HomeMy WebLinkAbout17.1_PH5-Geotechnical Investigation Report 1091 Stoneridge Drive • Bozeman, Montana • Phone (406) 587-1115 • Fax (406) 587-9768
www.chengineers.com • E-Mail: info@chengineers.com
January 30, 2018
Norton Ranch Homes.
Attn: Doug Lee
63026 Lower Meadow Drive Suite 230
Bend, OR 97701
RE: Soils Investigation –Norton East Ranch Subdivision, Phase 5; Bozeman, Montana
(161141)
Dear Doug,
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 North Half 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.
Proposed Construction
The Norton East Ranch Subdivision phase 5 will consist of 145 single family lots. Site
development for each lot has been assumed to consist of the excavation for the foundation
elements, installation of exterior concrete slabs, and also the installation of either rigid or flexible
driveway pavements. It has been assumed that each residence will be constructed with a slab-on-
grade with stem wall foundation. It is also assumed that the lots will have an attached garage that
will be constructed with a slab-on-grade with stem walls foundation. Basement and crawl space
foundations are not recommended due to the potential for seasonally high groundwater
elevations across the project site.
It has been assumed that each structure will be constructed utilizing typical wood framing. It has
also 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 if necessary
Subsurface Soil and Conditions
On December 11, 2017 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 eleven
SOILS INVESTIGATION REPORT
#161141 – NORTON EAST RANCH SUBDIVISION, PHASE 5, BOZEMAN, MONTANA 2
exploratory test pit excavations. The exploratory test pits were excavated with a Hitachi Zaxis
160 LC Tracked Excavator provided by RLS Construction. 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 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 eleven test pits (TP) excavated for the field investigation exhibited nearly identical soil
profiles. The 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. Please refer to the attached
test pit logs for more detailed information.
The first soil horizon encountered in each exploratory test pit 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 ranging from approximately 1.0 to 3.0 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 High Plasticity Clay
(Fat Clay) (CH). This material was dark gray to gray in color, medium stiff, and estimated to
contain approximately 90 percent fines with high plasticity and no dilatancy, approximately 10
percent coarse to fine grained sand. Trace gravels were encountered with depth. This material
was encountered to depths varying from 2.0 to 5.5 feet bgs.
The third soil horizon encountered in each exploratory excavations was a Poorly Graded Gravel
with Sand and Cobbles (GP). This material was grayish brown in color, loose to medium dense,
and estimated to contain approximately 25 percent coarse to fine grained sand, and
approximately 75 percent gravels and cobbles. Trace boulders were encountered with depth. This
material was present to the end of each excavation, varying in depth from approximately 5.5 to 9
feet bgs.
Based on the subsurface investigation it is expected that High Plasticity Clay (CH) or Poorly
Graded Gravel with Sand and Cobbles (GP) will be present at the desired bottom of footing
elevations for each structure. The High Plasticity Clay is not suitable for foundation support. It is
recommended that the excavation for each structure 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.
SOILS INVESTIGATION REPORT
#161141 – NORTON EAST RANCH SUBDIVISION, PHASE 5, BOZEMAN, MONTANA 3
Groundwater
Groundwater or seepage was observed in all eleven exploratory test pits excavated during the site
visit. Groundwater was encounter at depths varying from 3.5 to 5.5 feet bgs. In our experience
seasonally high groundwater can be expected to rise 2.0 to 3.5 feet above existing levels during
peak season (May to June). Groundwater is anticipated to be encountered within the excavations
for the structures. Dewatering will likely be required to be able to properly place and compact
the required structural fill. Groundwater monitoring wells have been installed across the subject
property to obtain the actual seasonally high groundwater elevation. The monitoring wells will
be checked on a regular basis until the peak groundwater elevation is determined.
Foundation Recommendations
Based on the subsurface soils and conditions encountered in the eleven exploratory excavations,
it will be acceptable to utilize a slab-on-grade with stem wall foundation. 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 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.
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 the 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 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
SOILS INVESTIGATION REPORT
#161141 – NORTON EAST RANCH SUBDIVISION, PHASE 5, BOZEMAN, MONTANA 4
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 footings 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.
Once the excavation is completed the native soil shall be proof rolled with a large vibrating roller
to an unyielding condition. 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. None of the soils encountered in the
eleven 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 20 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
SOILS INVESTIGATION REPORT
#161141 – NORTON EAST RANCH SUBDIVISION, PHASE 5, BOZEMAN, MONTANA 5
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. Foundation wall backfill may also be imported for
this project. It is recommended that structural fill be used as backfill along the interior of the
foundation wall in all areas that will be supporting the interior slab-on-grade. Backfill material
shall not be overly moist or saturated when placed. 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).
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.
Interior Slabs-on-Grade
In preparation for any interior slabs-on-grade, the excavation must continue down through any
overlying organic soil and High Plasticity Clay or to a minimum of 6 inches below the proposed
bottom of slab elevation whichever is greater. If required, structural fill can then be placed and
compacted to 6 inches below the bottom of slab elevation.
SOILS INVESTIGATION REPORT
#161141 – NORTON EAST RANCH SUBDIVISION, PHASE 5, BOZEMAN, MONTANA 6
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 vapor barrier (such as a 15-mil visqueen moisture 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 manufactures 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
topsoil and any organics be removed. The subgrade soils then need to be compacted to an
unyielding condition. 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.
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 then needs to be rolled at ± 2 percent of its optimum
moisture content to a minimum of 95 percent of its maximum dry density. Following compaction
of the native subgrade a layer of woven geotextile (Mirafi 500X) shall be installed. Next a 12-
inch layer of compacted 6-inch minus gravel needs to be placed, followed by a 3-inch layer of
SOILS INVESTIGATION REPORT
#161141 – NORTON EAST RANCH SUBDIVISION, PHASE 5, BOZEMAN, MONTANA 7
compacted 1-inch minus road mix. Both gravel courses must be compacted at ± 2 percent of their
optimum moisture content to a minimum of 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 a
minimum of 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 as described in the section “Foundation Wall Backfill”.
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 and re-evaluate our
recommendations.
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 Norton Ranch Homes, and their authorized agents. 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
1-1
1-2
MC = 21%
Fines = 90%
MC = 21%Fines = 56%
OL
CH
GP
3.0
5.5
6.0
0 TO 3 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
3 TO 5.5 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; no
diltancy; approximately 10 percent fine to medium grain sand; approximately
90 percent clayey fines; increase in sand and trace gravels with depth.
5.5 TO 6 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES;
(GP); dark brown to brown; moist; approximately 75 percent subrounded
gravels; approximately 25 percent fine to medium grain sand; trace boulders
with depth.
Bottom of test pit at 6.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
AT TIME OF EXCAVATION 4.50 ft
AFTER EXCAVATION ---
AT END OF EXCAVATION ---DEPTH(ft)0.0
2.5
5.0 SAMPLE TYPENUMBERPAGE 1 OF 1
TEST PIT NUMBER TP 1
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:35 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJTESTS
U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
MC = 66%
Fines = 88%
MC = 33%Fines = 75%
OL
CH
GP
2.5
4.0
6.0
0 TO 2.5 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
2.5 TO 4 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; no
diltancy; approximately 10 percent fine to medium grain sand; approximately
90 percent clayey fines; increase in sand and trace gravels with depth.
4 TO 6 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES;
(GP); dark brown to brown; moist; approximately 75 percent subroundedgravels; approximately 25 percent fine to medium grain sand; trace boulders
with depth.
Bottom of test pit at 6.0 feet.
NOTES
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
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 TP 2
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:35 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJTESTS
U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CH
GP
2.0
4.0
5.5
0 TO 2 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
2 TO 4 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; no diltancy;
approximately 10 percent fine to medium grain sand; approximately 90 percent clayey fines;
increase in sand and trace gravels with depth.
4 TO 5.5 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; approximately 75 percent subrounded gravels; approximately 25percent fine to medium grain sand; trace boulders with depth.
Bottom of test pit at 5.5 feet.
NOTES
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
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 TP 3
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:35 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CH
GP
2.5
4.0
8.0
0 TO 2.5 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
2.5 TO 4 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; no diltancy;
approximately 10 percent fine to medium grain sand; approximately 90 percent clayey fines;
increase in sand and trace gravels with depth.
4 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; approximately 75 percent subrounded gravels; approximately 25percent fine to medium grain sand; trace boulders with depth.
Bottom of test pit at 8.0 feet.
NOTES Monitoring Well 1
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
AT TIME OF EXCAVATION 4.00 ft
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 4
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:35 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CH
GP
1.5
4.0
8.0
0 TO 1.5 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
1.5 TO 4 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; no diltancy;
approximately 10 percent fine to medium grain sand; approximately 90 percent clayey fines;increase in sand and trace gravels with depth.
4 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; approximately 75 percent subrounded gravels; approximately 25percent fine to medium grain sand; trace boulders with depth.
Bottom of test pit at 8.0 feet.
NOTES Monitoring Well 2
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
AT TIME OF EXCAVATION 4.00 ft
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 5
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:35 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CH
GP
1.0
2.5
8.0
0 TO 1 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
1 TO 2.5 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; no diltancy;approximately 10 percent fine to medium grain sand; approximately 90 percent clayey fines;
increase in sand and trace gravels with depth.
2.5 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; approximately 75 percent subrounded gravels; approximately 25
percent fine to medium grain sand; trace boulders with depth.
Bottom of test pit at 8.0 feet.
NOTES Monitoring Well 3
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
AT TIME OF EXCAVATION 3.50 ft
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 6
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:35 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CH
GP
1.0
2.0
9.0
0 TO 1 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
1 TO 2 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; no diltancy;approximately 10 percent fine to medium grain sand; approximately 90 percent clayey fines;
increase in sand and trace gravels with depth.
2 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; approximately 75 percent subrounded gravels; approximately 25
percent fine to medium grain sand; trace boulders with depth.
Bottom of test pit at 9.0 feet.
NOTES Monitoring Well 4
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
AT TIME OF EXCAVATION 5.00 ft
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 7
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:35 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CH
GP
1.0
2.0
9.0
0 TO 1 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
1 TO 2 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; no diltancy;approximately 10 percent fine to medium grain sand; approximately 90 percent clayey fines;
increase in sand and trace gravels with depth.
2 TO 9 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; approximately 75 percent subrounded gravels; approximately 25
percent fine to medium grain sand; trace boulders with depth.
Bottom of test pit at 9.0 feet.
NOTES Open Pit
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
AT TIME OF EXCAVATION 5.00 ft
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 8
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:36 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
OL
CH
GP
1.0
3.0
8.0
0 TO 1 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
1 TO 3 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; no diltancy;approximately 10 percent fine to medium grain sand; approximately 90 percent clayey fines;
increase in sand and trace gravels with depth.
3 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES; (GP); dark
brown to brown; moist; approximately 75 percent subrounded gravels; approximately 25
percent fine to medium grain sand; trace boulders with depth.
Bottom of test pit at 8.0 feet.
NOTES Monitoring Well 5
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
AT TIME OF EXCAVATION 4.50 ft
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 9
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:36 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJU.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
MC = 26%
Fines = 81%
OL
CH
GP
1.0
3.0
8.0
0 TO 1 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
1 TO 3 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity; nodiltancy; approximately 10 percent fine to medium grain sand; approximately
90 percent clayey fines; increase in sand and trace gravels with depth.
3 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES;
(GP); dark brown to brown; moist; approximately 75 percent subrounded
gravels; approximately 25 percent fine to medium grain sand; trace boulders
with depth.
Bottom of test pit at 8.0 feet.
NOTES Monitoring Well 6
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
AT TIME OF EXCAVATION 4.00 ft
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 10
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:35 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJTESTS
U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION
MC = 18%Fines = 82%
OL
CH
GP
1.5
5.5
8.0
0 TO 1.5 FEET: ORGANIC SOIL; (OL); dark brown to black; moist.
1.5 TO 5.5 FEET: FAT CLAY; (CH); dark gray to gray; moist; high plasticity;
no diltancy; approximately 10 percent fine to medium grain sand;approximately 90 percent clayey fines; increase in sand and trace gravels
with depth.
5.5 TO 8 FEET: POORLY GRADED GRAVEL WITH SAND AND COBBLES;
(GP); dark brown to brown; moist; approximately 75 percent subrounded
gravels; approximately 25 percent fine to medium grain sand; trace boulders
with depth.
Bottom of test pit at 8.0 feet.
NOTES Monitoring Well 7
GROUND ELEVATION
LOGGED BY NJS
EXCAVATION METHOD Hitachi Zaxis 160 LC
EXCAVATION CONTRACTOR RLS Construction GROUND WATER LEVELS:
DATE STARTED 12/11/17 COMPLETED 12/11/17
AT TIME OF EXCAVATION 5.50 ft
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 11
PROJECT NUMBER 161141
CLIENT Norton Ranch Homes
PROJECT LOCATION N 1/2, Sec. 9, T. 2 S., R 5 E.
PROJECT NAME Norton East Ranch Subdivision Phase 5
GENERAL BH / TP / WELL - GINT STD US.GDT - 2/22/18 15:35 - G:\C&H\16\161141\GEOTECH\TP LOGS\161141.GPJTESTS
U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION