HomeMy WebLinkAbout12 Evergoods Geotechnical Report ��
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ALLIED 32 Discovery Drive
Bozeman,Montana 59718
ENGINEERING Ph: (406) 582-0221
SERVICES.INC. -
c�y Fax: (406) 582-5770
���Prse P�o1e
January 22, 2025
Doug Minarik
Minarik Architecture, Inc.
618 N. Wallace Ave.
Bozeman, MT 59715
e-mail: dou�@minarikarch.com (Sent via email on1yJ
jack@ever�oods.us
Re: Final Geotechnical Report — Evergoods Project
Lot 2A, Blk 1,Glen Lake Commerce Sub. — Bozeman, MT
Dear Mr. Minarik:
This letter and attachments comprise our final geotechnical report for the proposed Evergoods project,
which will be constructed on Lot 2A, elock 1 of the Glen Lake Commerce Subdivision on the northeast
side of Bozeman, MT. This project site is located along the west side of Manley Road and across the
street from the Mesa Moving and Storage facility. The new site development will include a two-story
commercial building that is underlain by an at-grade slab (slab-on-grade) and surrounded on its west
and south sides by a small, asphalt parking lot area.
The content and geotechnical recommendations in this report are based on our understanding of the
project, investigation of the project area's subsurface conditions (via 10 test pits that were dug back on
February 13, 2003 and May 9, 2018), and our previous geotechnical experience on other commercial
building projects in Bozeman. The purpose of the report is to summarize the site's soil and groundwater
conditions; identify any geotechnical issues that either exist or we foresee; and present geotechnical-
related recommendations for planning, design, and construction. This report should be reviewed and
used by the Design Team, General Contractor, and the Site/Earthwork Contractors.
• Note: In 2003, AESI dug seven test pits and prepared a geotechnical report for the property that
was subdivided/developed into the Glen Lake Commerce Subdivision. At that time,the property
was being considered for a new City of Bozeman solid waste transfer station project. The seven
test pit logs from this earlier work are included as part of this report, which updates and builds
upon our 2003 geotechnical report and provides specific recommendations for Lot 2A.
• Note: In May 2018,AESI dug three additional test pits in the project area (along the west side of
Manley Road) as part of our geotechnical investigation for the Manley Road improvements. The
test pit logs and test pit photos from this earlier work are also included as part of this report.
www.allieden�ineering.com
Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
• Note: In May 2018, Iron Horse Road, which is the city street within the Glen Lake Commerce
Subdivision, was constructed. AESI was retained to observe/inspect the roadway's subgrade soil
conditions (which consisted of shallow, native sandy gravel). A few subgrade photos from the
road construction are included as part of this report.
• Note: No current test pits were conducted on Lot 2A during the preparation of this geotechnical
report. Due to all of our existing 2003 and 2018 soils information from the project area, which
includes six test pits that were dug on or very near Lot 2A, we do not believe that additional test
pits are warranted for this project.
• Note: During our 2003 test pits, which were dug across an undeveloped piece of property, the
Lot 2A area was found to be blanketed by about a 6 to 9-inch thick layer of gravelly fill material
(ie. random surface fill) that overlies a buried layer of native topsoil. There is a possibility that
during the development of Glen Lake Commerce Subdivision (in 2018) that some additional fill
material was spread on Lot 2A. Therefore, the thickness of surface fill may be thicker than what
is shown in this report. If this is found to be the case, we do not expect it will be significantly
different, since the site terrain generally appears to be unchanged from the 2003 work.
UNDERSTANDING OF SUBSURFACE CONDITIONS
Test pit logs and photos are attached to this report for reference. However, trying to review 10 test pit
logs and relate them to a map showing the test pit locations can be time consuming and difficult to do.
For this report, we have prepared five figures that illustrate and summarize the site conditions across
the entire Glen Lake Commerce Subdivision area. We recommend these attached figures be reviewed
since they show an easy-to-understand, "snapshot view". A description of the figures is as follows:
• Fiqure 1 — Test Pit Locations: This figure shows the Lot 2A project site and the approximate
locations of the 10 test pits. Pits 1 through 7 were dug in 2003; while pits A through C were dug
in 2018. The base map for all five figures is an OnXmaps aerial photo of the project area.
• Fipure 2 — Test Pit Locations w/ Thickness of Native Topsoil (Incl. Any Surface Fill): This figure
shows the thickness of native topsoil (including any surface fill material) at each of the test pit
locations. In most test pits, the ground surface is covered by a 6 to 9-inch layer of surface fill
that in turn overlies a 3 to 12-inch layer of buried, native topsoil (depending on the location).
• Fipure 3 — Test Pit Locations w/Thickness of Native Silt/Clay (Under Topsoil Layer): This figure
shows the thickness of native silt/clay (underlying the buried topsoil layer) at each of the test pit
locations. In most areas, the silt/clay thickness ranges from 0.5 to 1.0 feet, but it was found to
have a "top-end" thickness of 1.5 feet in TP-B (which lies adjacent to Lot 2A).
• Fipure 4— Test Pit Locations w/Depth to Native Sandy Gravel("Tarpet"Bearinp Material): This
figure shows the depth to top of native sandy gravel ("target" bearing material) at each of the
32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com Page 2
Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
test pit locations. In most areas, the depth to native gravel ranges from 1.5 to 2.5 feet; with the
deepest gravel being found in TP-B at 3.2 feet. It should be noted that the upper 6 to 9 inches of
native gravel is often a little more of a smaller, silty, sandy gravel, which transitions to "cleaner"
gravel with depth. Ideally, the "target" foundation bearing material for all perimeter, interior,
and exterior footings is the "cleaner" gravel.
• Fipure 5— Test Pit Locations w/Depth to Groundwater on 2/13/03: This figure shows the depth
to groundwater on 2/13/03 (during test pit exploration) at each of the test pit locations. Depth
to groundwater ranged from 10 feet to > 15 feet (depending on location). In the area of Lot 2A,
the water level was > 12 feet.
UNDERSTANDING OF FOUNDATION RECOMMENDATIONS
The two main foundation recommendations include: 1) Support all footings directly on native gravel or
on granular structural fill that in turn bears on the "target" gravel; and 2) Support the interior slab on a
minimum 18-inch gravel section consisting of 6 inches of crushed rock underlain by 12 inches of granular
structural fill. Two foundation details (ie. Figures 6 and 7) are provided that illustrate the site conditions
and our recommendations. Figure 6 presents Option 1, which entails supporting the interior slab on the
minimum gravel section and excavating (over-excavating as necessary) all perimeter/exterior/interior
footings down to footing grade and to reach "tar�et" �ravel. In contrast, Figure 7 shows Option 2, which
consists of mass over-excavating the entire building slab area to "target" gravel and excavating (over-
excavating as necessary) all perimeter/exterior footings down to footing grade and to reach "tar�et"
r� avel. Due to shallow gravel depths, most perimeter footings should bear in or very near the "target"
gravel; meaning there should not be much need for footing over-excavation/replacement. In contrast,
the interior footings (under slab) will likely require more/deeper over-excavation/replacement in order
to reach "target" gravel. The excavation choice (by the Contractor) between Options 1 and 2 (ie. trench
excavation of interior footings vs. mass excavation of building footprint) will likely be dictated by the
locations, spacing, and concentration of interior footings.
SITE LOCATION AND EXISTING CONDITIONS
Lot 2A is a 1.06-acre property located in the southern half of the Glen Lake Commerce Subdivision. It is
bounded by Manley Road (on the east), by Iron Horse Road (on the west), by Lot 1 (on the south), and
by Lot 5 (on the north). The site terrain is relatively flat-lying that slopes to the north at about a 1.0 to
2.0 percent grade. Nearby businesses include Mesa Moving and Storage and Map Brewing. To date, all
lots in the subdivision remain undeveloped, except for one. See Figures 1 through 5 for a site map that
shows an aerial image of the project area.
PROJECT UNDERSTANDING
Provided below(on the following page) is our understanding of the site development project and what it
will include (based on review of Architectural concept plans):
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Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
• The building will be located on the north/northeast side of the lot.
• It will be a two-story, commercial building that is underlain by an at-grade slab (slab-on-grade)
and supported on a conventional shallow foundation (consisting of perimeter footings/frost
walls and interior footings).
• No basement or crawl space areas are being planned under the building.
• Site utilities will include water, fire, and sewer services that connect to City of Bozeman water
and sewer mains within Iron Horse Road as well as on-site stormwater drainage improvements
(piping and infrastructure).
• Most likely, the project will include an underground stormwater system for stormwater disposal
and detention.
• Site concrete areas will include sidewalks, building entryways, and exterior patio spaces.
• Asphalt parking lots will border the west and south sides of the building with two driveway
approaches to Iron Horse Road. The site will not be accessed directly from Manley Road (on the
east). Due to the nature of the commercial business, the parking lot will predominately be used
by light vehicles with truck traffic being limited to weekly garbage truck service.
SUMMARY OF SITE CONDITIONS
Provided below is a quick summary of the site conditions. More detail is provided later in the report.
• In 2003, the Lot 2A area was blanketed by about a 1.5-foot thick section of "random surface fill
material overlying a buried topsoil layer". The surface fill is gravelly with intermixed silt/clay and
ranges from 6 to 9 inches thick; while the underlying topsoil is black/organic and ranges from
about 6 to 12 inches. Due to the subdivision development/construction in 2018, there may be a
little more fill thickness on the lot now than what was observed in 2003.
• Underlying the buried topsoil layer is a 0.5 to 1.5-foot layer of native silt/clay (depending on the
location). These soils are dark brown to brown, stiff to very stiff, and slightly moist to moist.
• Beginning at depths of 1.5 to 2.5 feet (in most areas) and as deep as 3.2 feet (in TP-B) is the
native sandy gravel with cobbles. These gravel materials extended to the bottom of all test pits
at depths of 12 to 15 feet. In general, the uppermost 6 to 9 inches of the native gravel is a little
more of a silty, sandy gravel ("dirtier gravel) with smaller gravels. Below this depth, the gravels
transition to "cleaner" gravels with larger cobbles.
• In February 2003,the groundwater depth was> 12 feet (in the area near Lot 2A).
32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com Page 4
Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
SUMMARY OF RECOMMENDATIONS
Provided below is a quick summary of the geotechnical recommendations. More detail is provided later
in the report.
• The native sandy gravel beginning at depths of 1.5 to 2.5 feet (in most areas) is the "target"
bearing material for foundation support. Ideally, all footings should bear on the "cleaner" gravel
that begins about 6 to 9 inches below the top of the gravel.
• All building footings (including perimeter, interior, and exterior footings) must bear on "target"
sandy gravel or on granular structural fill that in turn bears on "target" gravel. Based on gravel
bearing conditions, the design soils bearing pressure for foundation design is 2,500 psf.
• The interior slab shall be underlain by a minimum 18-inch section of crushed rock and granular
structural fill. Depending on topsoil stripping depths (relative to bottom of slab grade), more
than 18 inches of gravel may be needed.
• All structural fill under footings, slabs and for interior wall backfill shall be imported gravel. We
do also recommend that exterior wall backfill under slabs consist of imported or on-site gravel
(to minimize any frost heaving potential).
• We recommend the interior slab be underlain by a 15-mil vapor barrier for moisture protection.
If required by the IBC, perimeter foundation walls shall be damp-proofed. Due to the at-grade
slab foundation configuration, no perimeter footing drains are necessary.
• Exterior concrete slabs for sidewalks, building entryways, and patios shall be 4 inches thick
(min.) and supported on 6 to 12 inches of crushed rock (depending on the slab location relative
to the building foundation). Concrete areas away from building shall be underlain by 6 inches
(min.) of crushed rock; while those adjacent to the building shall be underlain by 12 inches
(min.) of crushed rock. A greater thickness of crushed rock will further reduce frost heaving.
• Exterior concrete slabs for driveway approaches shall be 6 inches thick (min.) and supported on
an 18-inch gravel section consisting of crushed rock(6 inches) and sub-base gravel (12 inches).
• We recommend a light-duty, pavement section for the asphalt parking lot. This is our standard
section for commercial/office-type projects. Provided below is the design pavement section:
0 3" Asphalt
0 6" Base Course Gravel (1.5"-minus)
0 15" Sub-Base Course Gravel (6"-minus)—New or Salvaged Gravel
0 8 oz. Non-Woven Geotextile Fabric (Not necessary for"clean" gravel subgrade)
o Stable sub�rade (dry/hard/compaced)
24"Total Section Thickness
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Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
DESIGN CONSIDERATIONS
Provided below are some design considerations for the project:
• Geotechnical Report included in Bid Documents: This geotechnical report should be included in
the bidding documents and made part of the project specifications. All bidding contractors need
to be informed of the site conditions and geotechnical recommendations.
• Polyethylene Encasement of DIP Fire Service: The building's water service line will most likely be
copper; while the fire service will be ductile iron pipe (DIP) per Bozeman design standards. For
conservancy, we recommend that DIP fire lines be wrapped with V-bio enhanced, polyethylene
encasement(for added corrision protection).
• Hydraulic Connection of Stormwater System to Native Gravel: We recommend that the under-
ground stormwater system(s) be designed/sized for a gravel infiltration rate of 4.0 inches/hour
(per Circular DEQ-8). By doing so, the system footprint will be smaller (as opposed to using a
much slower silt/clay rate). This will require the system be hydraulically connected to the native
sandy gravel. This can be accomplished by bearing the system directly in/on native gravels or by
over-excavating under the system as needed (down to native gravel) and placing free-draining
gravel/rock/cobble material (back up to system grade). The Civil Plans should clearly state that
the system needs to drain into native gravels.
CONSTRUCTION CONSIDERATIONS
Provided below are some construction considerations for the project:
• Footinp Excavation vs. Mass Excavation: All footings need to bear on either native gravel or on
granular structural fill that in turn bears on "target" gravel. We expect all perimeter footings
will be trench excavated (and over-excavated as necessary to reach "target" gravel). The main
choice (by the Contractor) will be how to excavate interior footings. Two options are provided.
Option 1 consists of individual over-excavation of interior footings (down to "target" gravel);
while Option 2 consists of mass over-excavation of the slab area (down to "target" gravel). The
number and spacing of interior footings will likely drive the excavation decision.
• Over-Excavation of Sand Seams at Footinq Grade: In some areas, the native gravels will likely
contain some interbedded, thin seams of sand. If during foundation excavation there are sandy
areas within the "target" gravel surface at footing grade, we recommend these areas/pockets of
loose sand be removed/replaced down to more gravelly material.
• Salvaqinp/Re-Use of Native Gravel: Due to the site's shallow gravels,foundation excavation may
generate some native gravel. Provided the gravel is "clean" and not contaminated with silt/clay,
it can be salvaged/re-used for exterior wall backfill and sub-base gravel under pavements.
32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com Page 6
Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
• Use of 1"-Minus Clean Crushed Rock for Plumbinp Trench Backfill under Slabs: We have found
that the use of 1"-minus, clean crushed rock works great for backfill of plumbing trenches under
slabs. This material is easy to place and vibratory compact with small, walk-behind equipment
(plate compactors). We recommend using crushed rock for all sub-slab trench backfill material.
EXPLORATIONS,TESTING, AND SUBSURFACE CONDITIONS
Subsurface Explorations
Subsurface conditions were investigated across the Glen Lake Commerce Subdivision area by Lee Evans,
a professional geotechnical engineer with Allied Engineering, on February 13, 2003. At the time,this site
was being considered by the City of Bozeman for a new solid waste transfer station. Seven test pits
were dug as part of this work and identified as TP-1 through TP-7. All pits extended to depths of 12 to
15 feet. In May 2018, AESI dug test pits along Manley Road as part of the geotechnical investigation for
the road improvements project. Three of the pits, which extended to depths of 3 to 6 feet, were located
adjacent to the subdivision area. These were identified as TP-A through TP-C. See Figures 1 through 5
for site maps that show the approximate test pit locations.
• Note: The test pits located on or near Lot 2A include TP-5 through TP-7 and TP-A through TP-C.
• Note: In addition to the test pits, AESI was also involved during the construction of Iron Horse
Road in 2018. We inspected the subgrade conditions, which consisted of clean, cobbly sandy
gravel beginning at shallow depths. Five construction photos are attached.
During the explorations, soil and groundwater conditions were visually characterized, measured, and
logged. The relative density of the soils was estimated based on pocket penetrometer measurements,
ease/difficulty of digging, and the sidewall stability of the test pit excavations. Test pit logs are attached.
Each log provides an array of field information, such as soil depths, thicknesses, and descriptions,
groundwater depth measurements (at the time of exploration), relative density data, soil sample
information, and a sketch of the soil stratigraphy. Please be aware that the detail provided on the logs
cannot be accurately summarized in a paragraph; thus, it is important to review the logs in conjunction
with the report. Following completion of the fieldwork, the excavations were backfilled, staked with
identifying lath, and cleaned up to the best extent possible.
To better illustrate the on-site soil conditions, a few test pit photos from our 2018 Manley Road test pits
are attached. The photos show the excavation sidewalls and soil piles. The purpose of the photos is to
clearly illustrate the soil stratigraphy (ie. surface fill overlying topsoil overlying silt/clay overlying sandy
gravel) and the "target" sandy gravel (in sidewall and upon excavation). All photos have been marked
up to call out the soil layers and materials that are described on the logs.
• Note: Please be aware that compaction of test pit backfill soils was not done; therefore, these
areas could be susceptible to future settlement. As discussed in a later section of the report, all
32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com Page 7
Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
old test pit locations (that are found to be soft/loose) should be re-excavated to their original
depth and properly backfilled/compacted if they underlie any of the building site improvements,
including foundation footprints, exterior slabs, and asphalt pavement areas.
Laboratory Testing
In 2003, several soil samples were collected and tested for natural moisture content, gradation, and
atterberg limits. See the test pit logs for all available lab testing data.
Soil Conditions
The best way to fully comprehend the site's soil conditions is to review the test pit location maps
(Figures 1 through 5) in conjunction with the test pit logs/photos. The purpose of the figures is to give a
"snapshot" of the conditions that were found in each test pit, including thickness of native topsoil
(including any random surface fill), thickness of native silt/clay (under the topsoil layer), depth to native
sandy gravel ("target" bearing material), and depth to groundwater on February 13, 2003.
As discussed throughout the first half of the report, the Lot 2A area was found to be blanketed by about
6 to 9 inches of random surface fill in 2003. This material was generally "dirty" sandy gravel with areas
of intermixed silt/clay.
• Note: Due to the 2018 development/construction of Glen Lake Commerce Subdivision, there is
a chance that more random surface fill has been spread on the lot area since the test pits were
dug in 2003. Therefore,the thickness of fill may be found to be thicker than 6 to 9 inches. If this
is the case,the depth to bottom of native topsoil and the depth to top of native sandy gravel will
both be greater than what is presented herein. With that said, the site terrain of Lot 2A does
look very similar to the 2003 conditions; thus, if more fill was spread, it's likely not overly thick.
Underlying the random surface fill is a 6 to 12-inch layer of buried, native topsoil, which in turn overlies
a 0.5 to 1.5-foot layer of native silt/clay. The topsoil is black; while the silt/clay is dark brown to brown,
stiff to very stiff, and slightly moist to moist.
Beginning at a depth of 1.5 to 2.5 feet (in most areas) and as deep as 3.2 feet on the east side of Lot 2A
(in TP-B) is the top of the native sandy gravel. The gravel materials extended to the bottom of all test
pits at depths of 12 to 15 feet. In general,the upper 6 to 9 inches of the native gravel is a little more of a
silty, sandy gravel ("dirtier" gravel) with smaller gravels. Below this depth, the sandy gravel is "cleaner"
and contains larger gravels and cobbles.
Provided in Tables 1 and 2 (on the following page) are quick summaries of the soil conditions observed
in TP-1 through TP-7 (from the 2003 geotechnical investigation of the subdivision area/property) and in
TP-A through TP-C (from the 2018 geotechnical investigation for the 2020 Manley Road improvements
project). This terminology matches the attached test pit logs.
32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com Page 8
Final Geotechnical Report-Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.-Bozeman, MT January 22, 2025
Table 1. Summary of Soil Conditions in TP-1 through TP-7 - Subdivision Area
NATIVE
TP RANDOM TOPSOIL NATIVE NATIVE
# SURFACE FILL SILT/CLAY SANDY GRAVEL
(BURIED LAYER)
1 0.0'-0.8' 0.8'- 1.7' 1.7'-2.3' 2.3'-13.0'
2 0.0'-0.5' 0.5'-0.8' 0.8'-1.6' 1.6'-13.0'
3 -------- 0.0'-0.5' 0.5'-1.5' 1.5'- 15.0'
4 0.0'-0.8' 0.8'-1.4' 1.4'-2.0' 2.0'- 15.0'
5 0.0'-0.5' 0.5'-1.3' 1.3'-2.3' 2.3'- 14.0'
6 0.0'-0.7' 0.7'-1.3' 1.3'-2.3' 2.3'- 12.0'
7 0.0'-0.5' 0.5'-1.5' -------- 1.5'-12.0'
Notes: 1) All soil measurements are depths below existing ground.
2) The closest test pits to Lot 2A include TP-5,TP-6,and TP-7.
Table 2. Summary of Soil Conditions in TP-A through TP-C - Manley Road Corridor
GRAVEL NATIVE
TP ASPHALT RANDOM NATIVE NATIVE
# (MANLEY RD) SECTION SURFACE FILL TOPSOIL SILT/CLAY SANDY GRAVEL
(MANLEY RD) (BURIED LAYER)
A -------- -------- 0.0'-1.0' 1.0'-1.5' 1.5'-2.5' 2.5'-6.0'
B 0.0'-0.2' 0.2'- 1.8' -------- -------- 1.8'-3.2' 3.2'-3.5'
C -------- -------- 0.0'-0.4' 0.4'-1.0' 1.0'-2.0' 2.0'-6.0'
Notes: 1) All soil measurements are depths below existing ground.
2) All three test pits lie on the southeast,east,and northeast sides of Lot 2A.
Groundwater Conditions
Groundwater depths are expected to be at 10 feet (or greater) throughout the year in the Lot 2A area.
During our test pits on February 13, 2003, no groundwater was observed in the two, on-site test pits
(TP-5 and TP-7) or the two, nearby test pits (TP-4 and TP-6), all of which extended to 12 to 15 feet. The
shallowest groundwater was found on the west side of the subdivision area (next to railroad) at 10 feet.
GEOTECHNICAL ISSUES
The site conditions do not present any foreseeable geotechnical issues for the proposed project. The
shallow gravels will provide "target" foundation bearing; the building will not have a basement, which
negates high groundwater as a possible concern; and the silt/clay is stiff/slightly moist and will provide
suitable subgrade support for interior/exterior slabs and asphalt pavements.
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Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
GENERAL CONSTRUCTION RECOMMENDATIONS
Re-Excavation of Test Pits
Some of the old test pits will be encroached upon during site work, foundation earthwork, and asphalt
area construction. During backfilling of the pits, the spoils were not compacted. As a result, they may
undergo some soil settlement over time. It is standard practice to address any soft test pit backfill areas
during construction (if they are found). As a general rule, where any of site and building improvements,
including foundations, interior/exterior concrete slabs, underground utilities, and asphalt pavement
areas, will overlie any of the old test pits (especially those that are soft/loose), we recommend they be
re-excavated down to their original depth and properly backfilled/compacted with suitable material
using suitable means/methods. The two, 2003 test pits on Lot 2A were dug to depths of 12 to 14 feet.
Topsoil Stripping and Re-Use
All native topsoil (and old surface fill) must be completely removed from within the building foundation
footprint areas and from under all exterior concrete slab and asphalt pavement areas. Final site grading
(in landscape areas) and the reclamation of disturbed construction areas are the only recommended
uses for organic topsoil or organic-laden materials.
• Note: The Lot 2A area is blanketed by a minimum of 6 to 9 inches of gravelly, random fill that in
turn overlies a 6 to 12-inch layer of buried native topsoil. Due to recent construction activity,
there may be more random fill on the site now as compared to 2003.
Groundwater Dewatering
Due to deep groundwater conditions, groundwater dewatering should not be needed.
Silt/Clay Subgrade Conditions
Once the buried topsoil layer is stripped from under the building, under exterior concrete areas, and
from under parking lots, the subgrade soils will consist of native, dark brown to brown, silt/clay. Based
on the test pits, these soils should be in a slightly moist to moist and stiff to very stiff condition. As a
result, we do not expect any subgrade challenges (ie. overly moist or soft soils). We anticipate stable
subgrade will exist or can be easily achieved with air drying(once the subgrade surface is exposed).
Salvaging and Re-Use of On-Site Gravels
Due to the site's shallow gravel conditions, there may be an opportunity to generate and salvage some
on-site gravel during foundation excavation and parking lot earthwork. As long as the on-site gravels are
"clean" and not contaminated with silt/clay, they can be re-used for exterior foundation wall backfill
(under exterior slabs) and/or for the sub-base component of the asphalt pavement section.
32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com page 10
Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
Areas Where New Gravel Will Be Required
• All granular structural fill under footings and interior slabs shall consist of new gravel (either 3"-
minus gravel or 1.5"-minus gravel). A commercially-processed gravel material will be more
uniform and compact better.
• We recommend that interior foundation wall backfill under interior slabs consist of new gravel
(either 3"-minus gravel, 1.5"-minus gravel, or 1"-minus crushed rock). Here again, it will be
important to use a small aggregate size material that is easy to compact with small equipment.
• All base course gravel under asphalt pavements shall be new gravel (1.5"-minus gravel).
• Assuming not much quantity of on-site "clean" gravel can be stripped, salvaged, and re-used
from the site work, then most, if not all, of the sub-base course gravel under asphalt pavements
will need to be new gravel (6"-minus gravel).
STRUCTURAL DESIGN PARAMETERS
Foundation Design
The building will be underlain by an at-grade slab (slab-on-grade) and supported on a conventional
shallow foundation consisting of perimeter strip footings/frost walls and interior strip/spread footings
(under the slab).
Seismic Design Factors
A main requirement of the Structural Engineer's seismic analysis will be a determination of the site class.
Based on our on-site explorations and knowledge of the underlying geology,the site class for the project
site will be Site Class D (as per criteria presented in the 2021 IBC). This site class designation is valid as
long as our foundation recommendations are followed.
To obtain site-specific seismic loading and response spectrum parameters, a web-based application from
the USGS Earthquake Hazards Program can be used. The link to their web page is as follows:
https://earthquake.us,gs.�ov/hazards/designmaps/. Upon entering this page, there are links to three third-
party interfaces that can be used to obtain the seismic information. The user needs to enter the design
code reference document, site soil classification, risk category, site latitude, and site longitude.
Foundation Bearing Pressure (Conventional Foundation)
As long as our foundation earthwork recommendations are followed, the allowable bearing pressure for
all perimeter, interior, and exterior footings and any other foundation component is 2,500 pounds per
square foot (psf). Allowable bearing pressures from transient loading (due to wind or seismic forces)
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may be increased by 50 percent. We estimate that the above-referenced design bearing pressure will
result in total foundation settlements of one inch or less, with only minor differential settlements.
Lateral Earth Pressures
All foundation walls that will be fixed at the top prior to the placement of backfill should be designed for
an "at rest" equivalent fluid pressure of 60 pounds per cubic foot (pcf). Cantilevered retaining walls
may be designed for a lower, "active" equivalent fluid pressure of 45 pcf, provided either some slight
outward rotation of the wall is acceptable upon backfilling or the wall is constructed in such a way that
accommodates the expected rotation. These "at rest" and "active" design values are only applicable for
walls that will have backfill slopes of less than ten percent; and which will not be externally loaded by
surface pressures applied above and/or behind the wall.
Lateral forces from wind, earthquakes, and earth pressures on the opposite side of the structure will be
resisted by passive earth pressure against the buried portion of the foundation wall and by friction at
the bottom of the footing. Passive earth pressures in compacted backfill should be assumed to have an
equivalent fluid pressure of 280 pcf; while a coefficient of friction of 0.5 is estimated between cast-in-
place concrete and the "target" sandy gravel (or granular structural fill that is placed to build back up to
footing grade from the "target" gravel subgrade). Actual footing loads (not factored or allowable loads)
should be used for calculating frictional resistance to sliding along the base of the footing. Please be
aware that the friction coefficient has no built-in factor of safety; therefore, an appropriate safety factor
should be selected and used in all subsequent calculations for each load case.
The above-referenced, equivalent fluid pressures (for at rest, active, and passive conditions) assume
that the wall will be backfilled with a suitable material that is compacted to an unyielding condition and
it will lie above the groundwater table and/or be well drained; thereby, preventing the backfill from
becoming saturated and the wall from experiencing hydrostatic pressure. Each of these design
pressures is for static conditions and will need to be factored accordingly to represent seismic loading.
We recommend that we be retained to evaluate lateral earth pressures for geometries and/or loading
conditions that do not meet the previously mentioned criteria.
Subgrade Reaction Modulus(under Slabs)
As long as our interior slab support recommendations are followed (as presented later in the report),
the subgrade reaction modulus (k) can be assumed to be 200 pounds/cubic inch (pci). This is a modified
design value that uses the subgrade reaction modulus (k) of the native silt/cay and factors it (increases
it) based on a minimum section thickness of imported gravel to be placed under the slab. This design
value assumes the slab will be underlain by at least 18 inches of compacted gravel or crushed rock.
• Note: We recommend a minimum 18-inch thick,gravel support section under all interior slabs.
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Interior Slab Thickness
We expect that the interior slab thickness will be 4 to 5 inches; and may be reinforced with rebar or wire
mesh. The Structural Engineer is designing the slab.
Soil Corrosivity to Concrete
According to Montana Department of Transportation (MDT) highway design standards, Type I-II cement
is used when soil sulfate contents are less than 0.20%. However, if sulfate levels are between 0.20 and
2.00%,then Type Vi cement is used.
• Note: Over the years, we have tested several samples of Bozeman-area silt/clay and sandy
gravel. All samples have been non-corrosive to standard concrete.
• Note: Based on previous test results of similar soils, the on-site silt/clay and sandy gravel soils
will not be corrosive to standard concrete. There is no reason to use Type Vi cement in the
foundation concrete.
FOUNDATION RECOMMENDATIONS
General
Two detailed illustrations showing our excavation/fill/earthwork, foundation bearing, slab support, and
moisture protection recommendations for a slab-on-grade (at-grade slab) foundation configuration are
included as Figures 6 and 7. Both figures are identical, except for providing different options for the
excavation/support of interior footings (under the slab). Please refer to this figure during the review of
the report.
• Note: Figure 6 shows trench over-excavation/replacement of individual interior footings down
to "target" gravel. This is Option 1. The minimum width of over-excavation/structural fill under
footings is dependent on the thickness of structural fill. See the criteria/formula on the figure.
• Note: Figure 7 shows mass over-excavation/replacement of the entire building slab area down
to "target"gravel (which would hence include all interior footings). This is Option 2.
Foundation Design
• The building foundation will be designed as a conventional foundation that consists of perimeter
footings/frost walls and interior footings (under the slab). It will underlain by an at-grade slab.
• The minimum depth of cover for frost protection of perimeter and exterior footings is four feet.
This dimension is measured from bottom of footing up to the final grade of the ground surface.
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Foundation Support
• The "target" foundation bearing material for all perimeter, interior, and exterior footings is the
native sandy gravel that underlies the Lot 2A area beginning at depths of 1.5 to 2.5 feet (in most
areas) and as a deep as 3.2 feet on the east side (in TP-B). Ideally, the best/preferred bearing
material is the "cleaner" sandy gravel with cobbles that underlies the uppermost 6 to 9 inches of
silty, sandy gravel ("dirtier"gravel)with smaller gravels.
• All footings must bear directly on "target" gravel or on granular structural fill that in turn bears
on "target" gravel. Most perimeter frost wall footings are expected to bear in or very near the
shallow target" gravel (meaning a possibility for little or no over-excavation/replacement); while
the interior footings under the slab will require more/deeper over-excavation/replacement to
reach the "target" gravel.
• In some areas, the native gravel contains some pockets/seams/veins of loose sand. If footing
grade has any of these sandy areas, they should be excavated deeper (down to better gravel)
and re-filled with granular structural fill.
• The bottom of all perimeter, interior, and exterior footing excavations (or over-excavations)
must consist of native, "clean" cobbly, sandy gravel.
• To minimize disturbance to the native gravel subgrade surface, the excavation should be dug
with a smooth-edge foundation bucket.
• Prior to placing granular structural fill or forming footings, the native gravel subgrade surface
shall be cleaned of loose spoil materials and re-compacted to a dense and unyielding condition
with a smooth drum roller. No compaction testing is required on the gravel subgrade.
• All granular structural fill that is placed under footings must consist of either 3"-minus, sandy
(pitrun) gravel or 1.5"-minus, crushed (roadmix) gravel. Specifications for these materials are
provided in a later section of the report. We recommend new 3"-minus gravel for structural fill.
• The granular structural fill section should be placed in multiple lifts (depending on thickness of
fill required and the size of the roller used) with each lift being vibratory compacted to a dense
and unyielding condition. See a later report section for additional compaction specifications. A
large, smooth drum roller should be used wherever possible. Small, walk-behind sheepsfoot
rollers and hand-held, jumping jack compactors should be used in narrow/confined excavations
and along edges and in corners of the excavation.
FOUNDATION WALL BACKFILL RECOMMENDATIONS
Provided on next page are general recommendations for interior and exterior foundation wall backfill.
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• For interior foundation wall backfill (under interior slab areas), all backfill material must consist
exclusively of either 3"-minus granular structural fill or 1"-minus, clean crushed rock. Both of
these materials are easy to compact and will minimize any settlement potential under the slab.
All backfill must be placed in thin lifts and be vibratory compacted to a dense and unyielding
condition (even the crushed rock). We do not recommend using any on-site silt/clay and sandy
gravel soils for any interior backfill.
• Select native silt/clay/sand or sandy gravel soils can be used for exterior foundation wall backfill.
These materials must be well compacted to prevent unwanted settlements, especially under
exterior slab areas. Use only the driest material available. If on-site sandy gravel is used, it
should be a 6"-minus material to prevent point loading the foundation walls with large, over-
sized, cobbles and boulders. All backfill must be placed in lifts and be well compacted.
• Under exterior slab areas (at doorways and under patios), we recommend foundation backfill
consist of relatively clean, sandy gravel. By doing so, any frost heaving potential is minimized.
INTERIOR SLAB RECOMMENDATIONS
All interior building slabs shall be supported on a minimum, 18-inch thick, compacted gravel section
consisting of 6 inches of clean crushed rock underlain by 12 inches of granular structural fill that overlies
stable and compacted subgrade (ie. non-organic silt/clay with all surface fill and buried topsoil stripped).
