HomeMy WebLinkAboutSoils Investigation Report1091 Stoneridge Drive • Bozeman, Montana • Phone (406) 587-1115 • Fax (406) 587-9768 www.chengineers.com • E-Mail: info@chengineers.com
October 15, 2021
JDS Architects, Inc. Attn: Jesse D. Sobrepena, AIA E-mail: jesse@jdsarchitectsbozeman.com
RE: Soils Investigation Report – 227 Nelson Road Lot 10, Block 2, Nelson Meadows Subdivision; Gallatin County, Montana (210739)
Dear Jesse,
Per your request, C&H Engineering and Surveying Inc., (C&H Engineering) has conducted a subsurface soils investigation on the above referenced property located in the Southeast Quarter of Section 22, Township 1 South, Range 5 East, in Gallatin County, Montana. The scope of
services was to conduct a subsurface soils investigation and provide a soils investigation report. The report documents the subsurface conditions, soil properties, and provides foundation design and general earthwork recommendations.
Proposed Construction
It is our understanding that three commercial office buildings are proposed for construction.
Detailed plans regarding the proposed structures were not provided to this office prior to the
completion of this report. It was assumed that the commercial structures will be constructed with a slab-on-grade with frost wall foundation, and that each structure will be a maximum of three stories in height. Basement foundations are not recommended due to potential high groundwater.
It has been assumed that the foundation footings will not be subjected to unusual
loading conditions such as eccentric loads. A footing is eccentrically loaded if the load transferred to the footing is not directed through the center of the footing. This creates a bending moment in the footing and results in a non-uniform load transfer to the underlying soil. 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 June 23, 2021 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 three exploratory test pit excavations. The exploratory test pits were excavated with a Volvo
ECR58D tracked excavator provided by AX&T Dirtwork. 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).
SOILS INVESTIGATION REPORT
#210739 – LOT 10, BLOCK 2, NELSON MEADOWS SUBDIVISION; GALLATIN COUNTY, MONTANA 2
The relative density of each soil layer was estimated based on the amount of effort required to excavate the material, probing of the excavation sidewalls with a rock hammer and the overall
stability of the excavation. Any evidence of seepage or other groundwater conditions were also
noted. The approximate locations of the exploratory test pits are shown on the included Test Pit Location Map. The following paragraphs briefly summarize the subsurface soils and conditions observed in the
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. Please refer to the attached test pit logs for more detailed information.
The first soil horizon encountered in exploratory excavations TP-1 and TP-2 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 1.0 feet to 1.17 feet below grounds surface (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 first soil horizon encountered in exploratory excavation TP-3 was undocumented fill. This material was encountered to a depth of approximately 2.0 feet bgs, and consisted of a Clayey
Gravel with Sand. Following this material was a Silty Clay Organic Soil matching the
description above, which was present to a depth of approximately 2.67 feet bgs. Underlying the Silty Clay Organic Soil of Low Plasticity in each exploratory excavation was a fine grain soil that varied from a Silt with Sand to Lean Clay with Sand. This material was
encountered to depths varying from approximately 8.0 feet to 9.5 feet bgs in each excavation.
This material varied from orangish brown to brown in color, was very soft in consistency with a vesicular texture (tiny pinholes), and is estimated to consist of approximately 10 percent coarse to fine grained sand and approximately 90 percent Silt/Clay fines. The moisture content of this material was observed to increase with depth. Penetration test performed on this material with a
static cone penetrometer indicate that this material is compressible and not suitable for
foundation support. Underlying the Silt/Clay in each exploratory excavation was a Poorly Graded Gravel with Sand and Cobbles (GP). This material was encountered to the end of each excavation at depths varying
from approximately 8.5 feet to 10.0 feet bgs. This material was grayish brown to brown in color
and is estimated to consist of approximately 60 percent rounded and subrounded gravels and cobbles, approximately 35 percent coarse to fine grained sand and approximately 5 percent Silt/Clay fines.
Based on the subsurface investigation, it is recommended that all foundation footings (Exterior and Interior) bear on properly placed and compacted structural fill overlying the Poorly Graded Gravel with Sand and Cobbles encountered at depths varying from approximately 8.0 feet to 9.5 feet bgs. This material was found to be in a medium dense to dense condition and is suitable for
SOILS INVESTIGATION REPORT
#210739 – LOT 10, BLOCK 2, NELSON MEADOWS SUBDIVISION; GALLATIN COUNTY, MONTANA 3
foundation support. Groundwater
Groundwater was not encountered within the depth of exploration. Evidence of seasonally high groundwater (such as mottling of the soil, and increase in moisture content of the soil) was observed starting at 5.0 feet to 6.0 feet bgs, suggesting groundwater is rising up to near this elevation seasonally.
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 (such as seasonal run off). 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. Foundation Recommendations Based on the subsurface soils encountered in the exploratory excavations, it will be acceptable to utilize a slab-on-grade with frost wall or crawl space foundation, provided the recommendations made in this report are properly implemented. Please find the following as general
recommendations for all foundation elements:
• In order to keep the footing out of the active frost zone is recommended that the bottom of all footing elevations be a minimum of 48 inches below finished grade.
• All foundation footings (Exterior and Interior) are to bear on the Poorly Graded Gravel with Sand and Cobbles or on structural fill overlying this material.
• 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.
• The subgrade must remain in a dry condition throughout construction of the foundation
elements.
• 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.
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 footing level. Bearing capacity is determined by the physical and chemical properties of the soil
SOILS INVESTIGATION REPORT
#210739 – LOT 10, BLOCK 2, NELSON MEADOWS SUBDIVISION; GALLATIN COUNTY, MONTANA 4
located beneath the proposed structures footings.
It is recommended that the loads from the proposed structure be transmitted to the Poorly Graded
Gravel with Sand and Cobbles or to 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.
The allowable bearing capacity may be increased by one third for short term loading conditions
such as those from wind or seismic forces. Settlement and differential settlement were estimated using conservative soil parameters and the assumption that the subgrade improvements made in this report will be properly implemented.
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 ½-inch or less. Structures of the type proposed can generally tolerate movements of this magnitude, however, this movement should be checked by a licensed structural engineer to determine if it is acceptable.
Lateral Pressures
Lateral pressures imposed upon foundation and retaining walls due to wind, seismic forces, and
earth pressures may be resisted by the development of passive earth pressures and/or frictional resistance between the base of the footings and the supporting soils. If a foundation or retaining wall is restrained from moving, the lateral earth pressure exerted on the wall is called the at-rest earth pressure. If a foundation or retaining wall is allowed to tilt away from the retained soil, the lateral earth pressure exerted on the wall is called the active earth pressure. Passive earth
pressure is the resistance pressure the foundation or retaining wall develops due to the wall being pushed laterally into the earth on the opposite side of the retained soil. Each of these pressures is proportional to the distance below the earth surface, the unit weight of the soil, and the shear strength properties of the soil.
It is recommended that all foundation and retaining walls be backfilled with well-draining granular material. Well-draining granular backfill has a more predictable behavior in terms of the lateral earth pressure exerted on the foundation or retaining wall and will not generate expansive related forces. If backfill containing significant quantities of clayey material is used, the seepage of water into the backfill could potentially generate horizontal swelling pressures well above at-
rest values. Additionally, seepage into a clayey backfill material will also cause significant hydrostatic pressures to build up against the foundation wall due to the low permeability of clay soils and will make the backfill susceptible to frost action. Subsurface walls that are restrained from moving at the top, are recommended to be designed for
an equivalent fluid pressure of 60 pounds per cubic foot (pcf) (at-rest pressure); the equivalent fluid pressure is the product of the retained soils unit weight and its coefficient of active or at-rest earth pressure. Any subsurface walls that are allowed to move away from the restrained soil, such as cantilevered retaining walls, are recommended to be designed for an equivalent fluid pressure of 50 pcf (active pressure). For passive pressures, an equivalent fluid pressure of 300
SOILS INVESTIGATION REPORT
#210739 – LOT 10, BLOCK 2, NELSON MEADOWS SUBDIVISION; GALLATIN COUNTY, MONTANA 5
pcf is recommended, and the coefficient of friction between the cast-in-place concrete and the Poorly Graded Gravel with Sand and Cobbles, and/or the Silt/Clay is estimated to be 0.3.
These recommended values were calculated assuming a near horizontal backfill and that the Poorly Graded Gravel with Sand and Cobbles and/or Silt/Clay will be used as foundation wall backfill. It is also assumed that the backfill will be compacted as recommended in this report. Please note that these design pressures do not include a factor of safety and are for static
conditions, they do not account for additional forces that may be induced by seismic loading.
Subgrade Preparation and Structural Fill
In general, the excavation for the foundation footings (Exterior and Interior) must be level and uniform and continue down to the Poorly Graded Gravel with Sand and Cobbles encountered at approximately 8.0 feet to 9.5 feet bgs. 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 outside edges of the footings or to a distance equal to ½
the height of the required structural fill. For example, if 6 feet of structural fill is required under the foundation footings, the excavation width must extend out a minimum distance of 3 feet from the outside edges of the foundation footings.
Once the excavation is complete, the native subgrade shall be compacted to an unyielding
condition with a large vibrating smooth drum compactor prior to the placement and compaction of any required structural fill. Any areas that are found to rut or pump 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. None of the soils encountered in the exploratory excavations are suitable for use as structural fill. Structural fill will need to be imported. 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 due to moisture or the compaction effort; i.e. 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 density testing being needed.
If any of the foundation footings are found to be located on a test pit, the area will need to be
SOILS INVESTIGATION REPORT
#210739 – LOT 10, BLOCK 2, NELSON MEADOWS SUBDIVISION; GALLATIN COUNTY, MONTANA 6
excavated down to the full depth of the test pit and structural fill be placed and compacted in controlled 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 onsite soils with the exception of the organics are suitable for use as foundation wall backfill, provided the material is not too moist and the foundation walls are designed for the lateral pressures provided in this report.
Foundation wall 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 through any organics and undocumented fill to a minimum of 12-inches below the bottom of slab elevation. Structural fill can then be placed and compacted to 12 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-
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
SOILS INVESTIGATION REPORT
#210739 – LOT 10, BLOCK 2, NELSON MEADOWS SUBDIVISION; GALLATIN COUNTY, MONTANA 7
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, any
organic soil and undocumented fill be removed. The 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. 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 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.
SOILS INVESTIGATION REPORT
#210739 – LOT 10, BLOCK 2, NELSON MEADOWS SUBDIVISION; GALLATIN COUNTY, MONTANA 8
Asphalt Paving Improvements For areas to be paved with asphalt, it is recommended that, as a minimum, the undocumented fill, topsoil and any organics be removed. The native subgrade then needs to be rolled at ± 2 percent of its optimum moisture content to 95 percent of its maximum dry density. Following
compaction of the native subgrade, a layer of 315 lb. woven geotextile shall be installed. Next a
15-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. A 3-inch-thick layer of asphalt pavement can then be placed and compacted over this cross-section. If asphalt paving is
to be placed on foundation wall backfill, the backfill must be compacted to 95 percent of its
maximum dry density, as determined by ASTM D698. It is recommended the backfill be placed in uniform lifts and be compacted to an unyielding condition. Please note that if the subgrade is very moist and unstable, the subbase shall be increased from
15 inches to 18 inches and the asphalt shall be increased from 3 inches to 4 inches along with the
addition of a layer of geogrid TX5. The geogrid is to be placed directly over the geotextile and prior to the placement and compaction of the 6-inch minus gravel section. 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
appropriate 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).
GB
1-1
MC = 29%
Fines = 90%
OL
CL-ML
GP
1.2
9.0
9.5
0 TO 1.17 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black;
moist; soft.
1.17 TO 9 FEET: SILTY CLAY WITH SAND; (CL-ML); orangeish brown to
brown; moist to very moist; very soft to soft; approximately 10 percent fine to
coarse grain sand; approximately 90 percent clayey fines; contained mottling
and had vesicular texture (tiny pinholes).
9 TO 9.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES;
(GP); grayish brown to brown; moist; medium dense to dense; approximately
60 percent subrounded gravels; approximately 35 percent fine to coarse
grain sand; approximately 5 percent clayey fines.
Bottom of test pit at 9.5 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Volvo ECR58D
EXCAVATION CONTRACTOR AX&T Dirtworks GROUND WATER LEVELS:
DATE STARTED 6/23/21 COMPLETED 6/23/21
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 1
PROJECT NUMBER 210739
CLIENT JDS Architects, Inc.
PROJECT LOCATION Lot 10, Block 2, Nelson Meadows Subdivision
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 10/7/21 12:27 - C:\USERS\NSCHAIBLE\DESKTOP\NELSON MEADOWS\REPORT DOCUMENTS\TEST PIT LOGS (210739).GPJTESTS
U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CL-ML
GP
1.0
9.5
10.0
0 TO 1 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black; moist; soft.
1 TO 9.5 FEET: SILTY CLAY WITH SAND; (CL-ML); orangeish brown to brown; moist to
very moist; very soft to soft; approximately 10 percent fine to coarse grain sand;
approximately 90 percent clayey fines; contained mottling and had vesicular texture (tiny
pinholes).
9.5 TO 10 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); grayish
brown to brown; moist; medium dense to dense; approximately 60 percent subrounded
gravels; approximately 35 percent fine to coarse grain sand; approximately 5 percent clayey
fines.
Bottom of test pit at 10.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Volvo ECR58D
EXCAVATION CONTRACTOR AX&T Dirtworks GROUND WATER LEVELS:
DATE STARTED 6/23/21 COMPLETED 6/23/21
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 2
PROJECT NUMBER 210739
CLIENT JDS Architects, Inc.
PROJECT LOCATION Lot 10, Block 2, Nelson Meadows Subdivision
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 10/7/21 12:27 - C:\USERS\NSCHAIBLE\DESKTOP\NELSON MEADOWS\REPORT DOCUMENTS\TEST PIT LOGS (210739).GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
GB3-1 MC = 26%Fines = 96%
OL
OL
CL-
ML
GP
2.0
2.7
8.0
8.5
0 TO 2 FEET: SILTY CLAY ORGANIC SOIL; (OL); dark brown to black;
moist; soft.
2 TO 2.67 FEET: UNDOCUMENTED FILL; (GC); grayish brown to brown;
moist; loose to medium dense; consisted of a Clayey Gravel with Sand.
2.67 TO 8 FEET: SILTY CLAY WITH SAND; (CL-ML); orangeish brown tobrown; moist to very moist; very soft to soft; approximately 10 percent fine tocoarse grain sand; approximately 90 percent clayey fines; contained mottling
and had vesicular texture (tiny pinholes).
8 TO 8.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES;
(GP); grayish brown to brown; moist; medium dense to dense; approximately
60 percent subrounded gravels; approximately 35 percent fine to coarse
grain sand; approximately 5 percent clayey fines.
Bottom of test pit at 8.5 feet.
NOTES
GROUND ELEVATION
LOGGED BY Noah J. Schaible, E.I.
EXCAVATION METHOD Volvo ECR58D
EXCAVATION CONTRACTOR AX&T Dirtworks GROUND WATER LEVELS:
DATE STARTED 6/23/21 COMPLETED 6/23/21
AT TIME OF EXCAVATION ---
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0
7.5 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 3
PROJECT NUMBER 210739
CLIENT JDS Architects, Inc.
PROJECT LOCATION Lot 10, Block 2, Nelson Meadows Subdivision
PROJECT NAME Soils Investigation
GENERAL BH / TP / WELL - GINT STD US.GDT - 10/7/21 12:27 - C:\USERS\NSCHAIBLE\DESKTOP\NELSON MEADOWS\REPORT DOCUMENTS\TEST PIT LOGS (210739).GPJTESTS
U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION