HomeMy WebLinkAboutGeotechReportC&H_05-12-201091 Stoneridge Drive • Bozeman, Montana • Phone (406) 587-1115 • Fax (406) 587-9768 www.chengineers.com • E-Mail: info@chengineers.com
May 12, 2020
Bozeman Coho, LLC Attn: Mark Owkes Email: mark.owkes@gmail.com
RE: Soils Investigation Report – 3120 Wagon Wheel Road; Bozeman, Montana (200302).
Dear Mr. Owkes,
C&H Engineering and Surveying Inc., (C&H Engineering) has conducted a subsurface soils investigation for the above referenced property. The scope of services was to conduct a subsurface soils investigation and provide a soils investigation report. The report documents the site conditions, soil properties, and provides foundation design and general earthwork recommendations.
Proposed Construction
It is understood that multiple multi-family structures are planned for construction. It is understood that the structures are planned to be constructed with wither crawl space and/or basement foundations.
It has been assumed that the foundation footings will not be subjected to unusual loading
conditions such as eccentric loads. If any of the foundation footings will be eccentrically loaded please contact this office so we can appropriately revise our allowable bearing capacity and settlement estimates.
Subsurface Soil and Conditions
On March 27, 2020 a member of the staff of C&H Engineering visited the site to conduct a subsurface soils investigation. The subsurface soils investigation consisted of examining eight exploratory test pit excavations. The exploratory test pits were excavated with a backhoe provided by Val Mencas Excavation, LLC. The test pit locations were chosen based on the proposed test pit location map provided to our office via email on 3/13/2020. The soil profiles
revealed by the exploratory excavations were logged and visually classified according to ASTM D 2488, which utilizes the nomenclature of the Unified Soil Classification System (USCS).
The following paragraphs briefly summarize the subsurface soils and conditions observed in the eight exploratory 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.
SOILS INVESTIGATION REPORT
#200302 – 3120 WAGON WHEEL ROAD; BOZEMAN, MONTANA 2
The first soil horizon encountered in each exploratory excavation was a Silty Clay Organic Soil of low plasticity (OL). This material was dark brown to black in color, moist, and soft. This
material was encountered to depths varying from approximately 0.5 feet below grounds surface
(bgs) to 2.0 feet bgs in each exploratory excavation. Organic soils are highly compressible and are not suitable for foundation support. This material must also be removed from beneath all interior and exterior concrete slabs as well as beneath all asphalt paving. This material may be stockpiled onsite and used for final site grading purposes.
The second soil horizon encountered in each exploratory excavation was a Sandy Silt (ML). This material was present to depths varying from 4.0 feet bgs to 10.5 feet bgs. Penetration test performed on this material indicate that it was medium stiff. This material contained approximately 55 percent fine to coarse grained sand and approximately 45 percent silty fines.
The third soil horizon encountered in all exploratory excavations except TP-2 was a Poorly Graded Gravel with Sand and Cobbles (GP). This material was present to the end of each excavation, depths varying from 10.5 feet bgs to 13.0 feet bgs. This material was medium dense to dense, and contained approximately 25 percent fine to coarse grain sand and approximately 75
percent subrounded gravels and cobbles.
TP-2: The third soil horizon encountered in this exploratory excavation was a Lean Clay (CL). This
material was present to a depth of 9 feet bgs. Penetration test performed on this material indicate
that it was medium stiff. Following the Lean Clay, Poorly Graded Gravel was encountered to a depth of 11 feet bgs. Following the Poorly Graded Gravel with Sand, Poorly Graded Sand with Gravel was encountered to 13 feet bgs. Following the Poorly Graded Sand with Gravel, Poorly Graded Gravel with Sand was encountered, this time to the end of excavation at approximately
15 feet bgs.
Based on the subsurface investigation, it is expected that the excavations for the foundations will end in varying soil types. It is likely that crawl space excavations will end within the Sandy Silt and that excavations for basements will end within Poorly Graded Gravel with Sand and
Cobbles.
If either excavation is found to end within the Sandy Silt, it is recommended that the excavation continue down to 12 inches below the desired bottom of footing elevation, or until Poorly Graded Gravel with Sand and Cobbles is encountered, whichever is shallower. This will allow
for the placement of 12 inches of structural fill beneath the foundation footings. The purpose of
the structural fill is to help mitigate any differential settlement that may occur and also to provide a buffer between the foundation footings and the moisture sensitive Silty Sand. Please note that the recommended allowable bearing capacity for foundation footings bearing on
structural fill overlying the Sandy Silt is 1,500 pounds per square foot (psf) and is 3,000 psf for
foundation footings bearing on Poorly Graded Gravel with Sand and Cobbles. Although we have proposed a general recommendation for all structures, the foundation
SOILS INVESTIGATION REPORT
#200302 – 3120 WAGON WHEEL ROAD; BOZEMAN, MONTANA 3
subgrade for each structure shall be inspected by C&H Engineering and Surveying, Inc. to verify our recommendations are consistent with the exposed subgrade conditions.
Groundwater
Groundwater was not encountered in any of the exploratory test pits, evidence of seasonally high groundwater (such as lack of calcium, mottling, high moisture was not observed within the depth of excavation). Groundwater is not expected to be encountered within the excavation for the foundations.
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. 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. Foundation Recommendations
Based on the subsurface soils encountered in the eight exploratory excavations, it will be
acceptable to utilize either a crawl space or basement foundation for the proposed structures. 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 elevations be a minimum of 48 inches below finished grade.
• Foundation footings are to bear on a minimum of 12 inches of compacted structural fill overlying the Sandy Silt. All foundation footings for this scenario shall be dimensioned
for an allowable bearing capacity of 1,500 pounds per square foot (psf).
• Foundation footings may also bear on the Poorly Graded Gravel with Sand and Cobbles or on compacted structural fill overlying this material. All foundation footings for this scenario shall be dimensioned for an allowable bearing capacity of 3,000 pounds per
square foot (psf).
• It is recommended that typical strip footings for this structure 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. Allowable Bearing Capacity & Settlement The bearing capacity of a soil is defined as the ultimate pressure per unit area by the foundation that can be supported by the soil in excess of the pressure caused by the surrounding soil at the
SOILS INVESTIGATION REPORT
#200302 – 3120 WAGON WHEEL ROAD; BOZEMAN, MONTANA 4
footing level. Bearing capacity is determined by the physical and chemical properties of the soil located beneath the proposed structures footings.
The loads from the proposed structures that are transmitted to a 12-inch thick structural fill pad overlying the Sandy Silt, it is recommended that an allowable bearing capacity of 1,500 pounds per square foot be used to dimension all foundation footings.
The loads from the proposed structures that are transmitted to the Poorly Graded Gravel with
Sand and Cobbles or to compacted structural fill overlying this material, it is recommended that an allowable bearing capacity of 3,000 pounds per square foot be used to dimension all foundation footings.
Settlement and differential settlement were estimated using conservative soil parameters and the
assumption that the foundation footings bear on properly placed and compacted structural fill overlying Sandy Silt. Based on conservative soil parameter estimates, the bearing capacity recommended, and the assumption that all recommendations made in this report will be properly implemented, it is expected that total and differential settlement will be ¾-inch or less. Structures
of the type proposed can generally tolerate movements of this magnitude, however, this
movement should be checked by a structural engineer to determine if it is acceptable. Subgrade Preparation and Structural Fill In general, the excavation must be level and uniform and continue down to 12 inches below the desired bottom of footing elevation or to the Poorly Graded Gravel with Sand and Cobbles whichever is shallower. If any soft spots, 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 excavation must extend out from the footing a minimum distance of 3 feet.
Once the excavation is completed, the native subgrade shall be proof rolled with a large
compactor to an unyielding condition, if the excavation is found to end in the Sandy Silt a layer of geotextile fabric (Mirafi 500X) must be placed, followed by placing and compacting the required structural fill. Any areas that are found to be pumping or rutting shall be sub-excavated and replaced with structural fill.