• Note: Depending on the slab elevation relative to the bottom of the stripped topsoil surface,
more than 18 inches of gravel/crushed rock may be needed under the slab area.
• Note: Depending on the locations/spacing/concentrations of interior footings, it may be more
advantageous and cost effective to mass over-excavate the building slab area down to "target"
gravel (thereby removing the 0.5 to 1.5-foot silt/clay layer that underlies the topsoil) and re-fill
the excavation with structural fill (as opposed to individually over-excavating interior footings).
MOISTURE PROTECTION AND SUBSURFACE DRAINAGE RECOMMENDATIONS
Provided below are our foundation moisture protection and subsurface drainage recommendations for
the at-grade slab configuration.
• The interior slab area shall be underlain by a heavy-duty, 15-mil vapor barrier. The barrier that
we recommend is a Stego 15-mil vapor barrier. The barrier must be sealed at all seams, pipe
penetrations, and walls.
• Unless required by the IBC, damp proofing of foundation walls is not typical for at-grade slabs.
• A perimeter footing drain is not needed/required.
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EXTERIOR SLAB RECOMMENDATIONS
Provided in Table 3 are our recommendations for the design section under the li�ht-duty, exterior slabs
(includin�standard pedestrian sidewalks awav from the buildin�foundation and next to streets).
Table 3. Exterior Concrete Slab(Light-DutyJ — Sidewalks Away From Building — Stable Subgrade
COMPONENT COMPACTED THICKNESS(IN)
Concrete Slab: 4(min.)
1"-Minus Clean Crushed Rock: 6
Granular Structural Fill— 3"-Minus Gravel or 1.5"-Minus Roadmix: No
8 oz. Non-Woven Geotextile Fabric(Mirafi 180N or Equal): No
Stable Subgrade Soils(Less Topsoil)or Embankment Fill: Rolled/Compacted
TOTAL SECTION THICKNESS: 6+Slab Thickness
Notes: 1) We recommend this section for std.pedestrian sidewalks awav from the buildin�foundation and next to streets.
2) We expect pedestrian slabs will be 4 inches thick(min.).
3) The purpose of the 6-inch thick,crushed rock section is to provide better support under the slab.
Provided in Table 4 (below and continuing on following page) are our recommendations for the design
section under the li�ht-duty, exterior slabs (includin� pedestrian sidewalks next to buildin� foundation
wall, slabs in front of all doorwav entries, patios, and�arba�e enclosure slabs).
• Note: In the table below, we recommend a minimum of 12 inches of crushed rock under these
slabs. For doorwav and patio slabs, a better recommendation to further lower the potential for
frost heaving is to increase the gravel section to 24 inches (instead of 12 inches). This 24-inch
sub-slab section can consist of 12 to 18 inches of granular structural fill topped by 6 to 12 inches
of clean crushed rock. Sidewalk slabs next to foundation walls (but not at doors or patios) and
garbage enclosure slabs (under the dumpster) can be underlain by 12 inches of crushed rock.
• Note: To remove all frost heaving risk under slabs adjacent to doorways (including patio area
slabs), strong consideration should be given to fully backfilling these relatively small areas with
either "clean" on-site sandy gravel, granular structural fill, or clean crushed rock from footing
grade up to the bottom of slab grade.
Table 4. Exterior Concrete Slab(Light-Duty) — Sidewalks Next To Building — Stable Subgrade
COMPONENT COMPACTED THICKNESS(IN)
Concrete Slab: 4(min.)
1"-Minus Clean Crushed Rock: 12 (See Below for Recommendations)
Granular Structural Fill— 3"-Minus Gravel or 1.5"-Minus Roadmix: No
8 oz. Non-Woven Geotextile Fabric(Mirafi 180N or Equal): No
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Stable Subgrade Soils(Less Topsoil)or Embankment Fill: Rolled/Compacted
TOTAL SECTION THICKNE55: 12+Slab Thickness
Notes: 1) We recommend this section for pedestrian sidewalks next to the buildin�,at doorways,and�arba�e enclosures.
2) We expect pedestrian slabs and�arba�e enclosure slabs will be 4 inches thick(min.).
3) The purpose of the 12-inch thick,crushed rock section is to lower the frost heaving risk of the underlyin�silt/clay.
4) For slabs in front of doorways(incl.patios),we recommend the sub-slab gravel section be increased to 24 inches.
5) The purpose of the"expanded"24-inch gravel section under slabs is to further reduce frost heaving potential.
6) Option 1: The 24-inch gravel section can consist of 6 inches of crushed rock and 18 inches of structural fill.
7) Option 2: The 24-inch gravel section can consist of 12 inches of crushed rock and 12 inches of structural fill.
8) Option 3: The 24-inch gravel section can consist entirely of 24 inches of crushed rock.
9) An option for removing all frost heaving risk next to doors(incl. patios)is to backfill under slabs w/structural fill.
10) The granular backfill material shall extend from footing grade up to the bottom of the layer of clean crushed rock.
11) In lieu of granular structural fill,the doorway/patio slabs can be fully backfilled with clean crushed rock.
Provided in Table 5 are our recommendations for the design section under heavv-dutv, exterior slabs for
vehicle and truck traffic(includin�driveway approaches).
Table 5. Exterior Concrete Slab(Heavy-DutyJ — Vehicle Slabs — Stable Subgrade
COMPONENT COMPACTED THICKNESS(IN)
Concrete Slab: 6(min.)
1"-Minus Clean Crushed Rock or 1.5"-Minus Base Course Gravel: 6
Granular Structural Fill (3"-Minus)or Sub-Base Gravel (6"-Minus): 12
8 oz. Non-Woven Geotextile Fabric(Mirafi 180N or Equal): Yes
Stable Subgrade Soils(Less Topsoil)or Embankment Fill: Rolled/Compacted
TOTAL SECTION THICKNESS: 18+Slab Thickness
Notes: 1) We recommend this section for drivewav approaches.
2) We expect driveway approaches will be 6 inches thick(min.);but could be up to 8 inches.
3) The final design of the slab thickness and slab reinforcement will be provided by others.
4) If our recommendation is needed for reinforcement,we recommend#4 rebars at 18"on-center(at a minimum).
5) The purpose of the 18-inch thick,total gravel section is to provide better support under the vehicle slabs.
6) We recommend a 24-inch total section thickness for slabs that will be subjected to vehicle/truck traffic loading.
7) If the slab thickness will be 8 inches instead of 6 inches,then reduce the crushed rock thickness from 6 to 4 inches.
SURFACE DRAINAGE RECOMMENDATIONS
Final site grading next to the building must establish and promote positive surface water drainage away
from the foundation footprint in all directions. Absolutely no water should be allowed to accumulate
against or flow along any exposed wall (and thereby soak into the foundation wall backfill). Concrete or
asphalt surfacing that abut the foundation should be designed with a minimum grade of two percent;
while adjacent landscaped areas should have a slope of at least five percent within ten feet of the wall.
Steeper side slopes than five percent (in landscape areas) are encouraged wherever possible. By doing
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this, any minor settlements in the foundation backfill should not negatively affect the positive drainage
away from the building.
Note: The "dirt grade" in all adjacent backfill and landscape areas must be properly graded away from
the foundation walls with positive slopes of five percent (min.) prior to the placement of the landscape
bed/covering materials. This also applies to the subgrade surface under adjacent concrete areas (below
the gravel/crushed rock section materials).
To further reduce the potential for moisture infiltration along foundation walls, backfill materials should
be placed in thin lifts and be well compacted, and in landscaped areas, they should be capped by four to
six inches of topsoil. With the exception of the locations that will be surfaced by concrete or asphalt,
finished grades (next to foundation walls) should be set no less than six inches below the top of the
interior concrete slab or below the bottom of the sill plate for framed floor applications.
FOUNDATION-RELATED FILL MATERIAL RECOMMENDATIONS
Provided below are specifications for the fill materials that are recommended for use during foundation
earthwork construction. These include on-site excavated soils, sandy (pitrun) gravel, crushed (road mix)
gravel and clean crushed rock. Fill placement/compaction criteria follow the specifications.
On-Site Excavated Soils
All on-site generated, non-organic silt/clay that has a moisture content conducive to proper compaction
can be re-used for exterior foundation wall backfill. If "clean" gravel (not contaminated with silt/clay)
can be salvaged, it can be re-used for exterior foundation wall backfill (under doorway and patio slabs)
and for the sub-base component of the asphalt pavement section.
Sandy(pitrun) Gravel
Sandy (pitrun) gravel is a granular structural fill alternative for placement under footings and slabs and
behind walls. This material shall be a non-plastic, well-graded, mixture of clean, sand and gravel with
100 percent of its gravels/cobbles passing a three-inch screen and between 2 and 10 percent of its
silt/clay particles (by weight) finer than the No. 200 sieve. It should meet all material and gradation
specifications as presented in Section 02234 of the Montana Public Works Standard Specifications
(MPWSS)for 3"-minus, uncrushed, sub-base course gravel.
Crushed (road mix)Gravel
Crushed (road mix) gravel is a granular structural fill alternative for placement under footings and slabs
and behind walls. This material shall be a non-plastic, well-graded, mixture of clean, sand and gravel
that is processed (crushed) such that 100 percent of its rock fragments pass a 1-1/2-inch screen and
between 0 and 8 percent of its silt/clay particles (by weight) are finer than the No. 200 sieve. It should
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meet all material and gradation specifications as presented in Section 02235 of the MPWSS for 1-1/2"-
minus, crushed, base course gravel.
Clean Crushed Rock
The primary uses for crushed rock include placement under concrete slabs and behind foundation and
retaining walls for drainage-related purposes. Crushed rock shall be a clean assortment of angular
fragments with 100 percent passing a one-inch screen and less than 1 percent (by weight) finer than the
No. 100 sieve. This aggregate product needs to be manufactured by a crushing process and over 50
percent of its particles must have fractured faces. It is not acceptable to use rock containing abundant
spherical particles for foundation-related applications.
Fill Placement and Compaction
All fill materials should be placed in uniform, horizontal lifts and compacted to an unyielding condition.
This includes clean crushed rock, which can be readily compacted by vibratory means. In general, the
maximum "loose lift thickness" for all fill materials (prior to compaction) should be limited to 12 inches
for large, self-propelled rollers, 6 inches for remote-controlled, dual drum rollers and walk-behind,
jumping jack compactors, and 4 inches for walk-behind vibratory plate compactors. The moisture
content of any material to be compacted should be within approximately two percent (+/-) of its
optimum value for maximum compaction.
Provided in Table 6 are compaction recommendations for general foundation applications. These are
presented as a percentage of the maximum dry density of the fill material as defined in ASTM D-698.
Table 6. Compaction Recommendations (Application vs. Percent CompactionJ
APPLICATION %COMPACTION
Granular Structural Fill Under Footings and Slabs: 97
Interior Wall Backfill under Slabs (Granular Structural Fill): 97
Exterior Wall Backfill (Native Soil or Granular Structural Fill): 95
Clean Crushed Rock Under Footings/Slabs and Behind Walls: N/A (Vibration Required)
Site Fill Around Building and Under Concrete and Pavement Areas: 95
UNDERGROUND UTILITIES
General
The underground utilities for this project will include water/fire/sewer services, storm drainage piping
and infrastructure, and underslab piping/plumbing.
• Note: See the following report section for a discussion on underground stormwater systems.
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Installation
The installation of all water, sewer, and storm drainage outside of the building should follow the project
plans/specifications, Monana Public Works Standard Specifications, and City of Bozeman Specifications.
Pipe Bedding
In some areas, the native gravels contain large, 6" to 10" cobbles and boulders. In order to protect the
pipes during installation/backfilling (from being damaged or point-loaded by the rocky gravel material),
generous amounts of 1"-minus crushed rock pipe bedding material should be used under, around, and
over the pipes.
Soil Corrosivity Potential and Recommendations for DIP Pipes
Based on past experience, the site's silt/clay and sandy gravel soils are not corrosive to standard ductile
iron pipe (DIP). With that said, we do recommend installing the DIP fire service line (into the building
and under the building slab) with polyethylene encasement for added corrosion protection. This is
considered cheap insurance. Most likely, the water service line will be copper and therefore, does not
require any polyethylene encasement. In summary, our recommendations include:
• Use standard DIP pipe that is wrapped in V-bio enhanced, polyethylene encasement.
• The site conditions do not require the use of special, zinc-coated, DIP pipe.
Sub-Slab Plumbing Excavation and Trench Backfill
In our opinion, the best material for trench backfill of sub-slab plumbing is 1"-minus, clean crushed rock.
This material is easy to place and compact in tight and confined areas. We recommend that the crushed
rock be placed in reasonable lifts and be vibratory compacted to a dense and unyielding condition with
small, walk-behind, plate compactors.
UNDERGROUND STORMWATER SYSTEMS
Provided below are recommendations for designing and installing underground stormwater systems:
Design Infiltration Rate
We recommend designing the system to drain into the underlying native sandy gravels. By doing so, the
system footprint area will be much smaller; and the surface water drainage will rapidly drain out of the
system. We recommend using Table 3 in Appendix A of Circular DEQ-8 for the design infiltration rate for
native sandy gravel. According to the table, an infiltration rate of 4.0 inches per hour can be assumed
for sand and gravel.
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Hydraulic Connection
Using the above-referenced design infiltration rate for native gravel will require that the system be
hydraulically connected to the native gravel. This can be done by bearing the system directly in the
native gravel (where the native gravels are shallow); or by over-excavation and replacement under the
system (where the native gravels are deeper and below the bottom of system elevation).
Excavation and Replacement(If Needed)
If needed (based on native gravel depth), we recommend mass over-excavating under the stormwater
system down to "clean" sandy gravel. In order to re-fill the excavation area and build back up to the
system elevations, we recommend either using clean crushed rock or over-sized cobbles (available from
a commercial pit) as the replacement material. Since the cobbles are free-draining, we prefer them over
standard 6"-minus pitrun gravel. When using "open-graded" cobbles, the top of the cobbles must be
covered with a layer of 8 oz. non-woven geotextile separator fabric(Mirafi 180N or equal) before placing
the bedding rock/gravel under the stormwater systems. A detail that shows the over-excavation and
replacement material should be included on the civil plans. The civil plans should clearly state that the
system must drain into the native gravels and that this may require over-excavation and replacement.
ASPHALT PAVEMENT SECTION RECOMMENDATIONS
Pavement Section Design
Provided in Table 7 is our recommended li�ht-duty pavement section for the parking lot improvements.
This section requires stable subgrade and is our standard section for light commercial/office building-
type project sites.
Table 7. Pavement Section (Light-DutyJ — Stable Subqrade
COMPONENT COMPACTED THICKNESS(IN)
Asphalt Concrete: 3
Base Course—1.5"-Minus Crushed (Roadmix)Gravel: 6
Sub-Base Course—6"-Minus Uncrushed Sandy(Pitrun)Gravel: 15
8 oz. Non-Woven Geotextile Fabric(Mirafi 180N or Approved Equal): Yes(for Silt/Clay&"Dirty"Gravel)
Stable Sub�rade Soils(Less Topsoil): Hard and Compacted
TOTAL SECTION THICKNE55: 24
Notes: 1) Base course gravel shall be new gravel.
2) Sub-base gravel can be new gravel or salvaged gravel(provided it is"clean"and not contaminated with silt/clay).
3) For silt/clay and/or"dirty"gravel subgrade,place an 8 oz.non-woven fabric for subgrade separation.
4) The placement of geotextile fabric is not required/not needed where subgrade consists of"clean"sandy gravel.
5) Stable subgrade conditions are required,meaning it must be dry,hard,and compacted.
6) If subgrade soils are overly moist and rut/pump/deflect,they must be dried out to a stable condition.
32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com page 21
Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
Pavement Section Materials, Placement,and Compaction
The sub-base and base course materials that comprise the granular parts of the pavement section shall
consist of 6-inch minus uncrushed sandy (pitrun) gravel and 1-1/2-inch minus crushed (road mix) gravel,
respectively. Both gravel courses shall meet the material and gradation specifications as presented in
the MPWSS, Sections 02234 and 02235. All gravels shall be placed in loose lifts not exceeding 12 inches
in thickness and be compacted to at least 95 percent of the material's maximum dry density as defined
in ASTM D-698. Asphalt pavement shall meet specifications in MPWSS Section 02510 and be compacted
to a minimum of 93 percent of the Rice mix density.
GEOTECHNICAL INSPECTION
If desired, AESI can be retained for geotechnical inspection of the foundation excavation. We request
that we be given about a week notice and we will need to be involved from the first day of foundation
excavation. As part of our work, we will observe the bottom of the excavation (down to "target" native
gravel) and the placement/compaction of granular structural fill (up to footing grade).
• Note: A City Building Department requirement is that a stamped, geotechnical inspection letter
(prepared by a professional engineer) be provided that documents the foundation earthwork
prior to scheduling the City's pre-pour footing inspection. We can provide this; but we will need
to be retained for geotechnical inspection services under a separate contract.
PRODUCTS
Provided in Table 8 is a reference guide for all products that have been recommended within this report.
Listed below is the product name, its intended use, and where it can be obtained. The manufacturer
specification sheet for each of these products is attached at the end of the report.
• Note: Several notes are presented under the table that describe the recommended products,
where they can be obtained, and where they can be used.
Table 8. Product Reference Guide
PRODUCT USE SOURCE PHONE
Stego 15-mil Vapor Barrier Moisture Protection under Bldgs MaCon Supply—Bozeman 551-4281
Mirafi 180N Non-Woven Fabric Road Subgrade Separation Multiple Sources—Belgrade N/A
Notes: 1) Use Ste�o 15-mil vapor barrier only. There are no approved equals for this product.
2) Ste�o 15-mil vapor barrier has a water transmission rate that meets national standards for vapor barriers.
3) Ste�o 15-mil vapor barrier is a heavy-duty vapor barrier for placement under interior slabs and in crawl spaces.
4) We recommend the placement of a Ste�o 15-mil vapor barrier under building slabs.
5) Use Mirafi 180N non-woven fabric or an approved equal that meets or exceeds Mirafi 180N fabric specifications.
6) Approved equals for Mirafi 180N non-woven fabric are available from multiple sources in the Belgrade.
32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com page 22
Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1, Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
7) Mirafi 180N is an 8 oz.non-woven fabric with a grab tensile strength of 205 Ib.
8) Mirafi 180N non-woven fabric shall be placed for subgrade separation under pavement section materials.
9) The placement of Mirafi 180N non-woven fabric is only required for silt/clay or"dirty'gravel subgrade areas.
10) The placement of Mirafi 180N non-woven fabric requires stable subgrade conditions(dry,hard,and compacted).
11) The placement of Mirafi 180N non-woven fabric is not necessary(or required)for"clean"gravel subgrade soils.
12) The placement of Mirafi 180N non-woven fabric is not necessary under the interior building slab gravel section.
LIMITATIONS
This report provides our geotechnical recommendations for the proposed Evergoods project, which will
be constructed on Lot 2A, Block 1 of the Glen Lake Commerce Subdivision in Bozeman, MT. Please be
advised this report is only applicable for the above-referenced property and shall not be used for other
project sites. Since geotechnical conditions can change in a short distance, we recommend that all
properties be evaluated on a site-specific basis.
Our recommendations are based on our understanding of the project, our investigation of the site's soil
and groundwater conditions, and previous geotechnical engineering experience on other commercial
building projects. If during earthwork construction, soil and groundwater conditions are found to be
inconsistent with those described herein, we should be advised immediately so that we can analyze the
situation and modify our recommendations if need be.
• Note: Based on our 2003 test pits, the lot 2A area is blanketed by approximately 6 to 9 inches
of random surface fill, which overlies native topsoil. During the 2018 development/construction
of the Glen Lake Commerce Subdivision, more fill material may have been placed on the lot,
which will consequently increase the depth of topsoil stripping and depth to "target bearing",
native sandy gravel (from what is presented in this report).
All individuals associated with this project should consult this report during the planning, design, and
construction of the site improvements. It should be made available to other parties for information on
factual data only and not as a warranty of subsurface conditions such as those interpreted herein.
If you have any questions or need any additiona� information, please give me a call at 1- .
Sincerely, ,•• '�.,
:'•��NTA�'9• •
Allied Engineering Services, Inc. ; . '�,:� S z.�_
= • LEE SCOTT ��
� � . .
• E1�ANS . cr. �
7 ���� � -p :
Lee S Evans PE •� • 14420PE :�, ;
Geotechnical Engineer ���,�' . �z2�� • � ,
.t�`�, �� �ta1�.�C?�.
., s�oNA`�
.,
••• ...
32 Discovery Drive . Bozeman,Montana 59718 . Ph:f406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com Page 23
Final Geotechnical Report—Evergoods Project Project: 24-166
Lot 2A, Blk 1,Glen Lake Com.Sub.—Bozeman, MT January 22, 2025
enc: Figure 1—Test Pit Locations
Figure 2—Test Pit Locations w/Thickness of Native Topsoil (Incl. Any Surface Fill)
Figure 3—Test Pit Locations w/Thickness of Native Silt/Clay (Under Topsoil Layer)
Figure 4—Test Pit Locations w/Depth to Native Sandy Gravel ("Target" Bearing Material)
Figure 5—Test Pit Locations w/Depth to Groundwater on 2/13/03
Figure 6—Foundation Detail—At-Grade Slab—Option 1 (Interior Footing Over-Excavation)
Figure 7—Foundation Detail—At-Grade Slab—Option 2 (Building Slab Mass Over-Excavation)
Test Pit Logs for TP-1 through TP-7 from 2/13/03 (Glen Lake Commerce Sub. Area)
Test Pit Logs for TP-A through TP-C from 5/9/18 (Manley Road Improvements)
Test Pit Photos for TP-A through TP-C—Excavation Sidewalls and Spoil Piles
Iron Horse Road Construction Photos from 5/2/18—Native Sandy Gravel Subgrade
Product Sheet—Stego 15-mil Vapor Barrier
Product Sheet—Mirafi 180N Non-Woven Geotextile Fabric
Limitations of your Geotechnical Report
REFERENCES
International Code Council, 2021, "International 8uilding Code".
Montana Contractors'Association, April 2021, "Montana Public Works Std. Specifications'; 7t" Edition.
P:\2024\24-166 Lot 2A,Block 1,Glen Lake Commerce Sub.-Geotech\Design\Geotech\Report\Text\Lot 2A,GLCS-Geotechnical Report-0112.25
32 Discovery Drive . Bozeman,Montana 59718 . Ph:(406)582-0221 . Fax:(406)582-5770 .www.alliedengineering.com page 24
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� �j - �f ^ ' ri. ,J ' / (L
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�^ '••4, • -1 .1 ��^/� • i� ,� V
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I ' = ' I .i '_ `� :�, �
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� ( J��-4rl"+ 1���( l�nog�a� ��r� �s �•y,�, v, -�s;� � l.r r.ytd�� 1��rn g��o�c� ( � : S-�o�
\ �
Leqend Note: Deep Groundwater Conditions Exist At The Site. In Feb.2003,Groundwater Was>14.0'Deep In The Area Of Lot 2A.
Native"Clean"Sandy Gravel 1"Minus Clean Interior Wall Backfill
❑ Concrete Slab ■ Native Topsoil � («TargeY'Bearing Material) ❑ Crushed Rock ❑ (Gran.Struct.Fill
Or Crushed Rock)
� Random Fill Material � ❑ Import Granular Structural Fill(*) ■ Import Granular Structural Fill(*) ❑ Exterior Wall Backfill
("Dirty"Gravel w/ Native Silt/Clay Under Footings(As Needed) Under Interior Slab Area(Rq'd) And/Or Site Fill
�' Intermixed Silt/Clay) Vibratory Compact To 97%(min.). Vibratory Compact To 97%(min.). (SilUClay Or Gravel)
Geotechnical Notes: (*)Granular Structural Fill Can Consist
1)Figure 6 Provides Our Option 1 Recommendations For Foundation Earthwork And Support Under An At-Grade Slab Foundation Configuration. Of 3"-Minus Sandy(Pitrun)Gravel Or
2)Option 1 Includes Supporting The Slab On A 18-Inch(min.)Gravel Section And Over-Exc.Perimeter Footings(As Necessary)To Reach"TargeY'Gravel. 1.5"-Minus Crushed(Roadmix)Gravel
3)Due To Shallow Gravel Depths,Perimeter Footings Will Likely Bear In Native Gravel. Over-Excavation/Replacement May Be Limited To Interior Footings. Asphalt/Concrete Areas
Landscape Areas To Be Sloped Away
15-mil Vapor Barrier Under Slab(Above Rock Layer). 2
To Grade Away @ %(min.).�
@ 5%(min.). � Finished Floor Elev.(At-Grade Slab) Seal Barrier At Seams,Penetrations,And Footings.
Existing 6"(min.)
Ground � t—B—� Interior Footin t
� 6"(min.)Crushed Rock Layer Under Slab Areas(typ.) 2500 psf(max.) g�yp'� Crushed Rock/ _
Gravel Section `
- -- ----------- --- ------------ -------- More Than 12 Inches Of Structural Fill r n
12" min. Structural Fill La er
� If Rq'd By IBC, � � y May Be Required In Areas Of Thicker
� Damp Proof Under Interior Slab Area.(typ.) Surface Fill And Deeper Topsoil Stripping.
Foundation Gravel Backfill
-- _ - Walls� -__ __ �_ -- ; _ - --__ < Is Recommended
Perimeter - Compacted Subgrade ' , , Gravel/Rock Under Exterior
_ -_ 4'(min.) (Non-Organic Silt/Clay) H =.= In Most Areas, Backfill Is Concrete Areas _
-- -- For Frost Footing And -__ __ __ __ __ `-- = Thickness Of ' To Minimize Frost --'
� Foundation Recommended -
,,,. -_ Protection -`- -` -- ;_- -- ` Silt/Cla Ran es nte r Heaving Potential �
- y g Under I rio
No Ftg Wall(typ.) _� -- _- __ ❑ � __ From 0.5'To 1.5'. Slabs(typ.) y
� �' = o o - W �' - _ _ .
; Drains ' _ _ _ � X
u Req�d �B=� . _ - _ - - �B=� w
i=_1 >I C i � I I i l I I C_J I I C_1 � I I i `
2500 psf(max.) , _ �, '' - , _ „ ,. , _ � - 2500 psf(max.) d
� ;� � .. � �
` ^ �, -, „ '� � ,-� ^ _ ^ � ^ Min.�Exc Width H/2;2.0'(min) ^ � - ^ , -- �
ICompacted Subgrade ` ,-, i Compacted Subgrade � _ �
,- Unless The Site Has Been ; , , , i ; , , - ("TargeY'Sandy Gravel) ;, � H � = LL
("TargeY'Sandy Gravel) ,-, ' - , , r , ,
` Filled With A Little More - - , , , , , � ,
^ Surface Fill Since The Test � � - - Y ° " � n " . � � _ " ° �� _'- "
Pits Were Dug In Feb.2003, _ fNo Footing Over-Excavation Or fV Structural Fill Thickness(�As Needed/Required ;_-,� _ ^ � - _ _ _ „ -_ v�
-, Structural Fill R d Where Footin s `�' To Build Up From"TargeY'Gravel To Ftg.Grade. „ , � '(_� _ � � '�_) �
- The Depth To Gravel Will 9' 9 � �
Range From 1.5'To 3.0'. Bear In"Target"Sandy Gravel. ° ' ' ' ° ° Min.Exc.Width=H/2;2.0'(min.) , a .�
„ � „ - � Due To Shallow Gravel Depths,Perimeter Footings Should Bear In Or Near , _ �, �
' " � r' _ " _ ' " - " � The Native Gravel,With Limited Needed For Over-Excavation(To Reach - , ' " i n �
, a
Note: Dig Foundation Exc.With Smooth-Edged Bucket ° �� - „ "TargeY'Gravel). The Majority Of Over-Excavation/Replacement Will Likely � This Figure Shows A Deeper Gravel —
� To Minimize DisturbanceTo Native Gravel Subgrade. " _ Be Required Under The Higher Elevation Interior Footings(Under The Slab). Depth On One End Of The Building ,°�
� - - - � �. � - - ' � �:'� `'� - ` To Illustrate The Possible Need For °-
_ , _, � - _ �, _ _ _ � - r, o
Foundation Bearing Recommendation: ° ; Note: The Upper 6"To 9"Of Native ° -' Note: Where Possible,Use - _ ' � ^ � �' � Over-Excavation/Replacement Under � Q
.? All Footings Must Bear On"TargeY' Gravel Is Generally A Little More Of A Medium to Large Smooth Drum _ � perimeter Footings. Due To Shallow •�
Sandy Gravel Or On Granular Structural n i; Silty,Sandy Gravel,Which Transitions -� Roller For Compaction Of Native r_� , �' i 'j � Gravel Depths Across The Site,This in
, Fill That In Turn Bears On"Target"GraveL „ To"Cleaner"Sandy Gravel With Depth. ° � Subgrade And Granular Struct.Fill. Y - _ " ` ' May Not Be Applicable/Necessary. ,
- - - - _ _ _ I'�" lT'� �➢ _
a �
1T �� �� 1��� � ���� 1T ��� ������,�� ���o No Scale (Parts Of This
Jle 9 JL➢ ➢ Jle Exhibit Have Been c;�;,Eo�;�ee�;�� 3zo�5�o���yo����
�'�1�.111T71��1�ll�lCll ����111� � ����lp��� ���1�➢ � � ����ll ]� Exaggerated For Clarity, _� o�=��n��,MT sy��x
� Especially The Depth To GeU1e1h���a�E����er���x
'�.�ALLIED phonc:(ao6)ssz-o22 i
������� ������� Gravel&The Thickness '��,-.� '�^"s°r°eV'^� �ex:�406�s��-s�,o
Reviewed By: LSE,1/17/25 9 Of Req'd Structural Fill.)
������ ���a ����
Leqend Note: Deep Groundwater Conditions Exist At The Site. In Feb.2003,Groundwater Was>14.0'Deep In The Area Of Lot 2A.
Native"Clean"Sandy Gravel 1"Minus Clean Interior Wall Backfill
❑ Concrete Slab ■ Native Topsoil � («TargeY'Bearing Material) ❑ Crushed Rock ❑ (Gran.Struct.Fill
Or Crushed Rock)
� Random Fill Material � ❑ Import Granular Structural Fill(*) ■ Import Granular Structural Fill(*) ❑ Exterior Wall Backfill
("Dirty"Gravel w/ Native Silt/Clay Under Footings(As Needed) Under Interior Slab Area(Rq'd) And/Or Site Fill
�' Intermixed Silt/Clay) Vibratory Compact To 97%(min.). Vibratory Compact To 97%(min.). (SilUClay Or Gravel)
Geotechnical Notes: (*)Granular Structural Fill Can Consist
1)Figure 7 Provides Our Option 2 Recommendations For Foundation Earthwork And Support Under An At-Grade Slab Foundation Configuration. Of 3"-Minus Sandy(Pitrun)Gravel Or
2)Option 2 Includes Mass Excavating The Building Area Down To"TargeY'Gravel;And Over-Exc.Perimeter Ftgs(As Necessary)To Reach"TargeY'Gravel. 1.5"-Minus Crushed(Roadmix)Gravel
3)Due To Shallow Gravel Depths,Perimeter Footings Will Likely Bear In Native Gravel. Mass Exc.Will Eliminate Trench Over-Excavaton Under All Interior Ftgs. Asphalt/Concrete Areas
Landscape Areas To Be Sloped Away
15-mil Vapor Barrier Under Slab(Above Rock Layer). 2
To Grade Away @ %(min.).�
@ 5%(min.). � Finished Floor Elev.(At-Grade Slab) Seal Barrier At Seams,Penetrations,And Footings.
Existing 6"(min.)
Ground � t-B-� Interior Footin t
� 6"(min.)Crushed Rock Layer Under Slab Areas(typ.) 2500 psf(max.) g�yp') Crushed Rock/ _
Gravel Section `
- -- ----------- --- ------------------------------------------------------------------------------------- --- `
' If Rq'd By IBC, 12"(min.)Structural Fill Layer
� Damp Proof Under Interior Slab Area.(typ.)
Foundation Gravel Backfill
Walls� Is Recommended
In Most Areas, Mass Over-Excavation/Replacement Under The Gravel/Rock Under Exterior
- - 4' min. Perimeter Entire Buildin Area Down To"Tar eY'Gravel. Concrete Areas _
- � ) 9 9 Backfillls
Footin And Thickness Of -
- -- For Frost J Due To Shallow Gravels,This Will/May Be More Recommended ' To Minimize Frost -
� Foundation SilUClay Ranges Heavin P
- -- Protection Advantageous If There Are Numerous Interior Under Interior g otential y
Wall t From 0.5'To 1.5'. �
�Yp•) Footings. This Will Eliminate Having To Trench Slabs t �
- . No Ftg � _ Over-Excavate/Replace Under Interior Footings.
(Yp•) y
,�. Drains � ` X
Req'd �B=� � =' ' -' .. - - �B=� w
'_' 2500 psf(max.) „ Perimeter Footing Excavation , �_� l i „�_ �--� 2500 psf(max.) c`,
o - - o ' - - n - -a
` ^ , -, „ � � �� ^ n r: ,. � _ - - � �-'�r_ �, , � r Compacted Subgrade _ � ° � _ � .
ICompacted Subgrade � ` " � o , '
,- Unless The Site Has Been ; , , , i , , - ("TargeY'Sandy Gravel) ;, � H � _ _ LL
("TargeY'Sandy Gravel) ,-, ' , , r , ,
` Filled With A Little More - - , , , , , � ,
^ Surface Fill Since The Test � � - - Y ° " � n " . � _ " ° �� _'- "
Pits Were Dug In Feb.2003, _ fNo Footing Over-Excavation Or fV Structural Fill Thickness(�As Needed/Required ;_-,� _ ^ � - _ _ _ „ -_ v�
-, Structural Fill R d Where Footin s `�' To Build Up From"TargeY'Gravel To Ftg.Grade. „ , � '(_� _ � � '�_) �
- The Depth To Gravel Will 9' 9 � �
Range From 1.5'To 3.0'. Bear In"Target"Sandy Gravel. ° } - _ Min.Exc.Width=H/2;2.0'(min.) , a .�
" .. _ ° " .. _ � ' Due To Shallow Gravel Depths,Perimeter Footings Should `� ,_ � _. �, �
, r n � �-`° Bear In Or Near The Native Gravel,With Limited Needed For „ �� n, ° n , ` ; n a
Note: Dig Foundation Exc.With Smooth-Edged Bucket " � - � Over-Excavation(To Reach"TargeY'Gravel). - � This Figure Shows A Deeper Gravel 'o
� To Minimize DisturbanceTo Native Gravel Subgrade. " _ _ Depth On One End Of The Building y
� - - � � - - � '� ` - � � � - _ - � - � � � - - - � � '� ` To Illustrate The Possible Need For °-
- , �._, � - _ �, _ ' _ '- _ `" '� '' � � '= - o
� ^ Over-Excavation/Replacement Under � �
Foundation Bearing Recommendation: ° ; Note: The Upper 6 To 9"Of Native ° -' Note: Where Possible,Use - _ � ° ° a
.? All Footings Must Bear On"TargeY' Gravel Is Generally A Little More Of A Medium to Large Smooth Drum ' � perimeter Footings. Due To Shallow •�
Sandy Gravel Or On Granular Structural n i; Silty,Sandy Gravel,Which Transitions -� Roller For Compaction Of Native r_� , �' i 'j � Gravel Depths Across The Site,This in
, Fill That In Turn Bears On"Target"GraveL „ To"Cleaner"Sandy Gravel With Depth. ° � Subgrade And Granular Struct.Fill. Y - _ " ` ' May Not Be Applicable/Necessary. ,
- - - - I'll^ lY:� �
a �
1T �� �� 1��� � ���� 1T ��� ������,�� ���o No Scale (Parts Of This
Jle 9 JL➢ ➢ Jle Exhibit Have Been c;�;,Eo�;�ee�;�� 3zo�5�o���yo����
�'�1L]1�771���]1�1T71 ����11� � �i ���]C��� ����➢ � � �]1�1C71 � Exaggerated For Clarity, _� o�=��n��,MT sy��x
1 � Especially The Depth To GeU1e1h���a�E����er���x � �
'�.�ALLIED phonc:ao6 ssz-o22i
������� ������� Gravel&The Thickness '��,-.� '�^"s°r°eV'^� �ex:�406�s��-s�,o
Reviewed By: LSE,1/17/25 9 Of Req'd Structural Fill.)
������ ���a ����
I � � I � I ! ' 1 ' l i � ' � 1 � � 1 1
3:UisCn�cn Dnrc � �
CA�OEnRinerring �. L u � 1'LS"I'PI'1'DESIGNATION: TP-1 LOCAT�1UN: Griffin Drive Propert�-
13ozcmv�.M"I' Sn71 X
Geouchnical Englnrering �� �� ?' '�' (See Figures 3 and �1)
ALLIED Phonc ,��»„s��.��__� � z ,� G HORIZONTAL DISTANCC (FT): —�l
6NGItdGEftINC� I.and Sunc�in� F�a. 14ntd SN2 s77n .� � � L'G� � � O S 1�
� . . . �r. a�
;�;-_.d'. •�_.a'. •�`� _.v•%�_'� .a' .�' rj ,�• .`> d' •��.a'. •�)_.a' .j�j a', •
DESCRIPTION OF MATERIALS ';�:-'';Z_.��-�4{_�-'. � �J. 4V•� 10 �-%�.S"; ✓. � v.f�. <.�. C�.
si-n ��>• � . �.�'+� . Q. . �. ��.���.�'�G. .
=ui��,, �„�i o�
1O{0.0'-0.8'} Frozen; dark brown to �sa��1 2
bro�vn;silty�,sandy GRA�'EL w/
frcqucnt 6" minus cobbles and ��•� �� _ , - _ , - _ - _ � , - _ _
is���� �� �.u• � - � - _
abundant roots. t1PPer 3" to�" of is�.�,l ' _ --`' _ �':` ; _�t -_.``�- _ _ -_- ' --- u �_3.� [sf _ __ __ _
3 _
. � -_- �� � --- --•- -� � -• • ��, ..
la�'er appears to be an organic sand�� o v a v � v o � o � ' v o
SILT w/gravels. 11ost roots were si-c � b � a�° � a o � o` � o � � �° �' ?s :. �� ` � (�
observed n�ithin 30"of the ground ?��"° �"3��• � �� p ° o o O� � � ° � Q D � a � o Ur O � ° o � ° {} o ° �'
surface with some extenJing to a �''"�� �� � ° L o , � � �- � ° �,, o `; � C� " �
depth of 48". (ie. Fill Nlaterial) � ° � ' � � `1 Q ° 0 ' � Q �� �
° 0 O 0 0 0 � O ° ,�G ° 0 O (� 0 G o � OI� ° p C ° 0 O r'
� � D O (]O 4 n O � O O D o v b�O � O �� V O p p n
OjQ.8'- 1.7'j Stiff to ver�'stiff; black; ° o o � o�? o ° o �_] ° a o o p o ° o � � ° ° o
or anic claye��SILT t�san��•SILT °
g aa o � � o U o 4` 0 c7 �
w/abundant roots and somc pcbbles o U 6 o p o0 0 0 �a 0 0 0 0 ,�, 0 4 op ° o ° ° o
and small gravcls(I" n�inus); dry to i � a p o o Q° � o o O o � �o �
slighUy moist. (ie.Nati��e Topsuil) ° u ° ° U p " ° p ° v ° ° Q p ° " ap ° � °
o � � 0 0 0 � � � o� 0 0 � o � o C7 � � o� o �
�i o °o 0 0 °o o °o o v °o 0
O3 {1.7'-2.3'} Stiff to ��erl'stifT; dark � o � p � � � � �, o p o � o � o
reddish bror�•n ro bro�r•n; sand}'lean , , o � ° o 0 o p ,' ° � o G ° , o o p � ° o o (a G.0'(approx.)
CLAY to sand}'ti1L"f H•/ frequcnt � � o o° �oo � � o` �' � � o o° � o o n �` � o Soils���ere��e�•y
roots and se►me pebbles and small p ° o „ p � p � o � '� � � � o ,p° p ° o � b ° p � moist; darker in
gravcis; slighfl��moist. Less reddish ° � o � � o
� p ° � �'J 0 O O o � � o � q f� color; and ���alis
color���/depth. Leached topsoil was �� °o o , p 0 � „c ° o O o 0 0 � 0 ° p c � o C;� tended to ca��e.
evident. (ie.Lower 1'opsoil Kegime) g o a °o o � � o o � p°o , o o � � �
o � o o p ° C
� a V � Q 6 � Q � Q � 0 � �
4O{23'-13.0'} Dense to ver��dense; � � ° O � �� 0 0 0 � � ° 0 � p� 0 0�
bro�vn; silty,sandy GRAVEL to 0 0° o p o� ° o � ° , o o p �a° n o°
sandy GRAVEL w/abundant 6" � ', e ° O° �'j � � � „ ° Q° (�� �
minus cobbles,scattered 8'�cobbles, ° ° Q t� o ° `� o !� o ° (� � o � a C
J
and occasional 10'� boalders: S�1 f111� , ^ `� o � 0 � o� n � 0 0 e n n � o� `_�___
� c Lab Testin Results: S1-C
moist to��'et. UPper 12"of la�'er is �� �-o-a-�y°�-a-'-tr-�n-�-•-- -t-��•-o•--a--Pb-�r-
1 � 1 0 — o
generally more silt�•and contains , � �� , o o n - o , / � �� o 0 o n � Gravcl Nortian = 67,��i„
less large cobbles. Densih•increases �J o� � O o O o� U „ 1`.� �� � ('j u G o� Sand Portion = ���,5��,
o � � � o G ' o n p �, „ SilUClay Purtion = 6..�'y„
w/depth. Beginning at about 6.U', '� � � � p _ p o � c - o p fl o �,�yuid Limif - �p
soils became��cry moist; noticeabh• , Plastic I.imit = �p
darker in color; and tended to ra��e. TD = 13.0 i�tas�ici�y in�cx = �i�
15
St1RF�'\CE CLCVATION: 4695' BAC'KE-fOE TYPE: Hitachi EX 200 Excavator JOB NUMBLR: 01-117
TOTAI_ llEPTI1: 13.0' E3ACKIIOC OPL-RA'I'OR: Ton�� - Kolnik Excavation PRO.ILC'I`. COB Transfer Station
GR011NDWAtI:R: 10.0' LOGGLD BY: Lee F.vans-AESI DA7E: Februarl' 13, 2003
i ' ' i I } 1 � � 1 - l 1 1 � � '?
CNIIF:nKincerin� �=Discuvc�yDmc � z �; ` TEST PIT DESIGNATION: TP-2 LOCATION: Griffin Drivc Pruperty
ffuzenwn.NT 5'i718 '1' �
ALL D `�������hnicalF.n�inrarloq Nh,��� i,,,,��,x_,r,i 5 z � � HORILONrAL DIS�I�ANCL (�T): � (Sce Figures 3 and 4)
F:NI�INI(!•:IrI:JG LandSuneclnL' Fas WnpI5R2.s�7p �� V f n -1
4 6 5 10
����;✓�p�JIK'�n�� '"a�\.�J�qRJ:` � ��`r. ��`-J�L,CvrN�;�-J�'.\�r�`�
DESCRIPTION OF MATF.RIAI,S �'
sa-:� Z
i� _ - -- � - - -- - - - � - -- - - -- -- - -- - - — - -- -- -- � - ---
O ;,, ��� tu _-_ �-_ L-_ -_ - �_ - - - --- ' -
1 {0.0'-U.5'} Frozen; dark brorvn to �� �s���� `-_ 1 � , - �- 1 `- ���a3 � � `�- `u>2.5 Isf ' _'
brown; silh',sanch� GRAVEL w/ - _ - - `- �'' ' -- - `
fre uent 4" minus ravels and s'-��' ' . .� • _- . _ . ' .. - _J ' �' ��
9 �i �v,n n �ll' � o � n n co r, � n � ❑ �� � a o e V n � n " n �n ' n n
abundant roots. Cnner 2" to 3"of ° � - ;�-. � 0 _ C_ � o �
Y1� 15J1�i) ) 4 ) O ) O 1 G I �
O 7 � � O O � �J ' O O � � O O � n '' 0 O �
laVer appears to be an organic sand�� p � (J o° C7 0 o d o` � o � �° 0 O o n o` � o � .
SILT w/gravels. nlost roots were s�-r , „ ° Q o a 0 � � ° a ° e 0 0 0 °
„ N,� u �.n' U ° o O 0 ° D ° ( � O d ° D °
observrd within 30 of the graund , � � �� � � � � �
113u�'kcll � o � � o �-y a ('� O � i
surface with some extendin to a V � ° o � 0 � O ° o � �
depth of 4$". (ie. Fill 1latcg al) o O � °0 0 0 � 0 ,o�0, o p o 0 0 0 o p � , o�oQ o `� �
G
� n o a �°o 0 0 0 � o 0 0 �°p a o o c o p o
O{0.5'-0.8'} Stiff to ver�-stiff; black; � ° ° °Qo ° ° ° q `� � ° ° ° Qe ° ° o p� � ° a O
urganic r layey S I L T to s�n d��S 1 L T �J o 0 � 0 � o �o� 0 0 a �� 0 p o �a� 0 t� o
1�'/abundant roots and pebbles; d1�' , o ° o p v a o a o 4 o n o 4 0 � o 0 o Q o
to slightly moist. (ic.nati��e Topsoil) ° " � � ° ° O C�
o O o ° Q ° n ° n a r7 0 ° G ° a ° o O n °
�7 � 0 0 n � n � o� o � o � n � � � a�� o �
O3 {0.8'- l.6'} Stiff to vcry stiff; brown G o °o , o °o o t4 °o e o °� �
a 4 o a o o a G+ � o � o 0 o C a �
ta light bro�vn �v/some���hitenrss; o G ° o p � ° , o ° U ° o o °q .J ° o 0
sandy lean CLAI'to sandy tiIL7'���! ° ° ° °
� o ov � oo a �� � � o a� a � , n o� a o �
abundant roats and some gravcls ° 0 o v o � ° 0 0 0 0 ° o
near bottom of laycr; slightly moist. � � °o � � � � � � ° C� � � „ °J � � � „ � „ ° C� � �
� a � 4 ° o O 0 �� 0 0'1 d � , 4j �a G 0 (a: 7.0'(aPProx.)
+ n o o � 0 ° c ° 0 0 o n � 0 ` c ° o O Soils wcrc vcrl'
4 �1.6 - 13.0'} Dense to�•er� dense: � o o a u 4 � o
brown;silt��,sandl' GRAVEL to � ' o o°° o° o � � b a o o°° o ° o fl � e moist; reddish in
sandy GRA�'EL w/abundant 6" o �C� ° , ° o q� ° ° o u p � 4 ° o�� ° � color; and �valls
minus cobbles,scattered 8"cobbles, a a o ° 0 p p e� 0 0 o d� ° 0 � o �` 0 p a lended to ca��e.
and uccasional 10" bouldcrs; slightl� ''' ° o � o 0 0 � p o 0 0 (7 v � p � o
o G o O � � a a e U � �
moist to wet. l�pper 8"of layer is o � - _
generally more silt��and contains Lab Testing Results: S2-A Lab Testin�Iigsults:52-B Lab Testing Results: S2-(;
less large cobbles(mostl�• pebbles
and 2" minus gra��els). Density ��� —� Grarel Portion = <5.0"/ Gra�el Portion = 6p.q�/, �lax.Dr� Density = 136.7
increases w/depth. Beginning at ° 4'� S�nd Pnrtion = �g,q�/, SanJ Porlion = 3$.0"1� Oplimurn!1loislure = 7,g/,
about 7.0', soils became ver��moist; - Silt/('la� Nartion = g4.�%, SiIU('lay Portinn = �,6�/„
noticeably more reddish in color; .'`-'ti, o I.iquid I.imit = 29.7'% LiyuiJ I.imit = `P
Plustic Limi[ = 19.6'Y, Plastic Limit = rP
and tended to ca��e. Non-rontinuous '1'D = 13.0� Plasticity Index = 10.1'%, Plasticily Index — �;p
thin sand seams presen[below 7.0�. Soil Classific�tion = ('�.
15
SURFACE i?LEVATION: 4693' BACKIIOE TYPE: Hitachi EX 200 Excavator JOB NLIMI3F.R: 01-117
TOTAL DEPTFI: 13.0' [3ACK1 IOE OPERATOR: Tonv- kolnik Excavation PROJE("T': COB Transfcr Station
GROtTNDWArER: 10.0' LUGGFI� Bl': I.ee Evans-AESI DATL: February 13, 2003
� ('{�ilEnCiaeering '=L7iS��.,����n�,� � �j �f � TEST PI"C DESIGNAT'ION: TP-3 LOCATION: Griffin Drive Property
flor.rman.MT 5971ri � r .
ALLIED f.eolechnical F.ntincerinK ¢ �- = _
See Fi ures 3 and 4
Phanc,��»,SK:-,,,_� 5 � r HOR170N"TAL DIS7ANCE(FTj: � .� g )
I{N(;li:hLR1NG Land tiurcr��ing Faa (J(ki)58L5771i .o `�' E ;�+
, .., .,..- o �J f o � L� 6 �{ ���
DESCRIP'TION OF MATERIALS �
s,_n _ -. " --_= -�-"`-- -_. ---- . _-- _ ---_-
{0.0'-0 ,i�,�� ,, i�, --- -- __ ---
1O .5'} Frozen; black: organic is�,�.r ='_` `_ _'` y - ` ` �- - _ ` -• `.� --y , - Qu= 1.0- 1.5 tsf - '_ _ -
_ , . � . � _
cla �e �SIL. ` � - ` _ - - - - ' ` ' -�
� y C to sandy SILT'w� __. .•-. _.._. _:-. __. _: . ._ . �. - � - - � -- `.- - --
abundant roots and some pebbles �'-�i � � � ' � :� ° � �j� � `. ' ° ° o �� °
;���
and small gra��els(1" (Tll[1U5�. �r ,��' `� ' o O c ° �l ° a � ° �} c O � � 9 0 � ° r 1 � a i� � i
Itiack� 0 O �• 0 rj n �.
111ost roots were obser��ed �vithin o O � o � o (7 � �o� o � � 0 4 e n � �o� o � � e,
36"of the ground surface ��ith some �> o °o � o n °o o °o 0 0 °� o
, Q o � p � � � � o a Q o 0 0 � o 0 0
extending to d8'.(ie. Natice Topsoil) � � d � � ,
00 � o �o � ° oo �1� U ° aaI/�,� a � 40 �
O{0.5�— l.5'} 1�iedium stiff to stiff. O p p O 0 �V Q o� u o � O`�p O O �./ p n� � D(} o o V OC OQ h O V
� a „ � O � o � a � � p „ a � � Oe o � o � � p '� , c� ', �
dark brown to light bro�vn; sandy 4 0 0 0 0
lean CLAY to sand��SIL7'�v/ �:� 4 0� Q ° � � 4 � 0 n� ° ° o � O � U
Q O 0 0 p U J ° Q C ° 0 O 0 00 p U O ° e C ° 0 O
abundant roots, few pebbles,and 0 0 4 o p o �
some gravels ncar bottom of laycr; °o ° ° � ° ° ° ° o � a o o � d°° p ° o ; �,.y o ° �
slighth�n�oist to moist. Soils n•crc � o �a ° o o ° o �0 ° o ° �
sot'ter w/depth. 0 � Q„ O o p �` 0 C� � � . ° 0 p a Q� 0 0 o D
o a o Q o v � ��u uy o Q p o a �
� o � o � 0� �) � (3 ] 0 4 Q ° V° O u
O {1.5'- 15.0'} Densc to very dense; �' o o ° � � , o � , c�✓� � �� o 0 0 o Q �
brown;silh•,sandy GR.4�'EL tc> 0 � o 0 0 0 � ° „� o O ° o � a 0 � ° o�a � O
sandy CRA�'EL n•/abundant 6" o o , o � °o 0 0 0 0 o c� o 0 0 0 � o, p, o 0 0 �o o p o
minus cobbles,scuttered 8"cobbles, o (,� � o � e , � ,
and occasional 10" boulders:slightl� o � (J e� U �o � Q QcJ p o ' Q� 00�0 � o °(J� oc�p o ° !a,.7.0'(approx.)
moist to�veL Upper 8"ul'la��cr is , o ° � � , 0 0 , ° � � 0 0 0 o Soils were��er��
generally more silty and contains g � ^ � � o � ^ a ^ � �� ^ a ^ °o � ° Q � � � ° O „ � „ moist and morc
less large cobbles(mostl�• pebbles �,� � o�" 0 ° o � ,G � �J d ,`` p ° o U q rJ dark brown to
and 2"minus gra��els). Densih� 0 ° o° ° �� ��o ° � p ° ° a � �' ` a Cn° ° �� reddish in color.
increases�v/depth. Begii�ning at ° ° � ° o ° o q {�� o o ° o p°o 0 0 0 � �� p
about 7A�� soils became very(110151 � � ��o � v 0� ° 6 �� ° � p n ° o
and were noticeabl,y more dark Q� G �� �` �
brown to reddish in color. ' J � a ° Q � G °U� �� Lab TestingResults:53=� Lab Testing Results: S3-B
IO O "
, � �jo , ,
Gravcl Porlinn = <5.0'% Gra�cl Portioa = G0.4"r�
� o a o 0 � G a �� Sand Porlion = 9.9'y, Sand Nurlion = 35.0"/,�
0 0 � °o � o o 0 o G o SiIt/Clay Portion = 90.1%� SiIU('lay Purtion = a.G'%,
.ti, a �� o � , l.iyuid Limit = 33.4"rb Liqaid I.imil = �•p
� � �. n� Plaslic I.imil = �0..�'%, Plaslic I,imil = V P
�L7�-� � -�-v--�- Plasticih Index = 13.0'%, Pla�ticily Indcx = �;p
1 S TU= 15.0' ° � �"i p ° o - 0 • tioil('lassifica�inn = �-�,
SURI�ACE LLEVAfIUN: 4689' BACKI-[OL TYP�: Hitachi EX 200 Extavator JOB NUMB�R: 01-117
TOTAL DEPTH: 15.0' BACKI IOE OPERATOR: Tony- Kolnik Excavation PROJECT: C013 Transfer Station
GROUNDWATrR: 14.0' LOGGF.D BY: Lee Evans-AESI DATC: February 13, 2003
�.r,�,"„,,,,��„ N � �; T'EST'P[T DESIGNn"I70N: TP-4 LOCAI�ION: Griffin Drive Property
...�/�. Ci�il EnRineering .., j., C:.
�LLL7� �7���nncm.AdT 5471M r � -�
ALLIED <"���rhoicdEngineering Phonc „�,�,,«;,�.,� � � � = IIORI7_.ONTAL DISTANC'E (F�i'): —� (See Figures 3 and 4)
F:U(JYEh'kINO IandSurve�inB Pa� ISOa15N'-5770 .c " `-� �
._. . _., - � :.� n 7 � 6 S 10
J� r� • J� r • J- r—) �3. r
DESCRIPTION � � /� ' ' ���'� `�'�`�' �`�-
•�,�_.4�. •� .4� •C 4 •�),_4� •v. �_�.'1� .
OF MATERIALS �c� s�� �� �z- <'�;R• �.�.�. � 1 ��. � � �,.,�. �•;{ �1M,� l�• .�`
� 5,:� •��'''. '�-'_G.—< :.c.�j. �s+n%. . QC,:' . q�.. ��j.�N�v.J . �C;.`'Jv�C)-
1�i��„ �tr l U'
1O{0.0'-0.8'} Frozen; dark brown to cs��ti, 2
brown; silty,sandy GR�►��EI.���/ - _ , . _ — � _ - , _ _ _ _ _ _ -_
abundant pebbles and small gravels. — -- ' - -- ' = - ' -- ' 3 � -_ ' Qu>3.Q tsf - � • '`-
--- - ---- --. . _-. �-.. ..-. -_.. _- — ._• — -
� -� - -- -• � .
Jfost roots���erc obser��ed ��ithin o G c " (j � a ' � c O u ° `'� � a ° n o�G , � ° C
36"of the gruund surf'ace ���ith some ❑ Q ' � 0 o t) n ° o C � Q ° � p o � fl o `� � ❑ � c
extending to a depth of 48��. � o °o 0 0 �o o °o 0 0 �o 0
0 0 0 � o 0 0 � v , o � o 0 o C o ' o
(ie. Fill :�iaterial) o �) o� � o 0 0 ('� ° o 0 o Q � ° v o Q
2 {0.8'- 1.4'} Stiff to��cr��stiff; black �� , o O °�G 0 0� � o �' �CiJ o � o � ° �` 0 0� �' � O o��o 0 0 ��
� a o 0 0 � � a � � o o a ° o � a �
to blackish red; organic cla}•e��SII.T a ^ o � ^ ^ ^ ^ o ^ ^ ^ u
t o s a n d y S I L T�v/a b u n d a n t r o o t s ��� v o 0 ° � � � � n ` p ° � Cti C� J C�
0 4 v u , � 0 " ,c " 0 0 °o v o `� 0 ' os " 0 0
and few pebbles; dry to slightl}• 0 o d � 0 0 0 � 0
Ii1015�. �1�.Native Topsoil) ° ° o O ° o° o p o 0 0 � o ,� v �� o 0 0
� � ° °�o � o ° U�� � � o ��o ° � o op, � ° o
3O {1.4'-2.0'} Stiff to��ery stiff; dark
Oo oDo 0 odO no� 0 0 � o�0 0 ao oo� 0 Oo
c C7 0 0 �
brown to brown; sandy Ican CLAY ;, ° p ° o 0 o p o o �
� o o a � a o �
tU Sall(�y S1LT���/abundant roots, (� c O n ° O ° u � o p o o �� v o v o � o
some pebbles, and gra��els near 0 ° o Q , � � ° o�� e ` e � 0 0 � °e�� 0 0
botrom of'layer;S�Igf1l�Y fIlO1S1 l0 � a , o � °o � e o 0 o G,°`o �n o � °o 0 0 � o o �°o o ��
IIlO1S�. Leached topsoil was e��ident. o a 0 Q ' o 0 6 Q � ° a � Q v ° o � p p � �
o � o° � O ., 0 0` � o � u° � O o Q o� 0 � � �a, 7.0'(approx.)
O {2.0'- I5.0'} Dense to��ery dense; a ° Q o , b o o � a o � �j o " o Soils were morc
bro�vn; silty,sand��GRt1VEL to g �} ^ �o � ' � ^ � ^ � n ^ a � °o � ° � � a � ° O � � moist and more
sand,y Gf2AVEL�v/abundant 6" � 0 0 ° � � p � �� � p ° � d � � reddish in color.
, O o o � n ° c ° o O �o o � 0 ° c ° 0 0
minus cobbles,scattcred 8'cobbles, Q o ° p � o � � � a � o
and occasional 10" boulders; slightl� � " � � � ° ° o C•L ° ° ° � ° ° ° ° o � °
OIOIS�t0 Ver�' moist. Cpper 8'�Qf � u��� � a � � o � � ��o � v 0 Q � �
la��er is generally more silt��and o � � c oo � o ,` � 0 0 0 � 0 0 a� o a� 0 p �
contains less largc cobbles(mostl�� ��� ° o p o o �o �.� � ° a o � o o �o � o
pebbles and 2" Rlll]US�I'8�'eIS�. o ° �) °O o ° � 6 p o ° O � o o O a
Densit}�increases w/depth. ° , � 0 0 '� ' o� o O ° o � a 0 � ° o� e
Beginning at abou[7.0',soils becam r� a p o 4 �o 0 o a O p C o 0 0 0 o a �o � o 0 0 a `� �
more moist and noticeabl�� more �.. a U o 0 1 0 � L a o � ' °
reddish in coluG � � �v � Q a o O o� � c v �� � nv 0 L a V �� nL �
�� � � 0 ^ o � ° « ^ o J �
1� TD= 15.0' o -� ^ r} p o p ° 0 0 0 �
SURfACC ELEVAI'ION: 4689' BACKI�OE Tl'PE: Hitachi E\ 200 F,xcavator JOB Ni1MBER: 01-117
TOTAL DEP'1'H: 15.0' BAC'KI-IOE OPERATOR: Tony- tiolnik F.xcavation PROJECT: COB Transfcr Station
GRUCTNDWATER: Dr}� LOGGLD BY: Lee E��ans-AESI DATE: February l3, 2003
S.Uise,.��cn Un�c � ~ �'
�� Ch11lnK����'�r4ng �, � _ _ TEST PIT DI:S[GNATION: TP-5 LOCATIUN: Griffin Drive Properh�
fl��irm.�n.117 �,�-�µ — C.:..1
ALLIED Geu�echninllnkhmering vh�,�� ,�„�,,56�-�»�� 5 � � = HORIZONTAL DISTANCE (FT): � (See Figures 3 and �)
GNGIVI�:ERINf) L,HnJ Surve�ing Fa� Ia��H SK=-G77u .— `� � ~
- �, � , - o- � �r „ � a 6 s �o
DESCRIPTION OF MAT[:RfALS r�(�✓,!����r"��!�`.�'��r�✓�`�:n;� � ,�v�r�p��✓r'��C�!��rv--�,t;n��j,sz,
s;.:�
ie.,�.,, ��� i u� 2
1O{0.0'-0.5'} Frozen; dark brown to i�,���� - - -- ` -- ` -
bro�vn; silt�'.sandy CR4VEL w/ - - - - -- - - ._ - -- _ - ._ - _- ._ - _- - __ - --
abundanl pebbles and small gra��els. �'��s � --- ----- - -; -��_ - -- - - - ��,_- - -G3�'- - , '- _ Qu>3.5 tsf _ ---~-- - --
i�s��„ "� �o� , '-
Most roots ��•ere obser�•ed ��•ithin �s���,� ` _ -~ �_ _~ �_ -- � — - � — - _ — -- � — - -� _ -- -' — -
. .� _: . �_. _: • ".._. .. � -- -:J. __ .. - --••• •�-• -- • _ . � ..
36"of the ground surface��ith some ` 1 � '
extending to a depth ot d$". � ° ° ° �j °
C� � ^� G 0 I G
O O 9 O � 7 O O O � rl -' V 0 �
(ie. Fill I1laterial) G � n o �" �' � b �J �` � o � o° � o � V �` � � �
0
„ � � ° Q a np � � ° n � � � � ° O o 0 „ O r o (� � � a � o
O{0.5'-1.3'} Stiff to very stiff; black U Q � �3 ° � o O 0 O O � � ° � o � q Q o �
to orangish black; organic clayc�� q o O � ° o O o `� p 'a co° ° p p °° � o `� p 'a ca° o O �
SILT to s�nd�� SILT�r�/abundant � o 0 0°o o � o � o 0 o p°o 0 0 0 � o a o
ruots and fe�v pebbles; dl'�'to ° � o o p � o � o��� ° o 0 o p o ° p p� ° o 0
0
slightiv moist. (ie. Native Topsoil) 0 a o ° O p o �` 0 0 0 � � ° a � o o� 0 G o �
0 0 0 4 0 , ° o � , 0 0 , ° o
0 ° (�° 0 0 ° Q� 0
3 {1.3'-2.3'} Stiff to ver}�stifl; dark " ° ° � � � 0
o O o ° � ° n ° o O o ° Q ° o ° o � o
brc»�•n to brown; sandy lean CLAI' 0 �J 0 �
to sand} SILT w/fre ucnt roots, fe��� � 0 ° � ° ° d � ° °� ° 0 ° ° ° � p � ° �c � �
y o °o 0 0 °o n °v o0 0 °o 0
pebbles,and some gravels near ° o ° a ' ' � C � a ° 0 a o �_ o
bottom of layer; slightl��moist. o a ° � � Q o °Q � � ��o � � � v o r-���� �� � v o
Lcached topsoil was e��ident. � O o a� � Q o � a� � o � o o� 4 O o LJ o� � u
� d ° � � ° o � ° o b � o
� � ° � n O „ 0 „ � (� � C3 „ � (� 0 0 „ 0 „ � �j 0
qO {2.3'- 14.0'} Dense to�•ery densc; p ° � a o � � � � ° � � , o
brown; silty,sandy GRAVEL to � O °v o o `� 0 ° ,c ° 0 0 ° o � o " p 'Qcp � �
sand�'CRAVEI.�v/abundant 6" o Q p°o 0 0 o Q � o o � o°o o° o d � � (a; 8.0'(aPProx.)
minus cobbles,sca�ttered 8"c�bbles, o � Oo ° o � o p� ° ° o � Oo ° a c o q� ° ° Soils were more
and occasional 10 boulders; slightl� „ Q a O p o p` 0 U o �J p � J a� 0 0 o moist and more
moist to very moisL Upper 8" of' � ° � a � o ° � ° , � o , ° reddish in color.
C) ° Q° c {} a �,o
layer is generally more silt��and o o ° ° o G o o ° ° o � Q °
contains less large cobbles(mostl�� �O ° ,G C� ° b O ° p ° o� 0 ° e n ° r
pebbles and 2" minus gravels). � ° a O � � ` 0 0 � � 0 0 � o� o C
Density increases�v/depth. o � a � �6 0 ° a o o �°o 0 0 4 o Q 6 0 0 0 0 0 0 �o 0
Beginning at about 8.0',soils becam � �' � � o � °4 , � o a ° � ° o o � O � °
��' � � oil �' O o o� G � �1 0� n C� u �J o' /l
more moist and noticeably more '�-- �- o � � ry o � „ �
reddish in color. ° e � , p p ° o U � ° o � ra � � � �
�S
TD= 14.0'
SURFACC ELEVATION: 4691' f3ACKHOE TYPE: Hitachi E�i 200 Excavator .I(�B NUMBER: 01-117
TOTAL DEPTH: 1�.0' BACKIiOE OPERATOR: Ton,y- tiolnik Excavation PROJECT: COB Transfer Station
GROUNDWATLR: Dry LOGGL'D BY: Lee Evans-AESI DATE: February 13, 2003
� , � , � . _ � � 1 1 1 �
�-� 3:DiscuveryUnce � - � 'I'L-;ST PIT DESIGNATION: TP-6 1_,UCA�T'ION: Grifiin Urive Properh�
�L� � �
Ci�il En�incerinQ � ,L �
Bo���nmi.MT 5��71F F- .- ^�
ALLIED ��rulechnicdEnglncerinQ � " " �' I(ORI7_ONTAL DISTANCE(F'I'j: -� (See Figures 3 and �)
Phanc laub�}%].�R'i � 7 !
EN(71NESEI2ING I.�nA tiurvc�InR Prt N[�G)SR!-57'n .c "� � �~
. _. �._ - `'� rJ+ � 7 `� �1 ti �n
_�. • ,_.4. •<_�__V '•C,,;,.�� ' l 4 �. •� 4 • .�i. •�, .4 •L _ 4
DCSCRIPT'ION OF MA�T'ERIALS S ` v<' R �'-� ( � 7.
r`�r�;«.--��F���Jr�'���r,�'S�. ' � G��n�����• rj`> �`J,;�'> 1 r
`J' a�>• �J' aV•� q J'�' oV'L� .oV• c� J• ��• c�v•
1O{0.0'-OJ'� Frozen; dark brown tu 2
bruwn;silty, s�nd�'GRA�'EL�v/ --. � _--� - - - � ' .'_.--. ` `�_- _ - _-- . - �_ - . - _. - . - _-� -- ' - �_- ' --
frequent 6" minus cobbles and - _ -1 -- - -_ �=, - ���: - - - - — `�. - - - - - - -- " _ -
sc,.,� ; _ -- -,,
abundaut roots. UPPer 2"to 3"01' �;`", ,� '�� -' —� . _�-. �_` . �_y -- �_�`._,--` . -: _` u>3.5 tsC -_� __
is���� — — — — _ _ , 1 ._
la�'er appears to be an organic sandv � --- --o .--- -- -. _ .-. __ - -.o .--. -_ _. - _ _. - _ —..o
no � - � c , o - � D•- - ,,-
S[LT w/gravels. Most roots were „ C} ', ° Q0 0 „ 0 „ ° t.J � 0 „ ° (? r 0 � � � ° (_j � ., C � °
observcd ���ithin 30"of the ground , , ° �) � G �, r ° �� � 6 r °
surface with some extendin tn a � � � � ° 0 G � �(� C� � � U � � �� , a(j o J c�
g o 0 0 0 0 ,C 4 0 o a �7 ato o �l
depth of 48". (ie. Fill A1aterial) o o ;� p°o o � o � ° o o u p°o 0 0 o Q o o ;�
C o O o � �� n o p o � Q�,� o 0
:� 0 O 0 D �l 0 0
O j OJ'- 1.3'} S t i f f t o v e r y s t i t'f; b l a c k � �o Q � ° 0 p o o` 0 0 0 � a ` L� o� o` p r�,, �
to reddish black; organic claye�• o � o �1 u o ° o n o Q o o � u
SILT to sandy SILT w/abundant 1 ° � � o ° O° {,1 ° a � o ° O° O �
rools and fcw pcbbles; drV (O ° G ° ' Q °� ° ° a o O n ° Q � o � O o O o
slighUy moist. (ie.Nativc Topsoil) ^ n � � ° � n � ° �� � � ° � ° o O� ° o� o n
0 0 0 o Q °o 00 0 0o G,°o 0 o c o p °o 00 0 0o C o 0 0
3O �1.3'-2.3'} Slif'f'to ver)�s��rr;d'a1'k v o o � � ° o o �0 1 ° Q � ° o o � U 1 ° o 0
bro�vn to br��wn; sand�� Iean C1.A1' � � o° � t� o � o` � �Q o° � c� o a o` 0 0 �
to sand��SILT�r/abundant roots c� � � �Q ,p� p � Q � � � �s '� �� �Q o o� C� � o O � � a °,
rnd some gravels near bottom uf j � ° ��) ° , , C� � � p ° O ° , , (� �:; r=j r
layer; slightl�•moist to moist. 0 ° o o � 0 ° c ° o O °a � � �� ° c � � C�
0 a ° {� n o 0 � ° p ° o (as 7.0'(aPProx.)
Lcacl�ed topsoil was evident. o 0 o n o 0 0 �
�le.L.OWer Topsoil Regin�e) g o o O o 0 0 �,^ o o O o o � �� � Sp1�S were more
0 0 � � o 0 0 0
o Oa o o pc o � c�e � q °���c � Q Q moist and �►•ere
0
4O{2.3'-12.0') Dense to ver�•dense; o o° o p n� ° a � ° � �° , o° o p �0 ° o 0 o darker in color.
brown; silt��,sand��GRAVEL ro o � o ° O° 0 � o a � ° O° (J�
sand�•GR.1�'EL w/abundant 6" � ° ° �J p ° ° p ° �' ° ° �J n ° � � � v
0 0 o a
minus cobbles,scattered 8"cobbles, � ° o a �' o� o O o 0 o G � o� 0 0
and occasional 10" boulders; slightl�� � � o Q °° o ° o 0 0 �6 0 ° o � o � �° � ° o ° o �o °
moist to very moist. Upper 8"of 10 0 0 {� ° o , o q 1 ° , o o O ° o 0 o q � °
la��er is generally more silt��and � o° � o o n o` � G � o° 0 c� o Q o` �
contains Iess large cobbles(mostly ° o �� c Q� � ° u - �� � � ° u � 0 0� a ° o �� '� n
pebbles and 2" minus gra��els). ."-'ti, TD= 12.0'
Densit��increases�v/depth.
Beginning at about 7.0',soils became
more moist and were darker in color. 15
SUR1'ACE �LLVATION: 4695' BACKHOE TYPC: Nitachi E\ 20U Excavator JOB NUMBER: 01-117
TOTAL D�PTH: 12.0' BACKHOE OPERATOR: Tony- Kolnik F.xcavation PROJGC'T: COI3 Transfcr Station
GROtINDWATER: Dr,y LOGG�D B�': Lee Evans-AESI DATr: February 13, 2003
i i I , I 1 � ' � � -. • , - � � � �
C'kilk:nKincering '=�'���������>������� :� z y � TEST PIT DF.SIGNA'I'ION: TP-7 LOCATION: Griffin Drive Property
� GeolechnicylEnkineering I; IC1�n +" S'7jh ¢ � �' (See Figures 3 and 4)
ALLIED �n���,��M,s��-,;�, 3 �. � a 110KIZONTAI_ DISTANCL-' (FT): �
FNGINLF.KING Lend Sune�iaK Fa� (�fki�5B?-t-nn .00 � f ^ � � l�
� �)
j��:J� 5�:—'. ;� ����.�' ' �`� � �-�'k�t�RJ�;����:-j S n�:1',�,�`Jr�S
DESCRIPTION Of= MATF.RIAL5 � �.`-� . �`>• � ud �-•�• . ad�• � ���. <�_�,.�' . �-_, � , .<_,
1O�0.0'-0.5') Frozen; dark bro�rn l0 2
brown;silt��,sand��GRAVEL��•/
frequent 4"minus gra��els and ° ° ° o `. ° p ° ° ° ° ° , �
o � o � o '' o o �.^ o � o 0 0 0 �_ ❑ o
» n 1 � ° v o � r � G o o C1 �� � p o � c � o � ! o a 0
abundant roots. t�pper 2 ro 3 of � �- o �? � : `
layer a p pcars to bc an or ganic sand�� �' a � o o° � o o �� o` �' o Q o° Q p � � �' � o U
S I I,T ��•/gra�•e ls. 1�'lost roots�vere � � � °o Q , p� p � ° O � � p � °o�Q o O� p � o � �} a � , °G°f
observed within 36"of the ground r� p V � o , �j Q (� p U ' a , Gi q O 0 �
surface�vith some extending to a � p °o Q o p � � o o Q �o a o � � � s Q � �
depth of�18". (ie.Fill n�taterial) � o ° 0 ° ° � � ° � ° � �
r o c � ° o ° o � � c O ° o ° o P o
0 °
O{0.5'- 1.5'} StifF to ver��stiff; black � � � �Qu ��° p ° � �c �D p o ° �Q�° p ° Q ° Q��� �o ° Q
� ° u � o 0 o O c o
to dark brown; organic cla�e�� a o o o ° � � 4 , ° .,
SILT to sandv SILT w/abundant ° � � a o ° O° {) � � a � , ° Q° � o
� o o � � e � o0 0 � � o � o0 0 �
ruots and few pcbbles; dn� to � p c O p 0
sligl�tly moist. (ie.Native Topsoil) � � o ° o � � ° o° 0 0 ° o Q a 0 � ° a � o U
0 o O a � �O o 0 o p o C p p a 0 0 � �p o p p p o �p p a
O3 {1.5'- 12.0'� Dense to��crl'dense; �� , , � � ° , or'�o p � ° O o ° �'`, � � � �'
brown; Sl��y� sandV �i�►V�[,t0 o O o� � d c V oc U o 0 o�Oa O o a vo o� � o 0
sandy GRAVEL w/ abundant 6„ � , o ° �p' � ^ � 0 0 � o o ° o�� 4 ^ Q p v c � (ll, 6.O'(aPProx.)
� � n � � �) „ � „ Soils�verc more
minus cobbles,scattered 8"cubbles, � r o , � �� � , o -
and occasional 10" boulders; sli htl�� � � 0 4 G � oG O G U o 0 � o �O O �-� o maist and were
� o 0 0 0 a c o 0 0 0 , � e c o 0 darker in color.
fIl01S� t0 Very moist. [iPPer 8�1 O� a �J �o o � � n o � b�o o a V o 0
����er is generall�'more silt��and � o � �p o ° ° o o (;,�� o Q o o � a o p �,�} o
contains less large cobbles (mostl�� � ° � � a � ° ° G� J °
„ ° Oo � �7 0 0� U Oo � 0 0 C Z o o� � �Jo
pe b b les an d 2 minus grave ls). a a p o o , a p , o
0
o � o o �
Densit��increases w/depth. o � o ° O° ('j � , � o Q o
Beginning at about 6.0',SO1�S bCC8It1C � o �J o 0 0 o p o o C� v o 0 o O
more moist and �vere darker in color. "o � a O o Q � � o�O o � a o O o O � � r� �O o �
� o 0 0 0 °� o � o �o �� � o o °� o � o oa °� �
y o 4 C�
0 0 !� 0 � a
p �� a � o o n� Q J v o n° `,' o o �' Q � v
..� � o° U o � `J o` � � �7 0° � o o C� o` O �
v' ° n o 0 0 � ' ^ �7 0 0 ,j o
a ° r � n Cs ° r' _ o ° � �� t� ° r-� fl
- �' TD= 12.0'
�
0
z 15
SLIRFACE ELCVATION: 4691' BACKHOE TYPE: Hitarhi E\ 200 Excavator JOB NUMBLR: 01-117
'I'OTAL DFPTH: 12.U' BACKHOE OPERAfOR: Tony- kolnik Excavation PROJLCT: COB Transf'er Station
GROiINDWATER: Dry LOGGED QY: Lee Evans-AESI DA1�F: February 13, 2003
��� c��u Eo��eer�og 32�1SCOVery�C1Ve W z w � TEST PIT DESIGNATION: TP-A LOCATION: Sta. 14+80(+/-); W. Side of Ex.Road
I Bozeman,MT 59718 [� W �
l ALL�E� Geotechnical Engineering �, � p" '_ (See Fig.1&2 for Surveyed Location)
E„�,„EEp,„� Pno�e:�ao�saz-ozzi � z � � HORIZONTAL DISTANCE(FT): �
�E����3c Land Surveying Fax(406)582-5770 0 � � Q ,Z 4 6 g 1�
DESCRIPTION OF MATERIALS p Random fill(gravelly) ��a�.p���. � �a�.p��a..p��a�.p LOCATION NOTE:
� . �. � � � TP-A was dug well off the
O{0.0'-1.0'}: Random Fill � ' � ' � ' �'Q� ' �'���' �'Q� ' �'���' �'�� ' �' west side of the ex.road.
Dense; dark brown to brown; sl-a B-horizon topsoil(native) 2
«dirty��sandy GRAVEL w/some L z.o� - --.- - -----._ _ -- __- __ _ _ _ _ ___
intermixed silt/clay; slightly moist (sa�k� 2 � = Silt/clay(nattve) �- ,_- _� _ _, _ - __
Comp.A �_ . _ . _ -• _ - �_ •
. __ - -
L 2.0' . -_. _ -- ._ _-- _- ._ � _._- _. . - --__ _ -- - -_ ___-
NOtCS: (Bucket) ' i_� - ° _ _ . _ i i _ . ° _ _ . _ i_i _
n n
-Mostly small gravels. - " " -''- _ ° - -_ " •' • '-'- ' _ ° _ -_ " •' -
-Not much for silt/clay. c Clean sandy gravel(native) ��_� c " ° '_• '_' ° � o ;-
u r_• u r., r u
2�{1.�'- 1.5�}: Nat1VC TOp$Ol� _ , __u ___ u . n, r � -L u u.. �� n r � c _ , "
4 - „ - „ - „ -
Ver stiff• black to dark brown• �� - - - - ��
y , , � .. � � Q.. , .. _ �
or anic cla e SILT• slightly moist. - - - -
g Y Y � o^ _. o _. r I�� _ _ ❑� '� ,�❑ �-'
n � n ..
Notes• � � -,r� - ° ° '-.�r„ ° '�Abundant 6"-minus gravels °
� � and scattered 6"to 10"cobbles .--
-B-horizon soil. Not very organic. , i 'i� ;__, � ° i i � ,, � ° i� _ i�
�. „ �, _ _ �. „ �. _ � �, _- _ �. „ ..
� - ^ - - - ^ �.
3�{1.5'-2.5'}: Native Silt/Clav 6 - � - ' — � � '� - ' _ '� `� � � -
Stiff to very stiff; brown; sandy SILT
to sandy lean CLAY w/some small
gravels in lowermost 6 inches; moist.
Notes:
-Qu= 1.75-2.25tsf. g
-Moist,but stiff soil.
-Transition zone to underlying
sandy gravel from 2.0'to 2.5'.
7�
4O{2.5'-6.0'}: Native Sandy Gravel �.
Dense; brown; sandy GRAVEL w/ �
abundant 6"-minus gravels and 10 �
scattered 6"to 10"cobbles; slightly �
moist. :�
Notes:
-"Clean"sandy gravel. �
12 �
w
SURFACE ELEVATION: 4714.28' BACKHOE TYPE: Hitachi Mini-Excavator JOB NUMBER: 18-024 0
N
TOTAL DEPTH: 6.0' BACKHOE OPERATOR: TJ -Townsend Backhoe PROJECT: Manley Road �
GROUNDWATER: Dry LOGGED BY: Lee S.Evans-AESI DATE: May 9,2018
��� c��u Eo��eer�og 32�1SCOVery�C1Ve W z w � TEST PIT DESIGNATION: TP-B LOCATION: Sta. 15+90(+/-); W. Side of Ex.Road
I Bozeman,MT 59718 [� W �
l ALL�E� Geotechnical Engineering �, � p" '_ (See Fig.1&2 for Surveyed Location)
E„�,„EEp,„� Pno�e:�ao�saz-ozzi � z � � HORIZONTAL DISTANCE(FT): �
�E����3c Land Surveying Fax(406)582-5770 0 � � Q ,Z 4 ,� 6 g 1�
Asphalt(2")
DESCRIPTION OF MATERIALS �;Base Course(4") �` � ��- � LOCATION NOTE:
, - - , - - , , - 3 - ,- TP-B was dug perpendicular to the road
�{0.0'-0.17'}: Asphalt(2"� Sub-Base Course(4") 4 directly off the west edge of the ex.road.
- - - - - - - - - - - - 5 _ - - - The purpose of the pit was to"knife in"
�{0.17'-0.5'}: Base Gravel(4"� Sub-Base Course(5") g and observe the pavement section
Dense; brown; 1.5"-minus base 2 --_ -- �_ --_ -- �_ --_ -- �_ --_ -- �_ --_ -- --_ -- � -_ structure and underlying subgrade soils.
course GRAVEL("clean"roadmix _ .__�. . . _ _ __ _ _ __ _•
- _. - _. - _ _ _
gravel); slightly moist. � --Silt/day(nat�ve) -_ , _- ����� - � __ -- � __- , � _ , __ ---
O3 {0.5'-0.83'}: Silt/Clay La,�(4"� : _ ~ '- -- -- --- ~- , --
Very stiff; black to dark brown; � � ��� � - 8 - � � � „_ ' � ��
sandy SILT to sandy lean CLAY; Clean sandy gravel(native) Abundant 6 minus gravels
slightly moist. 4 and scattered 6 to 10 cobbles
4O{0.83'- 1.17'}: Sub-Base Gravel(4"� SUB-BASE NOTE:
Dense; brown;3"-minus sub-base Interbedded within the 3"-minus sub-base
course GRAVEL("clean"pitrun gravel section were two thin layers(4"&2")
gravel); slightly moist. of silt/clay. These were located at depths of
6 0.5'to 0.83'and from 1.17'to 1.33'.
�{1.17'-1.33'}: Silt/Clay Layer(2"�
Very stiff;black to dark brown;
sandy SILT to sandy lean CLAY;
slightly moist.
O{1.33'- 1.75'}: Sub-Base Gravel(5"� g
Dense; brown;3"-minus sub-base
course GRAVEL("clean"pitrun
gravel); slightly moist.
7�
7�{1.75'-3Z'}: Native Silt/Clav � �.
Stiff to very stiff; black to brown; c �
sandy SILT to sandy lean CLAY; U 10 �
slightly moist. � tp
: ;c
c�.
8�{3.2'-3.5'}: Native Sandy Gravel �
Dense; brown; sandy GRAVEL w/ ri�
abundant 6"-minus gravels and Z° �
scattered 6"to 10"cobbles; sl.moist. IZ �
w
SURFACE ELEVATION: 4713.09' BACKHOE TYPE: Hitachi Mini-Excavator JOB NUMBER: 18-024 0
N
TOTAL DEPTH: 3.5' BACKHOE OPERATOR: TJ -Townsend Backhoe PROJECT: Manley Road �
GROUNDWATER: Dry LOGGED BY: Lee S.Evans-AESI DATE: May 9,2018
��� c��u Eo��eer�og 32�1SCOVery�C1Ve W z w � TEST PIT DESIGNATION: TP-C LOCATION: Sta. 17+75(+/-); W. Side of Ex.Road
I Bozeman,MT 59718 [� W �
l ALL�E� Geotechnical Engineering �, � p" '_ (See Fig.1&2 for Surveyed Location)
E„�,„EEp,„� Pno�e:�ao�saz-ozzi � z � � HORIZONTAL DISTANCE(FT): �
�E����3c Land Surveying Fax(406)582-5770 0 � � Q ,Z 4 6 g 1�
DESCRIPTION OF MATERIALS • q Random fill(gravelly) q�l' • qQ� � Q� • pQ��• pQ� ' �' LOCATION NOTE:
Organic topsoil(native) � TP-C was dug well off the
O{0.0'-0.4'}: Random Fill �15, _ _ _ _ -_ _ -_ _ -_ _ - _ - _ _ - _ -_ _ - _ - _ West side of the ex.road.
Dense; dark brown to brown; (sa�k) � _ Silt/clay(native) �- - , - � �3 � , - --
"dirty"sandy GRAVEL w/some com .a � -- � ` - -� - � � -- � -� -- � - -- ` -� --
intermixed silt/clay; slightly moist L ps� 2 _- . -_ _ -- _ _� _� _�
.I, I.
(BUCkOt) i l ��_ LJ " .. � i-] ��_ i � - " ., � i__1 �_ CJ -
- ii - ' - - ii '
Notes: _ _ �, - - _ o� ` . _ - � . _ o�
- r� � r,
�Clean sand �ravel n�attve ,� U ���� _ � r����� - - � � � �� �� - � r
-Mostly small gravels. y g � � - • - _ - -
,� � � �, - � �'_'� � � �, - � �_'� � � �, -
-Not much for silt/clay. - -- ;, . - - ;, . - - _ - -
_ „ _ - r_, „ _ � � - �'� � _
2O{0.4'- 1.0'}: Native Topsoil ., u " ,' " n y� - O u " ,. " � n � - ., u
4
Ver stiff• black to dark brown• � � - - ^ �-, - - ^ �-, -
y , , .. _ � � .. � _ .. � .. � _ �
organic clayey SILT; slightly moist. � - _ � � _; , � ,_; - _ � � - � ,_; -
_ �'� f ..�' .. ..
Notes: � � � �-�,�� - �� ° '--;� ° '� Abundant 6"-minus gravels °
-- and scattered 6"to 10"cobbles --.
-More black and organic than TP-1. � i-�i� ��__, � � i" i ����� � � i _ 1�
.. _ � �, _ _ �. „ �. _ � �, _- _ �. „ .. _
3�{1.0'-2.0'}: Native Silt/Clav 6 - � - ' — � � '' �� � � � ;� - � � � �� _ � _
Stiff to very stiff; brown; sandy SILT
to sandy lean CLAY w/some small
gravels in lowermost 6 inches; moist.
Notes:
-Qu=2.5-3.Otsf. g
-Moist,but stiff soil.
-Transition zone to underlying
sandy gravel from 1.5'to 2.0'.
7�
4O{2.0'-6.0'}: Native Sandy Gravel �.
Dense; brown; sandy GRAVEL w/ �
abundant 6"-minus gravels and 10 �
scattered 6"to 10"cobbles; slightly �
moist. :�
Notes:
-"Clean"sandy gravel. �
12 �
w
SURFACE ELEVATION: 4710.93' BACKHOE TYPE: Hitachi Mini-Excavator JOB NUMBER: 18-024 0
N
TOTAL DEPTH: 6.0' BACKHOE OPERATOR: TJ -Townsend Backhoe PROJECT: Manley Road �
GROUNDWATER: Dry LOGGED BY: Lee S.Evans-AESI DATE: May 9,2018
� � � ,. .0
, -• ' , 4. �.m. . � '.. r ;�G:tr+�'��� r �l'q�1�i�vF;.'� ''�s l�'.
� t .� , � ..�.r., }� � SL� .� �7�1 �,J'�l�r��. �ra da.rl� ���.,r ���I� ^
� }1 /� . ,�,� •. r .r,`.+ t� , u�`..,�T y��`��,'r: .�,i�" i,;r��� �6.�i . J]1�/;rw6� '�i /
F ,��' 1 k ' �, �� i � - ��;�a . r�r � ,� �� � �
� � ' a� b,� ��^{�' .0 f .M`�1' �si.:ta� �' �►. :� �`�, -
- ;.. ,� �.,. :'*.� . ' � ,` �,y': �
_� ,..�Q I�°" ;.; '�� u;�f� � % �.�At , .!o�c.i�l,'r '' J
°�M`�,� � ;x '-?� " �,}_" '�"' C„� ' � �3� �,�,�; � �-
, �
1 �� � �. ��"��'n � . A �� .�. � .r �
1, �M .^
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`/ � a ) d ��L�� � ��: r �,; � ,� .: �� (� X
� '` {� ���,r.'�, �'��,j,r���1„y �'�v.f`�� +l � . ,• � `� ��;
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'h . 'S � {:�i�lY�� �� I��•,.- L �
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� STEGO� VAPOR BARRIER
����0 STM E 1745 Class A-B-C Compliant
INDUSTRIES LLC /Vo��.-. 15 - rv.�l. 1����r ��rr:�r
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STEGO�W � HIGH TEMPERATURE/LOW MUMIDITY=LOW PRESSURE
VAPOR BARRIER � �
� �
represents a recent breakthrougf� � � TE
in state-of-the-art plastic extrusion � � ,/�/
processes. By combining multi-layer , T , �
extrusion technology with our proven � �
_ trade secret blend of prime virgin ; ;
� �E'Si115 af1C� BC�dItIVeS, We 81 $t2�,�) r F � � i ' �
� Industries have produced an AST��,� , , . �. �� ��
� E 1745 Class A polyolefin VAPOR
� BARRIER.Stego's emphasis has always STEGO WRAP VAPOR BARRIER
L
, 1
U been very low permeance (the most , ,. ,
� importantqualityaccordingtoindustry —� kppp�;'(;AS —� h1015TURE
� experts). Our latest blend continues Regardfess or thc Ixauon oi the water table hum�dify 6elow conoete slabs approximates 700%
��� Ivprca!beluw�dnb v.i�xi�psessure rs mnrr tn.an n�u r Ihai ni bu�Jdmg rntrnnrs a��uom lemperalure.
�'-� t� pf�Vlde f1eXt t� ZefO pefRl28f1C�'., n,�,mnq•.,�pnr�/rn�e irom the whivarc.,ip rhmuqh�hr sfab .�nd rnto rhe bm�drng
� while exceeding ASTM E 1745 Class�1
'" requirements for puncture resistance
and tensile strength. All this come5 � � �
� with the same competitive pricing our
�1 customers have come to expect. SUPERIOR DEFENSE Against Floor Failures:
� Fxperts say "the need tor a vapor barrier�as opposed ro a vapor retarderl is becoming
? increasingly clear." Concrete Construction Magazine,August 2003, p.18.
Q° Inriltration of moisture through concrete slabs is a major building defect liability. Stego �
, . � 1-Vrap Vapor Barrier has an extremely low water vapor transmission rate(WVTR)(0.006 Q
f ;�r,,ins/fr'/hour) preventing water vapor, soil gases li.e. Radon), alkaline salts and soil -
� SuGates from compromising the integrity of the building envelope and leading to -
UnsurPassed Permeance SE�rious problems with the concrete slab, floor coverings and indoor air qualiry. Stego
'� CharacteristiCs ��rap Vapor Barrier is the best protection against these costly failures.
Q � .
MOLD PREVENTION:
� Life of the Build'tng ,tilc�ld needs three things to survive: moisture, sustained temperature lbetween 50�and
'� PrOteCtiOn I?2' F), and a lood source ldust, drywall, etc.1. In any given building environment,
t c�mtractors can only control one of these variables:moisture. Mold spores are present
i -
'4 in 100% of building interiors. If moisture is allowed into your building environment, -
� Exceptional Tear and Puncture mold can and will grow.Toxic molds like Stachybotyrus can be fatal for nearly 5%of _
Resistdnce people ilnstitute of Medicine 1993), and cause a variety of serious health problems
' in others. Several recent well-publicized cases involving toxic mold have resulted -
in multimillion-dollar insurance settlements. Many of the nation's leading Insurance .
Easy, Reliable Installation cornpanies have severely limited or removed coverage for mold claims fearing that
these claims will bankrupt their companies. Now more than ever, it is critically `
ComPetitive�Y Priced �»portant that extra attention be paid to preventing the intrusion of moisture vapor
rrc�m your below-slab environment. Stego Wrap Vapor Barrier offers the level of �
protection that many architects are now seeking and is considered to be inexpensive <
_
-- insurance against these cosdy tailures. -
'r^ LONGEVITY AND STRENGTH: J
�, Stego Wrap Vapor Barrier is NOT made with recycled materials and will not _
�' �,i� disintegrate. Prime,virgin resins are the key. Molecules within Stego Wrap"interlock" !
Y to provide strength, durability and unprecedented resistance to moisture vapor and
� / radon gas. Stego Wrap's puncture resistance is legendary. Stego Wrap will not tear, ;
� crack, flake, snag or puncture, even when 18,000 Ib. laser-screed machines are ;
= j� ving directly across the barrier. (See the reverse side for Stego Wrap Va or Barrier's
1. speci�' � _
� (�ses � For 1'�a.c�r��...� U���.� 5,.�-c.r:or 51..6 s 1a a.a- -
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Stego Indus s •San Juan Caprstrano, =
Tel: • fax: • WWW.STEGOINDUSTRIES.COM
� -i - � � �1 �1 \ I � ` ' � ` � � � l I ; \ I � I1II I � � I �I � __ � :\ � � � Il
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PROPERTIES TEST METHOD ASTM E 1745 TEST RESULT EXPLANATION
Class A
Requirements
Permeance ASTM E 96 0.3 perms 0.012 perms Very Impermeable
* 0.006 WVTR to Water Vapor
Puncture Resistance ASTM D 1709 2200 grams Method A 2700 grams Resistant to puncturing from
Method B 2445 grams construction abuse
Tensile Strength ASTM D 882 45.6 Ibf./in. 76.6 Ibf./in. Will not tear easily
Chemical Resistance ASTM E 154 Unaffected Acids, alkali and fungi in soil or
trace chemicals will not
affect membrane
Methane Transmission ASTM D 1434 **149.6 GTR Greatly imPedes the
Rate 2.12 x 10"6 perms transmission of inethane gas
Petroleum Resistance ASTM E 154 0.013 perms Little or no effect on permeance
Life Expectancy ASTM E 154 Indefinite Will not deteriorate/decompose
below concrete slabs when buried
Thickness 15 mils � Stronger, tougher and less
_—— permeable than much
thicker membranes
Roll Dimensions 14 ft. X 140 ft. 1,960 ftI/roll - allows for a
minimum of seams
Roll Weight 140 Ibs. Easy to unroll and install
All testing from "production" runs at labs independent of Stego Industries.
*WVTR water vapor transmission rate "*GTR = Gas Transmission Rate �„
�� _.,___ti. _�� � _ �� _ _�` �_ _� �.�� lBased on ASTM E 1643) ���y_'-\ �
Unroll Stego Wrap over the area where the slab is to be � �
poured. Stego Wrap should completely cover the pour area. �!/ � �`
Overlap seams 6 inches and tape using Stego Tape. � � � - _r /
A l l p e n e t r a t i o n s a n d b l o c k o u t s s h o u l d b e s e a l e d u s i n g �,
a combination of Stego Wrap, Stego Tape and/or Stego �
Mastic. If the Stego Wrap is damaged, cut a rectangular � �
piece from the Stego Wrap roll, place over the damaged area, _
and tape around all eclges. Concrete may SIEGOWRAPVAPOR&lRR1ER
be poured directly on the barrier or a sand/gravel base
can be used.
STEGO WRAP POLYETHYLENE TAPE (<4" x 180'/roll) is specially designeci to seal seams
�;.�'� and penetrations on Stego Wrap installations. The rubber-based, pressure-sensitive
� '� � adhesive provides permanent bonding and quick-stick properties. The area to be bonded
' � � should be free of dust, dirt anci m�isture. If properly installed Stego Tape will provide years
�� of continuous protection.
����/:I:l:/:I��l l�; STEGO INDUSTRIES, �\ ' �`��`" -`- -\�
LLC believes, to the best of it� kno�-vledge, that s�ecificati��ns and
recommendations herein are accurate and reli�hle. Ho4vever, sirce site
conditions and installations are not within our cont�nl,STEGO!NDIJSTRIES,
LLC does not guarantee results trom use of the infc�rmation provided and
disclaims all liability from any loss or damage. NO WARRANTY EXPRESS
OR IMPLIED IS GIVEN AS TO THE MERCHAN IABILITY, FITNESS FOR
PARTICULAR PURPOSE, OR OTHERWISE 4'VITH RESPECT TO THE
PRODUC�TS REFERREn T(�. 7/OS
WWW.STEGOINDUSTRIES.COM
Stego Industries, CLC• 27442 Calle Arroyo, Suite A • San �uan Capistrano, CA 92675 •TEL: • FAX:
;�TENCATE _ \
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4 Mira�° 180N is a needlepunched nonwoven geotextile composed of polypropylene fibers, ,
� which are formed into a stable network such that the fibers retain their relative position. Mirafi° d
h 180N geotextile is inert to biological degradation and resists naturally encountered chemicals, �
� alkalis, and acids. �,
L ;
� �
" Minimum Average I
� Mechanical Properties Test Method Unit Roll Value ,<
MD CD �
� d
� Grab Tensile Stren th ASTM D4632 N Ibs 912 205 912 205 �
y, Grab Tensile Elon ation ASTM D4632 % 50 50 �
•- Tra ezoid Tear Stren th ASTM D4533 N Ibs 356 80 356 80 �.
CBR Puncture Stren th ASTM D6241 N Ibs 2224 500 �
'�" A arent O enin Size AOS ASTM D4751 mm U.S. Sieve 0.18 80 3
h
� Permittivit ASTM D4491 sec 1.4 �r
�' Flow Rate ASTM D4491 I/min/m al/min/ft ) 3870 95 0
,� UV Resistance at 500 hours ASTM D4355 % stren th retained 70 2,
h
Z ' ASTM D 4751: AOS is a Maximum Opening Diameter Value ''
o �.
•� �
•o Ph sical Pro erties Test Method Unit T ical Value
o Wei ht ASTM D5261 /m oz/ d 271 8.0 �
v Thickness ASTM D5199 mm mils 1.8 72 �
� Roll Dimensions m 3.8 x 110 4.5 x 91 ��
� width x len th ft 12.5 x 360 15 x 300 �
h Roll Area -- m d 418 500
-; Estimated Roll Wei ht -- k Ib 120 265 h
� J
� Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the �
� purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without
Xlimitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or �
� usage of trade as to any equipment, materials, or information fumished herewith. This document should not be construed as
� engineering advice.
� AJA��M�� L l� '• COJ'C `L MI�v�N �� �JL� �Ar�� �
� O 2011 TenCate Geosynthetics North America 5
� Mirafi�is a registered trademar frlicolon Corporation _
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ALLIED �
ENGINEERING °
SERVICES,INC. ���
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•�
���erse Proje�
LIMITATIONS OF YOUR GEOTECHNICAL REPORT
GEOTECHNICAL REPORTS ARE PROJECT AND CLIENT SPECIFIC
Geotechnical investigations, analyses, and recommendations are project and client specific. Each project
and each client have individual criterion for risk,purpose, and cost of evaluation that are considered in the
development of scope of geotechnical investigations, analyses and recommendations. For example, slight
changes to building types or use may alter the applicability of a particular foundation type, as can a
particular client's aversion or acceptance of risk. Also, additional risk is often created by scope-of-
service limitations imposed by the client and a report prepared for a particular client (say a construction
contractor) may not be applicable or adequate for another client(say an architect, owner, or developer for
example), and vice-versa. No one should apply a geotechnical report for any purpose other than that
originally contemplated without first conferring with the consulting geotechnical engineer. Geotechnical
reports should be made available to contractors and professionals for information on factual data only and
not as a warranty of subsurface conditions, such as those interpreted in the exploration logs and discussed
in the report.
GEOTECHNICAL CONDITIONS CAN CHANGE
Geotechnical conditions may be affected as a result of natural processes or human activity. Geotechnical
reports are based on conditions that existed at the time of subsurface exploration. Construction operations
such as cuts, fills, or drains in the vicinity of the site and natural events such as floods, earthquakes, or
groundwater fluctuations may affect subsurface conditions and, thus, the continuing adequacy of a
geotechnical report.
GEOTECHNICAL ENGINEERING IS NOT AN EXACT SCIENCE
The site exploration and sampling process interprets subsurface conditions using drill action, soil
sampling, resistance to excavation, and other subjective observations at discrete points on the surface and
in the subsurface. The data is then interpreted by the engineer, who applies professional judgment to
render an opinion about over-all subsurface conditions. Actual conditions in areas not sampled or
observed may differ from those predicted in your report. Retaining your consultant to advise you during
the design process, review plans and specifications, and then to observe subsurface construction
operations can minimize the risks associated with the uncertainties associated with such interpretations.
The conclusions described in your geotechnical report are preliminary because they must be based on the
assumption that conditions revealed through selective exploration and sampling are indicative of actual
conditions throughout a site. A more complete view of subsurface conditions is often revealed during
earthwork; therefore,you should retain your consultant to observe earthwork to confirm conditions and/or
to provide revised recommendations if necessary. Allied Engineering cannot assume responsibility or
liability for the adequacy of the report's recommendations if another party is retained to observe
construction.
EXPLORATIONS LOGS SHOULD NOT BE SEPARATED FROM THE REPORT
Final explorations logs developed by the consultant are based upon interpretation of field logs (assembled
by site personnel), field test results, and laboratory and/or office evaluation of field samples and data.
Only final exploration logs and data are customarily included in geotechnical reports. These final logs
should not be redrawn for inclusion in Architectural or other design drawings, because drafters may
commit errors or omissions in the transfer process.
To reduce the likelihood of exploration log misinterpretation, contractors should be given ready access to
the complete geotechnical report and should be advised of its limitations and purpose. While a contractor
may gain important knowledge from a report prepared for another party, the contractor should discuss the
report with Allied Engineering and perform the additional or alternative work believed necessary to
obtain the data specifically appropriate for construction cost estimating purposes.
OWNERSHIP OF RISK AND STANDARD OF CARE
Because geotechnical engineering is much less exact than other design disciplines, there is more risk
associated with geotechnical parameters than with most other design issues. Given the hidden and
variable character of natural soils and geologic hazards, this risk is impossible to eliminate with any
amount of study and exploration. Appropriate geotechnical exploration, analysis, and recommendations
can identify and lesson these risks. However, assuming an appropriate geotechnical evaluation, the
remaining risk of unknown soil conditions and other geo-hazards typically belongs to the owner of a
project unless specifically transferred to another party such as a contractor, insurance company, or
engineer. The geotechnical engineer's duty is to provide professional services in accordance with their
stated scope and consistent with the standard ofpractice at the present time and in the subject geographic
area. It is not to provide insurance against geo-hazards or unanticipated soil conditions.
The conclusions and recommendations expressed in this report are opinions based our professional
judgment and the project parameters as relayed by the client. The conclusions and recommendations
assume that site conditions are not substantially different than those exposed by the explorations. If
during construction, subsurface conditions different from those encountered in the explorations are
observed or appear to be present, Allied Engineering should be advised at once such that we may review
those conditions and reconsider our recommendations where necessary.
RETENTION OF SOIL SAMPLES
Allied Engineering will typically retain soil samples for one month after issuing the geotechnical report.
If you would like to hold the samples for a longer period of time,you should make specific arrangements
to have the samples held longer or arrange to take charge of the samples yourself.
Allied Engineering Services,Inc. Page 2