
Track-mounted Geoprobe 66DT with 6-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic
3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate
boundaries between soil types. Actual boundaries
may be gradual or transitional.
2/2/2024 B23-079-002
No sample recovery Figure No. 5
SheetGRAPHICLOGSOIL DESCRIPTION
SURFACE:Light Vegetation and Topsoil
SURFACE ELEVATION:Not Measured
DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT
0 10 20 30 40 50
= BLOWS PER FOOT
= MOISTURE CONTENT
1 of 1
0
2
4
6
8
10
12
14
FILL: Clayey GRAVEL with Sand - appears medium
dense to dense, dark brown, moist, organics upper
6"
Lean CLAY - firm, brown, moist
- light tan below 3.5 ft
- soft and sand below 4.5 ft
Bottom of Boring
2.0
6.5
Ground
water
not
encoun-
tered
3-2-3
N=5
1-2-1
N=3
LEGEND LOG OF SOIL BORING B-05SPT blows per foot Atterberg Limits
Field Moisture content Salvation Army
North 19th Avenue
Bozeman, Montana
Groundwater Level
Grab/composite sample
1-3/8-inch I.D. split spoon Logged by:Nic C. Couch, EI
2-1/2-inch I.D. split spoon Drilled by:TD&H Engineering
Track-mounted Geoprobe 66DT with 6-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic
3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate
boundaries between soil types. Actual boundaries
may be gradual or transitional.
2/2/2024 B23-079-002
No sample recovery Figure No. 6
SheetGRAPHICLOGSOIL DESCRIPTION
SURFACE:Snow Covered Grass
SURFACE ELEVATION:Not Measured
DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT
0 10 20 30 40 50
= BLOWS PER FOOT
= MOISTURE CONTENT
1 of 1
0
2
4
6
8
10
12
14
TOPSOIL: Poorly-Graded GRAVEL with Sand -
appears medium dense, dark brown, moist, coarse,
subrounded, organics
FILL: Poorly-Graded GRAVEL with Sand - appears
medium dense, dark brown, moist, coarse,
subrounded
Lean CLAY - medium stiff to very soft, brown, moist,
homogeneous, high plasticity, slight oxidation
Bottom of Boring
0.4
2.1
6.5
Ground
water
not
encoun-
tered
2-2-3
N=5
1-1-0
N=1
LEGEND LOG OF SOIL BORING B-06SPT blows per foot Atterberg Limits
Field Moisture content Salvation Army
North 19th Avenue
Bozeman, Montana
Groundwater Level
Grab/composite sample
1-3/8-inch I.D. split spoon Logged by:Travis D. Gilskey, PE
2-1/2-inch I.D. split spoon Drilled by:TD&H Engineering
Track-mounted Geoprobe 66DT with 6-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic
3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate
boundaries between soil types. Actual boundaries
may be gradual or transitional.
2/2/2024 B23-079-002
No sample recovery Figure No. 7
SheetGRAPHICLOGSOIL DESCRIPTION
SURFACE:Light Vegetation and Topsoil
SURFACE ELEVATION:Not Measured
DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT
0 10 20 30 40 50
= BLOWS PER FOOT
= MOISTURE CONTENT
1 of 1
Tested By: WJC Checked By:
Particle Size Distribution Report
ASTM C117 & C136
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.00010.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 2.8 0.4 1.3 26.2 69.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM C117 & C136)Material Description
Atterberg Limits
Coefficients
Classification
Test Remarks
Sample Date:Location: B-02
Sample Number: A-29407 Depth: 5.0 - 6.7 ft
Client:
Project:
Project No:Figure
Sieve Size
or
Diam. (mm.)
Finer
(%)
Spec.*
(%)
Out of
Spec.
(%)
Pct.
of
Fines
Sandy SILT
3/4"
1/2"
3/8"
#4
#10
#20
#40
#60
#80
#100
#200
100.0
99.3
98.3
97.2
96.8
96.5
95.5
93.1
90.0
86.7
69.3
NP NV NP
0.1806 0.1392
ML A-4(0)
Report No. A-29407-206
Report Date: 2-13-2024
F.M.=0.34
2-1-2024
S2K Miller Holding, LLC
Salvation Army
North 19th Avenue
B23-079-002
PL= LL= PI=
D90= D85= D60=
D50= D30= D15=
D10= Cu= Cc=
USCS= AASHTO=
*(no specification provided)
8
Tested By: BS Checked By:
Particle Size Distribution Report
ASTM C117 & C136
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.00010.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 39.3 25.0 7.5 10.9 10.1 7.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM C117 & C136)Material Description
Atterberg Limits
Coefficients
Classification
Test Remarks
Sample Date:Location: B-04
Sample Number: A-29417 Depth: 5.5 - 7.0 ft
Client:
Project:
Project No:Figure
Sieve Size
or
Diam. (mm.)
Finer
(%)
Spec.*
(%)
Out of
Spec.
(%)
Pct.
of
Fines
Well-Graded GRAVEL with Silt and Sand
3"
1.5"
1"
3/4"
1/2"
3/8"
#4
#10
#20
#40
#60
#80
#100
#200
100.0
83.7
66.7
60.7
49.8
44.7
35.7
28.2
22.9
17.3
13.4
11.3
10.1
7.2
Not Tested Not Tested Not Tested
47.7970 39.6621 18.5426
12.8190 2.5202 0.3131
0.1463 126.73 2.34
GW-GM
Report No. A-29417-206
Report Date: 2-12-2024
F.M.=5.76
2-1-2024
S2K Miller Holding, LLC
Salvation Army
North 19th Avenue
B23-079-002
PL= LL= PI=
D90= D85= D60=
D50= D30= D15=
D10= Cu= Cc=
USCS= AASHTO=
*(no specification provided)
9
Tested By: BC Checked By:
LIQUID AND PLASTIC LIMITS TEST REPORT
PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
C L o r O L
C H o r O H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
WATER CONTENT0
4
8
12
16
20
24
28
32
36
40
NUMBER OF BLOWS
5 6 7 8 9 10 20 25 30 40
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No. Client:Remarks:
Project:
Location: B-02
Sample Number: A-29407 Depth: 5.0 - 6.7 ft
Figure
Sandy SILT NV NP NP 95.5 69.3 ML
B23-079-002 S2K Miller Holding, LLC
10
Report No. A-29407-207
Report Date: 2-14-2024Salvation Army
North 19th Avenue
Tested By: BC Checked By:
LIQUID AND PLASTIC LIMITS TEST REPORT
PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
C L o r O L
C H o r O H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
WATER CONTENT45.2
45.7
46.2
46.7
47.2
47.7
48.2
48.7
49.2
49.7
50.2
NUMBER OF BLOWS
5 6 7 8 9 10 20 25 30 40
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No. Client:Remarks:
Project:
Location: B-06
Sample Number: A-29421 Depth: 2.5 - 4.0 ft
Figure
Lean CLAY 47 20 27 Not Tested Not Tested CL
B23-079-002 S2K Miller Holding, LLC
11
Report No. A-29421-207
Report Date: 2-12-2024Salvation Army
North 19th Avenue
Tested By: CRN Checked By:
CONSOLIDATION TEST REPORT
Percent Strain4.0
3.6
3.2
2.8
2.4
2.0
1.6
1.2
0.8
0.4
0.0
Applied Pressure - psf
100 1000 10000
Natural Dry Dens.LL PI Sp. Gr.
Overburden Pc Cc Cr Initial Void
Saturation Moisture
(pcf) (psf) (psf) Ratio
33.3 % 8.8 % 98.4 NV NP 2.7 640 1383 0.05 0.01 0.712
Sandy SILT ML A-4(0)
B23-079- S2K Miller Holding, LLC
Salvation Army
North 19th Avenue
Report No. A-29407-219
Report Date: 2-12-2024
12
MATERIAL DESCRIPTION USCS AASHTO
Project No. Client:Remarks:
Project:
Location: B-02 Depth: 5.0 - 6.7 ft Sample Number: A-29407
Figure
2/27/24, 9:06 AM LTPPBind Online
about:blank 1/2
General Project Information
Project Number: B23-07
Project Title: Salvation Army North 19th
Project Description:
Climatic Data Source (MERRA)
Latitude, Degree: 45.68806
Longitude, Degree: -111.06178
Climatic Data
Lowest Yearly Air Temperature, ºC: -40.90
Low Air Temp Standard Deviation, ºC: 5.19
Yearly Degree-Days > 10 Deg. ºC: 1657.70
High Air Temperature of high 7 days: 28.93
Standard Dev. of the high 7 days: 1.99
Low Pavement Temperature 50%: -30.50
Low Pavement Temperature 98%: -39.30
High Avg Pavement Temperature of 7 Days 50%: 50.91
High Avg Pavement Temperature of 7 Days 98%: 55.08
Target Rut Depth
Target Rut Depth (mm): 16.5
Temperature Adjustments
Depth of Layer, mm: 0
Base HT PG: 52
Traffic Adjustments
Traffic loading Cumulative ESAL for the Design Period, Millions: 0.05
Traffic Speed (Fast: >70 km/h, Slow: 20-70 km/h, Standing: < 20 km/h): Fast
Performance Grade
AASHTO M320-10 Performance-Graded Asphalt Binder
PG Temperature High Low
Performance Grade Temperature at 50% Reliability 35.8 -30.6
Performance Grade Temperature at 98% Reliability 39.8 -39.4
Adjustment for Traffic (AASHTO M323-13)0.0
Adjustment for Depth 0.0 -0.0
Adjusted Performance Grade Temperature 39.8 -39.4
Selected PG Grade 52 -40
PG Grade M323, PG 52-40