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. 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
SOILS INVESTIGATION REPORT
#200302 – 3120 WAGON WHEEL ROAD; BOZEMAN, MONTANA 5
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 and optimum moisture content 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 (as described in this report) 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 soils encountered during the field investigation (except the organic soil) are suitable for use as foundation wall backfill along the exterior of the foundation, provided they are not too moist. Structural fill is recommended as foundation wall backfill in all
areas that will support concrete slabs-on-grade or other paving improvements. The backfill shall be placed in uniform lifts and be compacted to a minimum of 95 percent of the material’s maximum dry density, as determined by ASTM D698. 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). Interior Slabs-on-Grade
In preparation for any interior slabs-on-grade, the excavation must continue down to the Sandy
Silt. 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.
SOILS INVESTIGATION REPORT
#200302 – 3120 WAGON WHEEL ROAD; BOZEMAN, MONTANA 6
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-
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, then the recommended minimum thickness if 6 inches, or as
directed by a licensed structural engineer. Exterior Slabs-on-Grade For exterior areas to be paved with concrete slabs, it is recommended that, at a minimum, the topsoil be removed. The native subgrade then needs to be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM D698. Then for non-vehicular traffic areas,
a minimum of 6 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. For areas with vehicular traffic, a minimum of 9 inches of ¾-inch minus rock should be placed, followed by 6 inches of 4000 psi concrete, unless directed otherwise by a licensed structural engineer.
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. 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. If the
subgrade soils are allowed to experience a significant increase in moisture additional settlement may occur. 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
SOILS INVESTIGATION REPORT
#200302 – 3120 WAGON WHEEL ROAD; BOZEMAN, MONTANA 7
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. Asphalt Paving Improvements
For areas to be paved with asphalt, it is recommended that, as a minimum, the topsoil be
removed. The native subgrade then needs to be compacted at ± 2 percent of its optimum
moisture content to 95 percent of its maximum dry density, as determined by ASTM D698. Following compaction of the native subgrade, a layer of woven geotextile (such as a Mirafi 500X) shall be installed. Next a 12-inch layer of compacted 6-inch minus gravel needs to be placed, followed by a 6-inch layer of compacted 1-inch minus road mix. Both gravel courses
must be compacted at ± 2 percent of their optimum moisture content to 95 percent of their
maximum dry density, as determined by ASTM D698. A 3-inch thick layer of asphalt pavement can then be placed and compacted over this cross-section. Construction Administration
The foundation is a vital element of a structure; it transfers all of the structures 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
SOILS INVESTIGATION REPORT
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 limited information obtained from the exploratory test pits excavated on the subject property. It is not uncommon for variations in the subsurface conditions to occur, the nature and extent 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 Bozeman Coho, LLC. 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
conducted with the level of care and skill ordinarily exercised by members of the profession
currently practicing in this area under similar budget and time restraints. No warranty, expressed or implied, is made.
If you have any questions, or if we can assist with the future phases of your project, please contact the undersigned.
Respectfully Submitted by
Enc: Test Pit Logs
Test Pit Location Map
Reviewed by /HI lJ/'1
Michael J. Welch, P.E.
G:\c&h\20\200302\Report Documents\Soils lnvestigation(200302).doc
#200302 -3120 WAGON WHEEL ROAD; BOZEMAN, MONT ANA 8
OL
ML
GP
2.0
7.0
12.5
0 TO 2 FEET: ORGANIC SOIL; (OL); dark brown to black; moist; soft.
2 TO 7 FEET: SANDY SILT; (ML); brown; moist; soft to medium stiff; approximately 10
percent fine to coarse grain sand; approximately 90 percent silty fines.
7 TO 12.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); moist;
medium dense to dense; approximately 75 percent subrounded gravels; approximately 25
percent fine to coarse grain sand.
Bottom of test pit at 12.5 feet.
NOTES Monitoring Well Installed
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Deere 410 C Backhoe
EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS:
DATE STARTED 3/27/20 COMPLETED 3/27/20
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5
10.0
12.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 1
PROJECT NUMBER 200302
CLIENT Bozeman Coho, LLC
PROJECT LOCATION 3120 Wagon Wheel Road, Bozeman, Montana
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 5/12/20 14:37 - G:\C&H\20\200302\TP LOGS\200302.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
GB
2-1
MC = 21%
Fines = 93%
OL
ML
CL
GP
SP
GP
1.5
4.0
9.0
11.0
13.0
15.0
0 TO 1.5 FEET: ORGANIC SOIL; (OL); dark brown to black; moist; soft.
1.5 TO 4 FEET: SANDY SILT; (ML); brown; moist; soft to medium stiff;
approximately 10 percent fine to coarse grain sand; approximately 90
percent silty fines.
4 TO 9 FEET: LEAN CLAY; (CL); tan to brown; moist; medium plasticity;
medium stiff; approximately 5 percent fine to coarse grain sand;
approximately 95 percent clayey fines.
9 TO 11 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES;
(GP); moist; medium dense to dense; approximately 75 percent subrounded
gravels; approximately 25 percent fine to coarse grain sand.
11 TO 13 FEET: POORLY GRADED SAND WITH GRAVEL; (SP); brown;
moist to very moist; medium dense; approximately 35 percent subrounded
gravels; approximately 65 percent fine to coarse grain sand.
13 TO 15 FEET: POORLY GRADED GRAVEL WITH SAND AND
COBBLES; (GP); moist; medium dense to dense; approximately 75 percent
subrounded gravels; approximately 25 percent fine to coarse grain sand.
Bottom of test pit at 15.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Deere 410 C Backhoe
EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS:
DATE STARTED 12/18/19 COMPLETED 3/27/20
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0
5
10
15 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 2
PROJECT NUMBER 200302
CLIENT Bozeman Coho, LLC
PROJECT LOCATION 3120 Wagon Wheel Road, Bozeman, Montana
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 5/12/20 14:37 - G:\C&H\20\200302\TP LOGS\200302.GPJTESTS
U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
ML
GP
1.0
9.0
13.0
0 TO 1 FEET: ORGANIC SOIL; (OL); dark brown to black; moist; soft.
1 TO 9 FEET: SILTY SAND; (SM); brown; moist; medium stiff; approximately 55 percent
fine to coarse grain sand; approximately 45 percent silty fines.
9 TO 13 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); moist;medium dense to dense; approximately 75 percent subrounded gravels; approximately 25
percent fine to coarse grain sand.
Bottom of test pit at 13.0 feet.
NOTES Monitoring Well Installed
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Deere 410 C Backhoe
EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS:
DATE STARTED 12/18/19 COMPLETED 3/27/20
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5
10.0
12.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 3
PROJECT NUMBER 200302
CLIENT Bozeman Coho, LLC
PROJECT LOCATION 3120 Wagon Wheel Road, Bozeman, Montana
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 5/12/20 14:37 - G:\C&H\20\200302\TP LOGS\200302.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
ML
GP
2.0
7.0
10.0
0 TO 2 FEET: ORGANIC SOIL; (OL); dark brown to black; moist; soft.
2 TO 7 FEET: SANDY SILT; (ML); brown; moist; soft to medium stiff; approximately 10
percent fine to coarse grain sand; approximately 90 percent silty fines.
7 TO 10 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); moist;
medium dense to dense; approximately 75 percent subrounded gravels; approximately 25
percent fine to coarse grain sand.
Bottom of test pit at 10.0 feet.
NOTES Monitoring Well Installed
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Deere 410 C Backhoe
EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS:
DATE STARTED 3/27/20 COMPLETED 3/27/20
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5
10.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP-4
PROJECT NUMBER 200302
CLIENT Bozeman Coho, LLC
PROJECT LOCATION 3120 Wagon Wheel Road, Bozeman, Montana
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 5/12/20 14:37 - G:\C&H\20\200302\TP LOGS\200302.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
GB
5-1
MC = 22%
Fines = 93%
OL
ML
GP
0.5
8.0
10.5
0 TO 0.5 FEET: ORGANIC SOIL; (OL); dark brown to black; moist; soft.
0.5 TO 8 FEET: SANDY SILT; (ML); brown; moist; soft to medium stiff;
approximately 10 percent fine to coarse grain sand; approximately 90
percent silty fines.
8 TO 10.5 FEET: POORLY GRADED GRAVEL WITH SAND AND
COBBLES; (GP); moist; medium dense to dense; approximately 75 percent
subrounded gravels; approximately 25 percent fine to coarse grain sand.
Bottom of test pit at 10.5 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Deere 410 C Backhoe
EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS:
DATE STARTED 3/27/20 COMPLETED 3/27/20
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5
10.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP-5
PROJECT NUMBER 200302
CLIENT Bozeman Coho, LLC
PROJECT LOCATION 3120 Wagon Wheel Road, Bozeman, Montana
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 5/12/20 14:37 - G:\C&H\20\200302\TP LOGS\200302.GPJTESTS
U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
ML
GP
1.5
10.5
12.5
0 TO 1.5 FEET: ORGANIC SOIL; (OL); dark brown to black; moist; soft.
1.5 TO 10.5 FEET: SANDY SILT; (ML); brown; moist; soft to medium stiff; approximately 10
percent fine to coarse grain sand; approximately 90 percent silty fines.
10.5 TO 12.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP);
moist; medium dense to dense; approximately 75 percent subrounded gravels;
approximately 25 percent fine to coarse grain sand.
Bottom of test pit at 12.5 feet.
NOTES Monitoring Well Installed
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Deere 410 C Backhoe
EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS:
DATE STARTED 3/27/20 COMPLETED 3/27/20
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5
10.0
12.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP-6
PROJECT NUMBER 200302
CLIENT Bozeman Coho, LLC
PROJECT LOCATION 3120 Wagon Wheel Road, Bozeman, Montana
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 5/12/20 14:37 - G:\C&H\20\200302\TP LOGS\200302.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
ML
GP
2.0
8.0
12.0
0 TO 2 FEET: ORGANIC SOIL; (OL); dark brown to black; moist; soft.
2 TO 8 FEET: SANDY SILT; (ML); brown; moist; soft to medium stiff; approximately 10
percent fine to coarse grain sand; approximately 90 percent silty fines.
8 TO 12 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); moist;
medium dense to dense; approximately 75 percent subrounded gravels; approximately 25
percent fine to coarse grain sand.
Bottom of test pit at 12.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Deere 410 C Backhoe
EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS:
DATE STARTED 3/27/20 COMPLETED 3/27/20
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5
10.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP-7
PROJECT NUMBER 200302
CLIENT Bozeman Coho, LLC
PROJECT LOCATION 3120 Wagon Wheel Road, Bozeman, Montana
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 5/12/20 14:37 - G:\C&H\20\200302\TP LOGS\200302.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
GB
8-1
MC = 28%
Fines = 90%
OL
ML
GP
1.5
8.0
11.5
0 TO 1.5 FEET: ORGANIC SOIL; (OL); dark brown to black; moist; soft.
1.5 TO 8 FEET: SANDY SILT; (ML); brown; moist; soft to medium stiff;
approximately 10 percent fine to coarse grain sand; approximately 90
percent silty fines.
8 TO 11.5 FEET: POORLY GRADED GRAVEL WITH SAND AND
COBBLES; (GP); moist; medium dense to dense; approximately 75 percent
subrounded gravels; approximately 25 percent fine to coarse grain sand.
Bottom of test pit at 11.5 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Deere 410 C Backhoe
EXCAVATION CONTRACTOR Val Mencas Excavation, LLC GROUND WATER LEVELS:
DATE STARTED 3/27/20 COMPLETED 3/27/20
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5
10.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP-8
PROJECT NUMBER 200302
CLIENT Bozeman Coho, LLC
PROJECT LOCATION 3120 Wagon Wheel Road, Bozeman, Montana
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 5/12/20 14:37 - G:\C&H\20\200302\TP LOGS\200302.GPJTESTS
U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION