HomeMy WebLinkAboutSoils Investigation Report 1091 Stoneridge Drive • Bozeman, Montana • Phone (406) 587-1115 • Fax (406) 587-9768
www.chengineers.com • E-Mail: info@chengineers.com
August 25, 2021
Easton Concrete, Inc.
Attn: Mark Easton
E-amil: mark@eastoncompanies.com
RE: Soils Investigation – 5153, 5155, 5157, 5161, 5163, 5167, 5171, 5173 & 5177 Fallon
Street, Lot R-2, J&D Family Subdivision Phase 2; Bozeman, Montana (210909)
Dear Mark,
Per your request, C&H Engineering and Surveying Inc. (C&H Engineering) has conducted a
subsurface soils investigation on the above referenced property. The subject property is found in
the Southeast Quarter of Section 9, Township 2 South, Range 5 East in Gallatin County,
Montana. The scope of services was to conduct a subsurface investigation and provide a soils
investigation report. The report documents the sites’ soil and groundwater conditions, subsurface
soil properties, and provides foundation design and general earthwork recommendations for the
pavements and structures within the proposed development.
Proposed Construction
The proposed West Side Flats Development is a residential multi-family development that will
consist of five 12-plex units and four 16-plex units. The proposed development is on a relatively
flat 14.02 acres North of Fallon Street and South of West Babcock Street.
Subsurface Soil and Conditions
On August 11, 2021 Noah J. Schaible, E.I. of C&H Engineering visited the site to conduct a
subsurface soils investigation. The subsurface soils investigation consisted of examining thirteen
exploratory test pit excavations. The exploratory test pits were excavated with a CAT 305.5 mini
tracked excavator provided by Grade A Site Works. The soil profiles revealed by the excavations
were logged and visually classified according to ASTM D 2488, which utilizes the nomenclature
of the Unified Soil Classification System (USCS). Representative samples of each soil layer
were collected from the trench sidewalls at varying depths for further classification in the lab.
The relative density of each soil layer was estimated based on probing of the excavation
sidewalls with a rock hammer, penetration tests performed with a static cone penetrometer and
the overall stability of the excavation. Any evidence of seepage or other groundwater conditions
were also noted. The locations of the test pits are shown on the included Test Pit Location Map.
The test pits (TP) excavated for the field investigation exhibited very similar soil profiles. The
SOILS INVESTIGATION REPORT
#210909 – WEST SIDE FLATS, LOT R-2, J&D FAMILY SUBDIVISION PHASE 2; BOZEMAN, MONTANA 2
following paragraphs briefly summarize the subsurface soils and conditions observed in the test
pits excavated for the field investigation. The soil horizons are described as they were
encountered in the test pit excavations, starting with the horizon nearest the surface and
proceeding with each additional horizon encountered with depth.
The first soil horizon encountered in each exploratory test pit was a Silty Clay Organic Soil of
low plasticity (OL). This material was black in color, moist, and soft. This material was
encountered to depths ranging from approximately 1.0 to 1.5 feet below grounds surface (bgs).
Organic soils are highly compressible and are not suitable for foundation support. This material
must also be removed from beneath all interior and exterior slabs as well as beneath all asphalt
and/or concrete paving improvements. This material may be stockpiled onsite and used for final
site grading purposes.
The second soil horizon encountered in each exploratory excavation was Lean Clay with Sand
(CL). This material was yellowish brown to black in color, was very soft to soft in consistency,
and estimated to contain approximately 85 percent fines with medium plasticity, and
approximately 15 percent coarse to fine grained sand. Trace gravels were encountered with
depth. This material was encountered to depths varying from 2.67 to 6.25 feet bgs. Penetration
test performed on this material with a static cone penetrometer indicate that this material is
compressible and not suitable for foundation support.
The third soil horizon encountered in each exploratory excavation was a Poorly Graded Gravel
with Sand and Cobbles (GP), known locally as “pit-run” gravel. This material was grayish brown
in color, loose to medium dense, and estimated to contain approximately 40 percent coarse to
fine grained sand, and approximately 60 percent gravels and cobbles. Trace boulders were
encountered. This material was present to the end of each excavation, varying in depth from
approximately 4.0 to 6.5 feet bgs. The groundwater table was encountered at the bottom of each
exploratory excavation within this material.
Based on the subsurface investigation, it is recommended that the excavation for each structure’s
foundation footprint continue down to the Poorly Graded Gravel with Sand and Cobbles and
structural fill be used to achieve the desired bottom of footing elevations if necessary.
Dewatering of the site will likely be necessary to complete the over-excavation and structural fill
placement. It should be noted that a significant amount of groundwater was encountered in each
excavation and it is likely that multiple dewatering pumps will be required to adequately dewater
the site. It is recommended that dewatering pumps be installed as far ahead of the date of the
excavation as possible, preferably one week or more. Dewatering well before the excavation will
lower the groundwater table and allow the subsurface soils to dry out which will increase the
overall stability of the excavation sidewalls. If the excavated soils have a high moisture content,
it is expected that significant caving of the excavation side walls will occur, especially when
exposed to vibrations induced by the compaction equipment.
It is required that the excavation for any structure be observed by a licensed geotechnical
engineer to verify that the proper foundation subgrade material has been reached prior to the
forming or casting of any foundation elements or the placement and compaction of any required
SOILS INVESTIGATION REPORT
#210909 – WEST SIDE FLATS, LOT R-2, J&D FAMILY SUBDIVISION PHASE 2; BOZEMAN, MONTANA 3
structural fill.
Groundwater
Groundwater was encountered within the depth of each excavation at depths varying from
approximately 3.0 feet bgs to 5.5 feet bgs. Signs of seasonally high groundwater such as gleying
of the soils were also observed within each excavation at depths varying from approximately 2.0
feet bgs to 3.0 feet bgs. Please note that once the low permeability clay layer is removed the
water table may rise higher than the indicators suggest.
Please note that our subsurface investigation is not a detailed groundwater study, and
groundwater conditions may change dramatically due to conditions that are out of our control, as
mentioned previously. Our assessment of the groundwater conditions is based on the conditions
observed within the exploratory test pits on the day of the excavation, our general experience in
the project area, and any available literature regarding groundwater conditions in the vicinity of
the subject property. If more detailed knowledge of the seasonally high groundwater elevation
across the subject property is desired, it is recommended that groundwater monitoring wells be
installed and checked weekly from the early spring to late summer months in order to determine
the peak seasonally high groundwater elevation.
Given the shallow depth to groundwater across the site, basement and crawl space foundations
are not feasible. It is recommended that slab-on-grade with stem wall foundations be utilized
within the development.
Foundation Recommendations
Based on the subsurface soils and conditions encountered in the exploratory excavations, it will
be acceptable to utilize a slab-on-grade with stem wall foundation across the entire development.
Basement and crawl space foundations are not recommended due to high groundwater. Please
find the following as general recommendations for all foundation elements:
In order to keep the footing out of the active frost zone it is recommended that the bottom
of all footing elevation be located a minimum of 4 feet below finished grade.
It is recommended that typical strip footings for these structures have a minimum width
of 16 inches and column footings should have a minimum width of 24 inches, provided
the soils allowable bearing capacity is not exceeded.
All foundation elements are to bear on the Poorly Graded Gravel with Sand, and Cobbles,
or on properly placed and compacted structural fill overlying this material.
The subgrade must remain in a dry condition throughout construction of the foundation
elements.
If groundwater is encountered, the excavation will need to be dewatered to allow for the
proper placement and compaction of any required structural fill.
SOILS INVESTIGATION REPORT
#210909 – WEST SIDE FLATS, LOT R-2, J&D FAMILY SUBDIVISION PHASE 2; BOZEMAN, MONTANA 4
If construction takes place during the colder months of the year, the subgrade must be
protected from freezing. This may require the use of insulating blankets and/or ground
heaters.
It is required that the excavation for any structure be observed by a licensed geotechnical
engineer to verify that the proper foundation subgrade material has been reached prior to
the forming or casting of any foundation elements or the placement and compaction of
any required structural fill.
Allowable Bearing Capacity & Settlement
The bearing capacity of a soil is defined as the ultimate pressure per unit area by the foundation
load that can be supported by the soil in excess of the pressure caused by the surrounding soil at
the footing level. Bearing capacity is determined by the physical and chemical properties of the
soil located beneath the proposed structures footings.
It is recommended that all foundation footings bear on the Poorly Graded Gravel with Sand and
Cobbles, or on properly placed and compacted structural fill overlying this material. For this
scenario it is recommended that an allowable bearing capacity of 2,500 pounds per square foot
be used to dimension all foundation footings.
Settlement and differential settlement were estimated using conservative soil parameters. Based
on conservative soil parameter estimates, the recommended bearing capacity, and the assumption
that all recommendations made in this report will be properly implemented, it is expected that
total and differential settlement will be ½-inch or less. Typical wood framed structures with
reinforced concrete foundations can generally tolerate settlements of this magnitude, however,
this should be checked by a structural engineer to determine if it is acceptable.
The allowable bearing capacity may be increased by one third for short term loading conditions
such as those from wind or seismic forces.
Subgrade Preparation and Structural Fill
In general, the excavation for the foundation footprint must be level and uniform and continue
down to the Poorly Graded Gravel with Sand and Cobbles or to the bottom of footing elevation,
whichever is deeper. If any soft spots, or boulders are encountered, they will need to be removed
and backfilled with structural fill. The excavation width must extend a minimum of one footing
width from the outer edges of the footings, or to a distance equal to ½ the height of the required
structural fill, whichever is greater. For example, if 6 feet of structural fill is required, the width
of the excavation must extend out a distance of 3 feet on either side of the foundation footings.
Once the excavation is complete, the native subgrade shall be proof rolled with a large vibrating
compactor to an unyielding condition. Any areas that are found to be pumping or rutting shall be
sub-excavated and replaced with structural fill.
SOILS INVESTIGATION REPORT
#210909 – WEST SIDE FLATS, LOT R-2, J&D FAMILY SUBDIVISION PHASE 2; BOZEMAN, MONTANA 5
Structural fill is defined as all fill that will ultimately be subjected to structural loadings, such as
those imposed by footings, floor slabs, pavements, etc. None of the soils encountered in the
exploratory excavations are suitable for use as structural fill. Structural fill will need to be
imported for this project. Imported structural fill is recommended to be a well graded gravel with
sand that contains less than 15 percent of material that will pass a No. 200 sieve and that has a
maximum particle size of 3 inches. Also, the fraction of material passing the No. 40 sieve shall
have a liquid limit not exceeding 25 and a plasticity index not exceeding 6. The gravel and sand
particles also need to be made up of durable rock materials that will not degrade when
compacted; no shale or mudstone fragments should be present.
Structural fill must be placed in lifts no greater than 12 inches (uncompacted thickness) and be
uniformly compacted to a minimum of 97 percent of its maximum dry density, as determined by
ASTM D698. Typically, the structural fill must be moisture conditioned to within + 2 percent of
the materials optimum moisture content to achieve the required density. It is recommended that
the structural fill be compacted with a large vibrating smooth drum roller. Please note that if a
moisture-density relationship test (commonly referred to as a proctor) needs to be performed for
a proposed structural fill material to determine its maximum dry density in accordance with
ASTM D698, a sample of the material must be delivered to this office a minimum of three full
working days prior to beginning placement of the structural fill.
At no time should surface water runoff be allowed to flow into and accumulate within the
excavation for the foundation elements. If necessary, a swale or berm should be temporarily
constructed to reroute all surface water runoff away from the excavation. Excavation should not
proceed during large precipitation events.
If any of the foundation footings are found to be located on a test pit, the area will need to be
excavated down to the full depth of the test pit and structural fill be placed and compacted in lifts
to bring the area back up to the desired grade.
Foundation Wall Backfill
Approved backfill material should be placed and compacted between the foundation wall and the
edge of the excavation. The native soils, with the exception of the organic soils, may be used as
backfill along the exterior of the foundation, provided they are not too moist. Based on our
observations on the day of the site visit, the onsite soils were too wet to be utilized as foundation
wall backfill. The onsite soils will need to be stockpiled and properly dried prior to being utilized
as foundation wall backfill. It is recommended that structural fill be used as backfill in all areas
that will support concrete slabs-on-grade or asphalt paving improvements. Foundation wall
backfill may also be imported, imported foundation wall backfill is recommended to be a well-
draining granular material.
The foundation wall backfill will need to be compacted with either walk behind compaction
equipment or hand operated compaction equipment in order to avoid damaging the foundation
walls. If walk behind compaction equipment is used lifts should not exceed 8-inches (loose
thickness) and if hand operated compaction equipment is used lifts should not exceed 4-inches
(loose thickness).
SOILS INVESTIGATION REPORT
#210909 – WEST SIDE FLATS, LOT R-2, J&D FAMILY SUBDIVISION PHASE 2; BOZEMAN, MONTANA 6
Site Grading
Surface water should not be allowed to accumulate and infiltrate the soil near the foundation.
Proper site grading will ensure surface water runoff is directed away from the foundation
elements and will aid in the mitigation of excessive settlement. Please find the following as
general site grading recommendations:
Finished grade must slope away from the building a minimum of 5 percent within the
first 10 feet, in order to quickly drain ground surface and roof runoff away from the
foundation walls. Please note that in order to maintain this slope; it is imperative that any
backfill placed against the foundation walls be compacted properly. If the backfill is not
compacted properly, it will settle and positive drainage away from the structure will not
be maintained.
Permanent sprinkler heads for lawn care should be located a sufficient distance from the
structure to prevent water from draining toward the foundation or saturating the soils
adjacent to the foundation.
Rain gutter down spouts are to be placed in such a manner that surface water runoff
drains away from the structure.
All roads, walkways, and architectural land features must properly drain away from all
structures. Special attention should be made during the design of these features to not
create any drainage obstructions that may direct water towards or trap water near the
foundation.
Interior Slabs-on-Grade
Due to depth of the organic soil and the very low sheer strength of the Lean Clay with Sand, it is
recommended the building footprint continue down to the hard gravel layer. Structural fill can
then be placed and compacted to 6 inches below the bottom of slab elevation.
For all interior concrete slabs-on-grade, preventative measures must be taken to stop moisture
from migrating upwards through the slab. Moisture that migrates upwards through the concrete
slab can damage floor coverings such as carpet, hardwood and vinyl, in addition to causing
musty odors and mildew growth. Moisture barriers will need to be installed to prevent water
vapor migration and capillary rise through the concrete slab.
In order to prevent capillary rise through the concrete slab-on-grade it is recommended that 6
inches of ¾-inch washed rock (containing less than 10 percent fines) be placed and compacted
once the excavation for the slab is complete. The washed rock has large pore spaces between soil
particles and will act as a capillary break, preventing groundwater from migrating upwards
towards the bottom of the slab.
In order to prevent the upward migration of water vapor through the slab, it is recommended that
a 15-mil extruded polyolefin plastic that complies with ASTM E1745 (such as a Stego Wrap 15-
SOILS INVESTIGATION REPORT
#210909 – WEST SIDE FLATS, LOT R-2, J&D FAMILY SUBDIVISION PHASE 2; BOZEMAN, MONTANA 7
mil Vapor Barrier) be installed. The vapor barrier should be pulled up at the sides and secured to
the foundation wall or footing. Care must be taken during and after the installation of the vapor
barrier to avoid puncturing the material, and all joints are to be sealed per the manufacture’s
recommendations.
Once the excavation for the interior slab-on-grade is completed as described in the first
paragraph of this section, and the ¾ inch washed rock and moisture barriers have been properly
installed, it will be acceptable to form and cast the steel reinforced concrete slab. It is
recommended that interior concrete slabs-on-grade have a minimum thickness of 4 inches, unless
the slab will be supporting vehicles, in which case the slab shall have a minimum thickness of 6
inches.
Exterior Slabs-on-Grade
For exterior areas to be paved with concrete slabs, it is recommended that, at a minimum, the
organic soil be removed. The subgrade then needs to be compacted to an unyielding condition.
Then for non-vehicular traffic areas, a minimum of 12 inches of ¾-inch minus rock needs to be
placed, and 4 inches of 4000 pounds per square inch (psi) concrete placed over the ¾-inch minus
rock.
Exterior slabs that will be located adjacent to the foundation walls need to slope away from the
structure at a minimum grade of 2 percent and should not be physically connected to the
foundation walls. If they are connected, any movement of the exterior slab will be transmitted to
the foundation wall, which may result in damage to the structure.
Private Asphalt Paving Improvements
For areas to be paved with asphalt, it is recommended that, as a minimum, the topsoil and any
organics be removed. The native subgrade shall be smooth and rut free. Following removal of
the organic soil or excavation to the desired subgrade elevation, the native subgrade shall be
compacted to a minimum of 95 percent of its maximum dry density. If the native subgrade is
able to be compacted to the specified density, a layer of Mirafi 160N geotextile fabric shall be
installed, followed by a layer of Tensar TX5 Triaxial Geogrid. Next 12 inches of 3-inch minus
“pit-run” gravel (subbase course) shall be installed, followed by 6 inches of 1.5-inch minus road
mix (base course). Both of these gravel layers must be compacted to a minimum of 95 percent of
their maximum dry density, as determined by ASTM D698. A three-inch-thick layer of Asphalt
can then be placed over this cross section.
In the event the native subgrade cannot be compacted to 95 percent of its maximum dry density,
the excavation must continue down an additional 12 inches, a layer of Mirafi 160N geotextile
fabric shall be installed, followed by a layer of Tensar TX5 Triaxial Geogrid, followed by a
single 24-inch thick lift of 3-inch minus “pit-run” gravel and a 6-inch thick lift of 1.5-inch minus
road mix. A three-inch-thick layer of Asphalt can then be placed over this cross section.
If asphalt paving is to be placed on foundation wall backfill, the backfill must be compacted to a
minimum of 95 percent of its maximum dry density, as determined by ASTM D698. It is
SOILS INVESTIGATION REPORT
#210909 – WEST SIDE FLATS, LOT R-2, J&D FAMILY SUBDIVISION PHASE 2; BOZEMAN, MONTANA 8
recommended the backfill be placed in uniform lifts and be compacted to an unyielding
condition as described in the section “Foundation Wall Backfill”.
Construction Administration
The foundation is a vital element of a structure; it transfers all of the structure’s dead and live
loads to the native soil. It is imperative that the recommendations made in this report are
properly adhered to. A representative from C&H Engineering should observe the construction of
any foundation or drainage elements recommended in this report. The recommendations made in
this report are contingent upon our involvement. If the soils encountered during the excavation
differ than those described in this report or any unusual conditions are encountered, our office
should be contacted immediately to examine the conditions, re-evaluate our recommendations
and provide a written response.
If construction and site grading take place during cold weather, it is recommended that approved
winter construction practices be observed. All snow and ice shall be removed from cut and fill
areas prior to site grading taking place. No fill should be placed on soils that are frozen or
contain frozen material. No frozen soils can be used as fill under any circumstances.
Additionally, Concrete should not be placed on frozen soils and should meet the temperature
requirements of ASTM C 94. Any concrete placed during cold weather conditions shall be
protected from freezing until the necessary compressive strength has been attained. Once the
footings are placed, frost shall not be permitted to extend below the foundation footings, as this
could heave and crack the foundation footings and/or foundation walls.
It is the responsibility of the contractor to provide a safe working environment with regards to
excavations on the site. All excavations should be sloped or shored in the interest of safety and in
accordance with local and federal regulations, including the excavation and trench safety
standards provided by the Occupational Safety and Health Administration (OSHA).
Report Limitations
The recommendations made in this report are based on information obtained from the test pits
excavated at the locations shown on the included Test Pit Location Map. It is not uncommon for
variations to occur between these points, the nature and extend of which do not become evident
until additional exploration or construction is conducted. The variations may result in additional
construction costs, and it is suggested that a contingency be provided for this purpose.
This report is for the exclusive use of Easton Concrete Inc. In the absence of our written
approval, we make no representation and assume no responsibility to other parties regarding the
use of this report. These recommendations are applicable to the subject property only and are not
applicable to other construction sites. Under no circumstances shall a portion of this report be
removed or be used independently of the rest of the document, this report is applicable as a full
document only.
Services performed by C&H Engineering and Surveying, Inc. for this project have been
OL
CL
GP
1.0
5.0
6.0
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 5 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown to black; moist to saturated;
medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain sand;
approximately 85 percent clayey fines.
5 TO 6 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;
approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 6.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 5.50 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP1
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.0
4.0
4.5
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 4 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown to black; moist to saturated;
medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain sand;
approximately 85 percent clayey fines.
4 TO 4.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;
approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 4.5 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 4.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP2
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
CL
GP
1.0
4.0
6.3
6.5
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 4 FEET: LEAN CLAY WITH SAND; (CL); black; moist to saturated; medium plasticity;
very soft to soft; approximately 15 percent fine to coarse grain sand; approximately 85
percent clayey fines.
4 TO 6.25 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown; moist to saturated;
medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain sand;
approximately 85 percent clayey fines.
6.25 TO 6.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP);
grayish brown; moist to saturated; medium dense; approximately 60 percent subroundedgravels; approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 6.5 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 4.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP3
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.0
4.0
6.0
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 4 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown to black; moist to saturated;
medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain sand;
approximately 85 percent clayey fines.
4 TO 6 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;
approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 6.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 5.50 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP4
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.0
5.0
6.0
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 5 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown to black; moist to saturated;
medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain sand;
approximately 85 percent clayey fines.
5 TO 6 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;
approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 6.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 5.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP5
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.0
4.5
5.0
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 4.5 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown to black; moist to
saturated; medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain
sand; approximately 85 percent clayey fines.
4.5 TO 5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 5.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 4.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP6
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.3
3.0
5.4
0 TO 1.33 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1.33 TO 3 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown to black; moist to
saturated; medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain
sand; approximately 85 percent clayey fines.
3 TO 5.42 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;
approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 5.4 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 5.25 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP7
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
GC
GP
1.0
2.8
5.0
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 2.75 FEET: CLAYEY GRAVEL WITH SAND AND COBBLES; (GC); grayish brown to
brown; moist to saturated; medium plasticity; loose to medium dense; approximately 50
percent subrounded gravels; approximately 30 percent fine to coarse grain sand;
approximately 20 percent clayey fines.
2.75 TO 5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayishbrown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;
approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 5.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 5.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP8
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
GC
GP
1.5
2.5
5.0
0 TO 1.5 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1.5 TO 2.5 FEET: CLAYEY GRAVEL WITH SAND AND COBBLES; (GC); grayish brown to
brown; moist to saturated; medium plasticity; loose to medium dense; approximately 50percent subrounded gravels; approximately 30 percent fine to coarse grain sand;
approximately 20 percent clayey fines.
2.5 TO 5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 5.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 5.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP9
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.0
3.0
6.0
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 3 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown to black; moist to saturated;
medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain sand;
approximately 85 percent clayey fines.
3 TO 6 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;
approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 6.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 5.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 10
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GC
GP
1.0
2.7
4.3
5.5
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 2.67 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown to black; moist to
saturated; medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain
sand; approximately 85 percent clayey fines.
2.67 TO 4.33 FEET: CLAYEY GRAVEL WITH SAND AND COBBLES; (GC); grayish brownto brown; moist to saturated; medium plasticity; loose to medium dense; approximately 50
percent subrounded gravels; approximately 30 percent fine to coarse grain sand;
approximately 20 percent clayey fines.
4.33 TO 5.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP);
grayish brown; moist to saturated; medium dense; approximately 60 percent subrounded
gravels; approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 5.5 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 5.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 11
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
CL
GP
1.0
2.0
5.0
6.0
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 2 FEET: LEAN CLAY WITH SAND; (CL); black; moist to saturated; medium plasticity;
very soft to soft; approximately 15 percent fine to coarse grain sand; approximately 85
percent clayey fines.
2 TO 5 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown; moist to saturated; medium
plasticity; very soft to soft; approximately 15 percent fine to coarse grain sand;
approximately 85 percent clayey fines.
5 TO 6 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;
approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 6.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 5.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 12
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL
GP
1.0
5.0
5.5
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); black; moist; soft.
1 TO 5 FEET: LEAN CLAY WITH SAND; (CL); yellowish brown to black; moist to saturated;
medium plasticity; very soft to soft; approximately 15 percent fine to coarse grain sand;
approximately 85 percent clayey fines.
5 TO 5.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown; moist to saturated; medium dense; approximately 60 percent subrounded gravels;
approximately 40 percent fine to coarse grain sand.
Bottom of test pit at 5.5 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD CAT 305 Mini Tracked Excavator
EXCAVATION CONTRACTOR Grade A Site Works GROUND WATER LEVELS:
DATE STARTED 8/11/21 COMPLETED 8/11/21
AT TIME OF EXCAVATION 3.00 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 13
PROJECT NUMBER 210909
CLIENT Easton Concrete, Inc.
PROJECT LOCATION West Side Flats
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 8/25/21 10:49 - G:\C&H\21\210909\REPORT DOCUMENTS\TEST PIT LOGS (210909).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION