Geotechnical Exploration Report 12-20-2012m
December 20, 2012
HGTS Project Number: 12-398
Mr. Joe Jablonski
Lennar - Minnesota Division
16305 36 11, Ave N. Suite 600
Plymouth, MN 55446
Re: Geotechnical Exploration Report
Proposed Liberty at Creek Side Residential Development
Chanhassen, Minnesota
Dear Mr. Jablonski:
We have completed the geotechnical exploration report for the proposed Liberty at Creek
Side residential development in Chanhassen, Minnesota. The purpose of this geotechnical
exploration was to characterize subsurface soil and ground water conditions and provide
recommendations for site grading and foundation support for the proposed residential
development.
In general, the soil borings encountered varying depths of topsoil overlying clayey soils to
the termination depths of the borings. The soils are generally suitable for construction of the
proposed residential development. Specific details regarding our procedures, results and
recommendations follow in the attached geotechnical exploration report. Our services were
performed in accordance with Haugo GeoTechnical Services LLC Proposal 12 -398 dated
October 23, 2012.
Thank you for the opportunity to assist you on this project. If you have any questions or
need additional information please contact Paul Gionfriddo at 763 -954 -1101 or Joe Westphal
at 612 - 2694027.
Sincerely,
Haugo GeoTechnical Services, LLC.
Paul S. Gionfriddo P.E.
Consulting Engineer
F
J (
Joe Westphal, P.E.
Project Engineer
CITY OF CHANHASSEN
RECEIVED
MAY 17 2013
CHANHASSEN PLANNING DEPT
135'x'0 GROVV- C►Riv 278, MAPLIC GROVIC, NON SS31 1
GEOTECHNICAL EXPLORATION REPORT
PROJECT:
Proposed Liberty at Creek Side Residential Development
Chanhassen, Minnesota
PREPARED FOR:
Mr. Joe Jablonski
Lennar - Minnesota Division
16305 36th Ave N. Suite 600
Plymouth, MN 55446
PREPARED BY:
Haugo GeoTechnical Services
13570 Grove Drive #278
Maple Grove, MN 55311
Haugo GeoTechnical Services Project: 12 -398
December 20, 2012
I hereby certify that this plan, specification, or report was prepared by me or under my
direct supervision and that I am a duly Registered Professional Engineer under the laws of
the State of Minnesota.
h
Paul Gionfriddo, P.E.
Consulting Engineer
License Number 23093
December 20, 2012
1.0 INTRODUCTION
1.1 Project description
Lennar Corporation is proposing to develop an approximate 25.6 acres parcel near the
intersections of U. S. Highway 212 and Pioneer trail in Chanhassen, MN. Development
plans include removing or demolishing the existing structures on the property and
preparing approximately fifty eight (58) single family residential lots. Development
plans also include constructing the associated streets and underground utilities.
Lennar Corporation retained Haugo GeoTechnical Services to perform a geotechnical
exploration to evaluate the suitability of site soil conditions to support the anticipated
residential structures and provide recommendation for site development.
1.2 Purpose
The purpose of this geotechnical exploration was to characterize subsurface soil and
groundwater conditions and provide recommendations for site development.
1.3 Site Description
The project site is generally located south of County Road 18 (a.k.a. Riley Lake Road)
north of Pioneer Trial, east of Audubon Road and west of U.S. Highway 212. More
specifically, Bluff Creek borders the project site to the south and U.S. Highway 212
borders the site to the east.
The land is currently being used for agricultural purposes. The ground surface can be
described as gently rolling with elevations at the boring locations ranging from about
914 to 869. Surficial drainage is generally to the south toward Bluff Creek or to the
northeast toward wetlands off the project site.
At the time of this report a farmstead existed in the southeast quadrant of the property.
The farmstead included a single family residence, barn and silo. Foundation remnants of
former structures were also observed on the property. We understand the farmstead
will be either removed or demolished to make way for the proposed development. The
remaining portion of the property was vacant/ agricultural land.
1.4 Scope of Services
Our services were performed in accordance with Haugo GeoTechnical Services LLC
proposal 12 -398 dated October 23, 2012.
Our scope of services was performed under the terms of our General Conditions and
limited to the following tasks:
• Completing five (5) standard penetration test borings each to a nominal depth of
15 feet. After authorization, Lennar requested an additional five soil borings to a
nominal depth of 15 feet; for a total of ten (10) soil borings for the project.
• Visually/ manually classify samples recovered from the soil borings.
• Performing laboratory tests on selected samples.
• Preparing soil boring logs describing the materials encountered and the results of
groundwater level measurements.
• Preparing an engineering report describing soil and groundwater conditions,
and providing recommendations for site grading and foundation support.
1.5 Documents Provided
We were provided two plan sheets for the project. One plan sheet was titled "Concept
Plan 5, Liberty at Creek Side ". This plan sheet showed the proposed site layout and
included site data such as lot sizes, number of lots, set back distances and zoning
information. The plan sheet was dated March 7, 2012 and was prepared by Pioneer
Engineering.
The second plan sheet was for titled "Soil Borings, Juerissen Parcel ". This plan sheet
showed the soil boring locations (surveyed after the soil borings were completed) and
existing site contours. The plan was dated November 9, 2102 and was also prepared by
Pioneer Engineering.
Specific design information, site drawings, site contours or house styles were not
available at the time of this report.
1.6 Locations and Elevations
The soil borings were taken at the approximate locations as shown on the plan sheets
provided by Lennar. The ground surface elevations at the boring locations were
included on the "Soil Boring "plan sheet as provided by Lennar and prepared Pioneer
Engineering.
The approximate locations of the borings are shown on the "Soil Boring Location Sketch"
in the appendix. The sketch was prepared by Pioneer Engineering.
2.0 FIELD PROCEDURES
Ten (10) standard penetration test borings were advanced on November 28, 2012 by
HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes.
Representative samples were obtained from the borings, using the split - barrel sampling
procedures in general accordance with ASTM Specification D -1586. In the split - barrel
sampling procedure, a 2 -inch O.D. split - barrel spoon is driven into the ground with a
140 -pound hammer falling 30 inches. The number of blows required to drive the
sampling spoon the last 12 inches of an 18 -inch penetration is recorded as the standard
penetration resistance value, or "N" value. The results of the standard penetration tests
are indicated on the boring log. The samples were sealed in containers and provided to
HGTS for testing and soil classification.
A field log of each boring was prepared by the HGTS drill crew. The logs contain visual
classifications of the soil materials encountered during drilling, as well as the driller's
interpretation of the subsurface conditions between samples and water observation
notes. The final boring logs included with this report represent an interpretation of the
field logs and include modifications based on visual /manual method observation of the
samples.
The soil boring logs, general terminology for soil description and identification, and
classification of soils for engineering purposes are also included in the appendix. The
soil boring logs identify and describe the materials encountered, the relative density or
consistency based on the Standard Penetration resistance (N- value, "blows per foot ")
and groundwater observations.
The strata changes were inferred from the changes in the samples and auger cuttings.
The depths shown as changes between strata are only approximate. The changes are
likely transitions, variations can occur beyond the location of the boring.
3.0 RESULTS
3.1 Soil Conditions
Each of the soil borings encountered clay topsoil at the surface. The topsoil was dark
brown to black in color, contained some roots and was judged to be slightly organic. The
topsoil ranged in thickness from about 1 /2 foot to 5 feet but was mostly about 1 foot thick.
Below the topsoil the borings encountered native lean clay of sandy lean clay glacial till
to the termination depths of the borings at about 15 feet below the ground surface.
The exception was soil boring TH -3. Below the topsoil, soil boring TH -3 encountered
about 5 feet of dark brown silty clay which was underlain by about 5 feet of black
slightly organic silty clay that extended to a depth of about 12 feet below the ground
surface. Below the black silty clay the boring encountered lean clay with sand glacial till
to the termination depth of the boring at about 15 feet.
Penetration resistance values (N- Values), shown as blows per foot (bpf) on the boring
logs, within the clayey soils ranged from 3 to 22 bpf with most of the values between 9
and 16 bpf. These values indicate that the clayey soils had a soft to very stiff consistency
but were rather stiff to stiff overall.
3.3 Groundwater
Ground water was not encountered in the soil borings while drilling or after removing
the augers from the boreholes. It appears that groundwater was below the depths
explored. However, given the cohesive nature of the soil encountered, it is likely that
insufficient time was available for groundwater to seep into the boring(s) and rise to its
hydrostatic level.
In addition the sandy lean clay glacial till can contain sand seams or sand layers and
ground water can be encountered within them. These sand seams or layers, if any, may
not become apparent until construction. Seasonal and annual fluctuations in the
groundwater levels should be expected.
Groundwater measurements were made as noted and shown on the boring logs.
Groundwater monitoring wells or piezometers would be required to more accurately
determine water levels. Seasonal and annual fluctuations in the groundwater levels
should be expected.
3.4 Laboratory Tests
Laboratory moisture content tests were performed on selected samples recovered from
the soil borings. Table 1 below su mmariz es the results of the laboratory moisture
content tests. Results of the laboratory moisture content tests ranged from 15 to 24
percent and are shown on the boring logs adjacent to the sample tested.
Table 1. Summary of Laboratory Tests
Boring
Number
Sample Number
Depth feet
Moisture
Content
TH -01
S -2
2 1 /2
21
TH -02
S-11
7 1 /2
18
TH -03
5 -20
12 1 /2
24
TH -04
5 -24
5
16
TH -05
S -52
5
15
TH -06
S -65
2 1 /2
16
TH -07
5 -59
5
18
TH -08
S -31
5
19
TH -09
S -37
2 /s
19
TH -10
5-47
10
22
We also performed laboratory "pocket penetrometer' tests on selected samples
recovered from the borings. The pocket penetrometer uses a calibrated spring to
estimate the soils unconfined compressive strength. Pocket penetrometer results ranged
3 /4 ton per square foot (tsf) to 4 1 /2 tsf. Results are shown on the boring log adjacent to the
sample tested.
3.5 OSHA Soil Classification
The soils encountered in the borings were cohesive materials including: clay, sandy lean
clay, lean clay, lean clay with sand and silty clay. The soils identified in the borings will
generally be Type B soils under Department of Labor Occupational Safety and Health
Administration (OSHA) guidelines.
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 Proposed Construction
The project consists of removing the farmstead and associated structures and remnants
of the former structures and preparing lots and house pads to accommodate
approximately 58 single family residential structures. The project also includes
construction of new streets and underground utilities.
We understand that the specific style of home proposed for each lot has not yet been
determined. We assume the new homes could include full basements, walk -out or look-
out style structures. We anticipate that the new homes will include one or two stories
above grade. The new homes will likely consist of cast -in -place concrete or masonry
block foundation walls supported on concrete spread footings. We anticipate above
grade construction to consist of wood framing, a pitched roof and asphalt shingles.
Based on the assumed construction we estimate wall loadings will range from about 1 to
2 kips (1,000 to 2,000 pounds) per lineal foot and column loads, if any will be less than 50
kips (50,000 pounds).
4.2 Discussion
The soil borings completed for this project encountered clayey soils that were generally
suitable for support of the proposed residential development. However some soil
corrections will be required. Soil corrections will include removing the vegetation and
topsoil encountered at the surface in each boring and removing any buried topsoil and
soft soil encountered within the proposed building pads, roadways and utility trenches.
Soil boring TH -3 encountered buried topsoil that extended to a depth of about 10 feet
and soil boring TH -10 encountered soft clays to a depth of about 10 feet below the
ground surface.
In -place soil moisture contents ranged from about 15 to 24 percent. These moisture
contents appear to be above the soils estimated optimum moisture content. If the on -site
soil will be used as fill or backfill we anticipate that some drying of these soils will be
required. The summer months are typically more favorable for drying soils.
As mentioned above, we understand the farmstead will be removed in preparation for
site development. An evaluation of the property or structures on the property for
environmental concerns was beyond the scope of this evaluation. The farmstead may
have septic systems, private water wells or possibly underground fuel oil (heating oil)
tank(s) located on the property. We recommend these structures, if encountered, be
removed and /or abandoned in accordance with the appropriate local, state and federal
rules and regulations.
The following sections provide recommendations for site development.
4.3 Mass Grading Recommendations
Excavation We recommend that all vegetation, topsoil, fill, organic soils, and any other
soft or loose soil be removed from the proposed building and oversize area. The
following table indicates the anticipated excavation depths at the boring locations within
the building pad areas. Excavation depths may vary and could be deeper.
We further recommend that any building remnants or debris associated with demolition
of the existing farmstead structures including footings, foundation walls, floor slabs and
utilities, if encountered, be removed from within the building and oversize areas.
Table 2. Anticipated Excavation Depths
Boring
Number
Approximate
Surface
Elevation (feet)
Anticipated
Excavation
Depth (feet)*
Anticipated
Excavation
Elevation (feet)*
Anticipated
Groundwater
Elevation
(feet)*
TH -01
906.2
1
905
NE
TH -02
914.1
1
913
NE
TH -03
885.0
12
873
NE
TH -04
892.3
1 /2
892
NE
TH -05
893.4
1 /2
893
NE
TH -06
886.7
1 /2
886
NE
TH -07
892.9
1 /2
892 1 /2
NE
TH -08
873.9
1
872
NE
TH -09
875.4
1
874 1 /2
NE
TH -10
869.3
5 to 12 1
864 to 857
NE
NE = Not Encountered. * Excavation depths and elevation were rounded to the nearest
1 /2 foot.
Fill required to attain site grades and may consist of any debris -free, non - organic mineral
soil. Soils identified as sandy lean clay, lean clay, lean clay with sand and silty clay are
generally suitable for use or re -use as fill or backfill provided it is free of organic material
or other deleterious material. Some moisture conditioning (drying) of these soils will
likely be required to meet the recommended compaction levels. The exception being
within 3 feet of the groundwater table where granular soil with less than 7 percent
passing the number 200 sieve and at least 50 percent retained on the number 40 sieve
should be used. There does not appear to be any material on -site meeting this
requirement.
Organic soils, including soils that are black in color, topsoil, peat, organic silt, organic
clay, if encountered, during soil corrections are not suitable for re -use as fill or backfill. It
may be possible to re -use these materials in "green areas" on the site such as landscaping
berms.
Backfilling We recommend that backfill placed to attain site grades be compacted to a
minimum of 95 percent of its standard Proctor density (ASTM D 698), except the upper 3
feet of pavement areas, where the compaction level should be increased to a minimum of
100 percent. Fill should be placed within 3 percentage points above and 1 percentage
point below its optimum moisture content as determined by the standard Proctor. All
fill should be placed in thin lifts and be compacted with a large self- propelled vibratory
compactor operating in vibratory mode.
In areas where fill depths will exceed 10 feet we recommend that compaction levels be
increased to minim of 98 percent of the materials standard Proctor density. Even
with the increased compaction levels a construction delay may be appropriate to allow
for post construction settlement of the fill mass.
Fill and backfill placed on slopes must be "benched" into the underlying suitable soil to
reduce the potential for slip planes to develop between the fill and underlying soil. We
recommend "benching" or excavating into the slope at 5 feet vertical intervals to key the
fill into the slope. We recommend each bench be a minim of 10 feet wide.
Foundations We recommend the perimeter footings bear a minim of 42 inches
below the exterior grade for frost protection. Interior footings may be placed
immediately below the slab provided construction does not occur during below freezing
weather conditions. Foundation elements in unheated areas should bear at least 5 feet
below exterior grade for frost protection.
We anticipate the foundations and floor slabs will bear on compacted engineered fill or
native silty clay or sandy lean clay glacial till soils.
It is our opinion the footings can be designed for a net allowable bearing pressure up to
2,000 psf.
We anticipate total and differential settlement of the foundations will be less than 1 inch
and 1 /2 inch, respectively.
4.4 Interior Slabs
The anticipated floor subgrade is granular fill over compacted clay fill or native clay
soils. It is our opinion a modulus of subgrade reaction, k, of 200 pounds per square inch
of deflection (psi) may be used to design the floor.
If floor coverings or coatings less permeable than the concrete slab will be used, we
recommend that a vapor retarder or vapor barrier be placed immediately beneath the
slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer
of sand to reduce curling and shrinkage, but this practice often traps water between the
slab and vapor retarder or barrier.
Regardless of where the vapor retarder or vapor barrier is placed, we recommend
consulting the floor covering manufacturer regarding the appropriate type, use and
installation of the vapor retarder or vapor barrier to preserve the warranty.
4.5 Below Grade Walls
Foundation walls or below grade (basement) walls will have lateral loads from the
surrounding soil transmitted to them. The site soils are predominantly clayey in
composition. We recommend general waterproofing of the below grade walls. We
recommend either placing drainage composite against the backs of the exterior walls or
backfilling adjacent to the walls with sand having less than 50 percent of the particles by
weight passing the #40 sieve and less than 5 percent of the particles by weight passing
the #200 sieve. The sand backfill should be placed within 2 feet horizontally of the wall.
We recommend the balance of the backfill for the walls consist of sand however the sand
may contain up to 20 percent of the particles by weight passing the #200 sieve.
Clay may be used to make up the balance of the wall backfill. However consolidation of
the clay under its own weight can be expected to continue even after construction. If not
accommodated for, structures supported on the clay backfill could settle unfavorably or
be damaged. If clay backfill is used, we recommend that construction of grade
supported slabs not occur immediately after the below grade walls are backfilled to
allow for consolidation/ settlement of the clay backfill. The amount of consolidation
could range from approximately 1 to 3 percent of the backfill thickness or wall height.
We recommend installing drain tile behind the below grade walls, adjacent to the wall
footing and below the slab elevation. Preferably the drain tile should consist of
perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe
and gravel. The drain tile should be routed to a storm sewer, sump pump or other
suitable disposal site.
Active earth pressures can be used to design the below grade walls if the walls are
allowed to rotate slightly. If wall rotation cannot be tolerated then below grade wall
design should be based on at -rest earth pressures. We recommend soil parameters
found below in Table 3, be used for below grade /retaining wall design. These design
parameters are based on the assumptions that the walls are drained, there are no
surcharge loads within a horizontal distance equal to the height of the wall and the
backfill is level.
Table 3. Soil Parameters
Resistance to lateral earth pressures will be provided by passive resistance against the
wall footings and by sliding resistance along the bottom of the wall footings. We
recommend a sliding coefficient of 0.35. This value does not include a factor of safety.
4.6 Exterior Slabs
Exterior slabs will likely be underlain by clayey soils (lean clay, sandy lean clay, silty
clay) which are considered highly frost susceptible. If these soils become saturated and
freeze, significant heave may occur. This heave can be a nuisance in front of doors and
at other critical grade areas. One way to help reduce the potential for heaving is to
remove the frost - susceptible soils below the slabs down to bottom of footing grades, and
replace them with non - frost - susceptible backfill consisting of sand having less than 5
percent of the particles by weight passing the number 200 sieve.
Estimated
Estimated
At -Rest
Active Soil
Passive Soil
Unit Weight
Friction Angle
Pressure
Pressure
Pressure
Soil Type
(cf)
(degree
(cf)
(cf)
(cf)
Clay
130
28
70
50
360
Sand
115
32
60
35
375
Resistance to lateral earth pressures will be provided by passive resistance against the
wall footings and by sliding resistance along the bottom of the wall footings. We
recommend a sliding coefficient of 0.35. This value does not include a factor of safety.
4.6 Exterior Slabs
Exterior slabs will likely be underlain by clayey soils (lean clay, sandy lean clay, silty
clay) which are considered highly frost susceptible. If these soils become saturated and
freeze, significant heave may occur. This heave can be a nuisance in front of doors and
at other critical grade areas. One way to help reduce the potential for heaving is to
remove the frost - susceptible soils below the slabs down to bottom of footing grades, and
replace them with non - frost - susceptible backfill consisting of sand having less than 5
percent of the particles by weight passing the number 200 sieve.
If this approach is used and the excavation bottoms terminate in non -free draining
granular soil we recommend a drain tile be installed along the bottom outer edges of the
excavation to collect and remove any water that may accumulate within the sand. The
bottom of the excavation should be graded away from the building.
If the banks of the excavations to remove the frost - susceptible soils are not sloped,
abrupt transitions between the frost - susceptible and non - frost - susceptible backfill will
exist along which unfavorable amounts of differential heaving may occur. Such
transitions could exist between exterior slabs and sidewalks, between exterior slabs and
pavements and along the slabs themselves if the excavations are confined to only the
building entrances. To address this issue we recommend sloping the excavations to
remove frost - susceptible soils at a minimum 3:1 (horizontal: vertical) gradient.
An alternative method of reducing frost heave is to place a minim of 2 inches of
extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet
beyond the slabs. The insulation will reduce frost penetration into the underlying soil
and reduce heave. Six to 12 inches of granular soil is typically placed over the insulation
to protect it during construction.
Another alternative for reducing frost heave is to support the slabs on frost depth
footings. A void space of at least 4 inches should be provided between the slab and the
underlying soil to allow the soil to heave without affecting the slabs.
4.7 Site Grading and Drainage
We recommend the site be graded to provide positive run -off away from the proposed
buildings. We recommend landscaped areas be sloped a minim of 6 inches within 10
feet of the building and slabs be sloped a minim of 2 inches. In addition we
recommend downspouts with long splash blocks or extensions for each house.
4.8 Utilities
We anticipate that the utilities will be supported on variety of native glacially deposited
soils or compacted engineered fill following soil corrections. We recommend removing
all organic soils, soft or other unsuitable soil, if any, beneath utilities prior to placement.
We recommend bedding material be thoroughly compacted around the pipes. We
recommend trench backfill above the pipes be compacted to a minimum of 95 percent
beneath slabs and pavements, the exception being within 3 feet of the proposed
pavement subgrade, where 100 percent of standard Proctor density is required. In
landscaped areas we recommend a minim compaction of 90 percent.
4.9 Pavements
We recommend that pavements be designed and constructed in accordance with City of
Chanhassen standard plates. The following paragraphs provide general pavement
recommendations in the absence of City of Chanhassen standard plates.
We recommend removing all vegetation, topsoil, or other unsuitable materials from
within 3 feet of the pavement subgrade elevation. Backfill, if needed, to attain pavement
subgrade elevation can consist of any mineral soil provided it is free of organic material
or other deleterious materials. We recommend compacting the backfill at moisture
contents within a range of 1 percentage point below and 3 percentage points above its
optimum moisture content. The upper 3 feet of fill and backfill should be compacted to a
minimum of 100 percent of its standard Proctor maximum dry density.
Prior to placing the aggregate base (Class 5) we recommend proof rolling the pavement
subgrade to identify soft, weak, loose or unstable areas that may require additional
subcuts.
We anticipate the subgrade soil will be predo clayey in nature (sandy lean clay,
lean clay or silty clay). Because of the poor frost /drainage properties of the clay
subgrade soil on the site we recommend you consider placing a minimum 1 foot thick
drained sand subbase below the aggregate base course in the new pavement areas. We
recommend using sand with less than 12% passing the #200 sieve, such as Mn /DOT
3149.2132. If the sand subbase is used we recommend the subbase extend beneath the
curbs and to 2 feet beyond the outside edges of the curbs for frost and drainage
uniformity. Sand layers outside the curbs should be capped with slow draining soil to
reduce surface water infiltration.
If a sand subbase is used in the pavement areas, drainpipes (finger drains) should be
installed to remove infiltrating water. The finger drains should be connected to the catch
basins. The slope of the bottom of the subcut should be such that water is directed to the
drainage areas. The subcut bottom should not include depressions that can act as
reservoirs for water collection.
R -Value testing was beyond the scope of this project. The soil borings encountered
predominantly sandy lean clay soil corresponding to the ASTM classification CL. Sandy
lean clay soils typically have R- Values ranging from 6 to 20. It is our opinion that an R-
Value of 10 can be used for pavement design.
We recommend aggregate base meeting MN /DOT specification 3138 for Class 5
aggregate base. We recommend the aggregate base be compacted to 100 percent of its
maximum standard Proctor dry density.
We recommend that the bituminous wear and base courses meet the requirement of
MN/ DOT specification 2360. We recommend the bituminous pavements be compacted
to at least 92% of the maximum theoretical density.
We recommend specifying concrete that has a minimum 28 day compressive strength of
3,900 psi. We recommend specifying 5 to 8 percent entrained air for exposed concrete to
provide resistance to freeze -thaw deterioration. We recommend slump, air content and
compressive strength test of Portland cement concrete.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Excavation
The borings indicated that at the anticipated excavation depths the soils in the sidewalls
of the excavations will be primarily Type B soil under Department of Labor
Occupational Safety and Health Administration (OSHA) guidelines. Temporary
excavations should be constructed at a minimum of 1 foot horizontal to every 1 foot
vertical within excavations. Slopes constructed in this manner may still exhibit surface
sloughing. If site constraints do not allow the construction of slopes with these
dimensions then temporary shoring may be required.
5.2 Observations
A geotechnical engineer should observe the excavation subgrade to evaluate if the
subgrade soils are similar to those encountered in the borings and adequate to support
the proposed construction.
5.3 Backfill and Fills
Site soils that will be excavated and reused as backfill and fill appear to be above their
assumed optimum moisture content. We anticipate it will be necessary to moisture
condition (dry) these soils to achieve the recommended compaction. We recommend
that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size
of the compactor and materials used.
5.4 Testing
We recommend density tests of backfill and fills placed for the new house pad. Samples
of the proposed materials should be submitted to our laboratory prior to placement for
evaluation of their suitability and to determine their optimum moisture content and
maximum dry density (Standard Proctor).
5.5 Winter Construction
If site grading and construction is anticipated to proceed during cold weather, all snow
and ice should be removed from cut and fill areas prior to additional grading and
placement of fill. No fill should be placed on frozen soil and no frozen soil should be
used as fill or backfill.
Concrete delivered to the site should meet the temperature requirements of ASTM
and /or ACI. Concrete should not be placed on frozen soil. Concrete should be
protected from freezing until the necessary strength is obtained. Frost should not be
permitted to penetrate below the footings.
6.0 PROCEDURES
6.1 Soil Classification
The drill crew chief visually and manually classified the soils encountered in the borings
in general accordance with ASTM D 2488, "Description and Identification of Soils
(Visual -Manual Procedure) ". Soil terminology notes are included in the Appendix. The
samples were returned to our laboratory for review of the field classification by a soils
engineer. Samples will be retained for a period of 30 days.
6.2 Groundwater Observations
Immediately after taking the final samples in the bottom of the borings, the holes were
checked for the presence of groundwater. Immediately after removing the augers from
the borehole the holes were once again checked and the depth to water and cave -in
depths were noted.
7.0 GENERAL
7.1 Subsurface Variations
The analyses and recommendations presented in this report are based on data obtained
from a limited number of soil borings. Variations can occur between and away from the
borings, the nature of which may not become apparent until additional exploration work
is completed or construction is conducted. A reevaluation of the recommendations in
this report should be made after performing on -site observations during construction to
note the characteristics of any variations. The variations may result in additional
foundation costs and it is suggested that a contingency be provided for this purpose.
It is recommended that we be retained to perform the observation and testing program
during construction. This will allow correlation of the soil conditions encountered
during construction to the soil borings and will provide continuity of professional
responsibility.
7.2 Review of Design
This report is based on the design of the proposed structure as related to us for
preparation of this report. It is recommended that we be retained to review the
geotechnical aspects of the design and specifications. With the review we will evaluate
whether any changes have affected the validity of the recommendations and whether
our recommendations have been correctly interpreted and implemented in the design
and specifications.
7.3 Groundwater Fluctuations
We made water level measurements in the borings at the times and under the conditions
stated on the boring logs. The data was interpreted in the text of this report. The period
of observation was relatively short and fluctuations in the groundwater level may occur
due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and
annual factors not evident at the time the observations were made. Design drawings and
specifications and construction planning should recognize the possibility of fluctuations.
7.4 Use of Report
This report is for the exclusive use of Lennar Corporation and their design team to use to
design the proposed structure and prepare construction documents. In the absence of
our written approval, we make no representation and assume no responsibility to other
parties regarding this report. The data, analysis and recommendations may not be
appropriate for other structures or purposes. We recommend that parties contemplating
other structures or purposes contact us.
7.5 Level of Care
Haugo GeoTechnical Services, LLC has used the degree of skill and care ordinarily
exercised under similar circumstance by members of the profession currently practicing
in this locality. No warranty expressed or implied is made.
APPENDIX
Boring Location Sketch - Juerissen Parcel
Soil Boring Log TH -01 thru to Th -10
Descriptive Terminology
s -
a
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�o
lit ...• is \� � � \
r
\ \\ � � � _ � �\ �' / �` I / /r�' � \ •
Zan
Al
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'� / /� •zv� r
-% s / / /// r � -' /tom. '._ �, J /i✓//Jir >�•� � "�
O
3q 30 a
\ III\
a
e a
Si pg aa�
W � R
z
BORING NUMBER TH -01
' I O Haugo GeoTechnical Services, LLC PAGE 1 OF 1
13570 Grove Drive, #278
Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11128/12 COMPLETED 11/28/12 GROUND ELEVATION 906.2 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 8 feet
a
W .,
0
O_
O
O
J
O
MATERIAL DESCRIPTION
W
y
W Co
o- :)
< Z
o
Wo
j 0
O
WW
N w
�Z_
O j Q
m O>
U ?
Z
W
a
i j N
Y v
d
�
�^
Z a
0
A SPT N VALUE
20 40 60 80
P L MC L
20 40 60 80
El FINES CONTENT ( %) El
20 40 60 80
+
Clay, with roots, slightly organic, dark brown, moist. (Topsoil)
AU
1
(CL) Lean Clay, brown, moist, very stiff. (Glacial Till)
F
7-8 -11
2 SS
(19)
_........._ .:............ .......
(CL) Sandy Lean Clay, trace Gravel, brown and grey with rust
5
stains, moist, rather stiff to stiff. (Glacial Till)
SS
8-88
3
(16)
21/2
SS
4
5 -6-8
(14)
10
SS
3-5-6
5
(11)
3
_ .:. ....... .:
SS
6
5 -7 -9
(16)
15
_:..... _ ......:.......:...... .
SS
4-5 -7
7
(12)
Bottom of borehole at 16.0 feet.
H ALI GO Haugo GeoTechnical Services, LLC BORING NUMBER TH -02
_ PL LRO"Ic- 4 L 13570 Grove Drive, #278 PAGE 1 OF 1
Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 914.1 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 12 feet
ax
W
o
0
U_
=O
a 0
MATERIAL DESCRIPTION
w
m
�
_j 2
a�
z
co
o
_
w o
> W
O_
W
w
0 z
O> Q
m O>
?
Z
w
��
w 2
Y"
d
F
~
z Q
D
W
A SPT N VALUE A
20 40 60 80
P MC LL
i 0
20 40 60 80
❑ FINES CONTENT ( %) ❑
20 40 60 80
—`'
Lean Clay with Sand, with roots, slightly organic, dark brown, moist.
(Topsoil)
AU
8
(CL) Sandy Lean Clay, trace Gravel, brown and grey with rust
-- - -
stains, moist, very stiff to stiff. (Glacial Till)
i
41/2
.... _ .....:.. .......
U SS
9
7 -9 -12
(21)
i
5
_ .
SS
4-6 -7
10
(13)
3
U S,
3 -5-8
(13)
10
SS
F12
5 -7 -7
(14)
31/2
SS
13
4-5-8
(13)
15
_ :...... .... ...........
SS
8-7-8
14
(15)
Bottom of borehole at 16.0 feet.
HAU Gfl Haugo GeoTechnical Services, LLC BORING NUMBER TH -03
13570 Grove Drive, #278 PAGE 1 OF 1
A Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 885 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 11 1/2 f
F-
p v
0
U
x0
a 0
U'
MATERIAL DESCRIPTION
w
W
W
a
< Z
0
Q o
> 0
O
z
Lu
W
~�
O j Q
m O>
U
w
o
r j N
U
d
z tz a
}
o
A SPT N VALUE A
20 40 60 80
PL MC LL
20 40 60 80
El FINES CONTENT ( %) El
20 40 60 80
—
Lean Clay, slightly organic, with roots, black, moist. (Topsoil)
AU
15
(CL) Silty Clay, dark brown, moist. (Slopewash)
SS
3 -5 -5
i
16
(10)
_ :..............:............
i
5
SS
3-3-4
17
(7)
(CL -ML) Silty Clay, slightly organic, black, moist to wet. (Buried
Topsoil)
SS
2-4 -5
18
(9)
__ .:............
10
SS
4 -5 -5
19
(10)
......: .......:.......:.......:.......
(CL) Lean Clay with Sand, trace Gravel, brown and grey, wet,
medium. (Glacial Till)
SS
3 -3 -3
20
(6)
........
15
1
SS
21
4 -3-4
(7)
Bottom of borehole at 16.0 feet.
❑ Haugo GeoTechnical Services, LLC BORING NUMBER TH -04
P� 2"IrAL 13570 Grove Drive, #278 PAGE 1 OF 1
Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 892.3 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 12 1/2 f
CL
W
p
0
U
0
a 0
1
MATERIAL DESCRIPTION
1
W
of
W W
g
a
z
o
}
u i
j 0
O
W
W
�H_j
0 j¢
m O>
U?
z
W
a
w w
Y v
d
�^
z a
of
A SPT N VALUE A
20 40 60 80
PL MC LL
I--� — �
20 40 60 80
❑ FINES CONTENT ( %) ❑
20 40 60 80
—
Lean Clay with Sand, with roots, slightly organic, dark brown, moist.
(Topsoil)
AU
22
(CL) Sandy Lean Clay, trace Gravel, brown and grey, moist, rather
stiff to stiff. (Glacial Till)
-7-8
U23
(15)
...... ........:......:..............
5
31/2 2
_ ........
U24
3-4 -5
(g)
.:... _ . .:... ................
SS
3 -5-5
25
(10)
10
3
SS
26
3 -7 -9
(16)
3
_. _.... ..
F27 8-8-7
(15)
15
.... ....
S28
5 -7 -9
LS
(16)
Bottom of borehole at 16.0 feet.
HAU G13 Haugo GeoTechnical Services, LLC BORING NUMBER TH -05
13570 Grove Drive, #278 PAGE 1 OF 1
Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 893.4 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 12 1/2 f
X
pV
0
U_
=C9
O
OJ
MATERIAL DESCRIPTION
W
IL
FW
W
g
IL
<
rro
j a
O
W
w
~�
O j Q
m0Z
w
o
r j y
v"
a
�^
z
}"
W
A SPT N VALUE
20 40 60 80
PL MC LL
20 40 60 80
El FINES CONTENT ( %) ❑
20 40 60 80
Lean Clay with Sand, with roots, slightly organic, dark brown, moist
(Topsoil)
AU
50
(CL) Sandy Lean Clay, trace Gravel to with Gravel, brown and grey
with rust stains, moist, stiff to very stiff. (Glacial Till)
SS
4 -6 -9
51
(15)
_ ..
.:......:... _.:............
i
i
5
4
L52
5-7 -10
(17)
SS
8 -9 -11
53
(20)
.......:.
10
4
......... .._
L54
7 -9 -9
(18)
4
SS
55
7-8 -9
(17)
15
41/4
_.
SS
56
9 -11-11
(22)
Bottom of borehole at 16.0 feet.
HALI Haugo GeoTechnical Services, LLC BORING NUMBER TH -06
13570 Grove Drive, #278 PAGE 1 OF 1
ti Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 886.7 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 12 feet
d
Lu
0
O
0
O
J
O
MATERIAL DESCRIPTION
w
a- o
~w
��
_j 2
o
Q z
cn
o
>
�o
> 0
z
O Of
w
w
~5
O j Q
m 0 >
w
o-
w
Y "
0 0
a
�
�^
� �
W
0
SPT N VALUE
20 40 60 80
PL MC LL
20 40 60 80
❑ FINES CONTENT %
CONTENT ( %) ❑
20 40 60 80
—
Lean Clay, slightly organic, black, moist. (Topsoil)
AU
(CL) Sandy Lean Clay, trace Gravel, brown and grey with rust
stains, moist, stiff to very stiff. (Glacial Till)
3 1/4
_ .:_....._.....
F
4 -5 -9
(14)
5
3
_..........
U66
5-5-8
(13)
i
23/4
__._ ... .
U 67 SS
5-7 -10
(17)
10
3
_ . _ ..... .
SS
68
5-8-9
(17)
SS
7-8 -12
69
(20)
15
SS
8 -10 -11
70
(21)
Bottom of borehole at 16.0 feet.
BORING NUMBER TH -07
A GO Haugo GeoTechnical Services, LLC PAGE 1 OF 1
_ PI;aT ErmmcAL 13570 Grove Drive, #278
Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 892.9 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 14 feet
a
ov
0
O
=c9
IL O
J
O
MATERIAL DESCRIPTION
W
r
~W
J
CL =)
2 z
o
r
rro
j a
O�
W
cn w
� ~�
O j Q
m0>
U?
z
w
a
W N
Y"
a
3:
H^
Z Q
��
o
A SPT N VALUE A
20 40 60 80
PL MC LL
20 40 60 80
❑ FINES CONTENT ( %) ❑
20 40 60 80
—
Sandy Clay, slightly organic, black, moist. (Topsoil)
AU
(CL) Sandy Lean Clay, trace Gravel, brown and grey with rust
57
stains, moist, rather stiff to very stiff. (Glacial Till)
4-4-5
I
F58
(9)
i ...........
5
21/4
LS5
4-4-6 (10)
SS
6 -7 -7
60
(14)
_...:.
_.:......:.
10
2
..........
SFS
61
5-7 -9
(16)
SS
4 -7-8
62
(15)
15
21/2
... .........
..__...:.._..........
SS
63
8-8-10
(18)
Bottom of borehole at 16.0 feet.
BORING NUMBER TH -08
HAU GO Haugo GeoTechnical Services, LLC
_ 13570 Grove Drive, #278 PAGE 1 OF 1
~ Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 873.9 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 13 1/2 f
d
p
0
U
=O
O
-'
MATERIAL DESCRIPTION
W A
W
_j g
CL =)
<
}
o o
> 0
O—
W
w
� P5
O j Q
m0>
w
a
i j 4
Y`-'
a
3:
t: C
z Q
=),a
Of
SPT N VALUE A
20 40 60 80
PL MC LL
1 0�
20 40 60 80
El FINES CONTENT ( %)
20 40 60 80
—' `
Silty Clay, slightly organic, black, moist. (Topsoil)
AU
29
(CL) Sandy Lean Clay, trace Gravel, brown and grey to 14 feet then
1 01
dark grey, moist, medium to stiff. (Glacial Till)
SS
2-4-5
30
(9)
5
2
•
SS
31
2-3-4
(7)
2 -2-4
F 32
(6)
10
21/2
SS
33
3-4-6
(10)
SS
5-6-8
34
(14)
......:. ... ... .:..........
15
3
_...:.._ .;..._........
SS
35
78-8
(16)
Bottom of borehole at 16.0 feet.
BORING NUMBER TH -09
' HAL IGO Haugo GeoTechnical Services, LLC PAGE 1 OF 1
13570 Grove Drive, #278
ti Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 875.4 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 13 feet
n_ �
W �.
O
0
dU
O
U'
MATERIAL DESCRIPTION
W A
Wm
ii ?
Q Z
U)
wo
> O �
W
0 z_5
m O >
U z
w
H �
Y .
U
O
o
3:
�"
a
o
SPT N VALUE
20 40 60 80
P L MC L
20 0 0 60 80
❑ FINES CONTENT % El
( )
20 40 60 80
—
Silty Clay, slightly organic, with roots, dark brown, moist. (Topsoil)
AU
='
36
(CL) Sandy Lean Clay, trace Gravel, brown and grey to 14 feet then
dark grey, moist, rather stiff to stiff. (Glacial Till)
J37 S
5 -7-6
(13)
4
0
5
SS
4-5-6
38
(11)
2 1/2
_.: _ :..........
SS
F39
3 -5 -7
(12)
10
SS
6-7-6
40
(13)
2 112
............:
... .:.
SS
41
5-7 -7
(14)
15
31/2 2
_ ..... :.............. :... ....
U42
5-7-8
(15)
Bottom of borehole at 16.0 feet.
,
BORING NUMBER TH -10
' GO Haugo GeoTechnical Services, LLC
13570 Grove Drive, #278 PAGE 1 OF 1
Maple Grove, Minnesota 55311
CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side
PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota
DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 869.3 ft (MSL) HOLE SIZE 3 1/4 inches
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered
LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered
NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 15 feet
ax
o
0
U
C7
O
J
U'
MATERIAL DESCRIPTION
w
}
~ m
a�
< z
o
r _
o
> w W
O�
�
N w
z�
0 O] Q
mO>
U z
W
��
w w
vv
d
3:
~"
z a
}
0
SPT N VALUE A
20 40 60 80
P MC
���� LL
20 40 60 80
El FINES CONTENT ( %) El
20 40 60 80
—
Clay, slightly organic, with roots and fibers, black, moist. (Topsoil)
AU
43
3-4 -5
L 44
(9)
5
-;
V45
2 -2 -3
(5)
(CL) Sandy Lean Clay, trace Gravel, grey, wet, soft to rather soft.
(Glacial Till)
1
..... ....
SS
46
1 -1 -2
(3)
10
3/4
..;... .
SS
F47
1 -2 -2
(4)
1 1/4
SS
L48
2-2-3
(5)
15
11/4
SS
49
2 -2 -3
(5)
Bottom of borehole at 16.0 feet.
Descriptive Terminology of Soil
Standard D 2487 -till
Classification of Soils for Engineering Purposes
(Unified Soil Classification Svstern)
Criteria tear Assigning Gro Symbols an d
Soils Classification
Group
I S ym b ol �
T�—
; Group Name
Group Names Using Laboratoy Tests
Laboratory Tests
Gravels
Clean Gravel$
C 4 and I < C
—,!< 3
GIN
yvoi-grao
t:
0)
0
mole thAn Cdr of
or less fihes I
C�<
GP
Pwy graced gravel
Gravels With Fines
Fines class as ML OT MH
ML RT
L xht
Sa ravel Po'
Pf
ne'd of
Pines Mssffy as CL or CH
GC
% passing 2m Sieve
9
No 4 si
More than 12% ri
Soils
Sands
Clean Sands
C'Llsarlol SC, 53' c
StollOSPF
Medium dense
0
" z
E E
It
50%
f�avion of
cowse or more
of less fines I
C. < 6 anwof I y C �> 3
SP
ftony 9taced sand
Sands vAth Fines
`
Fines Classify as ML or MH
— i7re — sdas!2
sm
SOY sand V
0
pa
as CL or (,H
sarld'�"
No 4 sieve
More than 12%
Sifts and Clays
F'l > 7 and plots on V above 'A' Lne 4
CL
7E:1
L A..
Pi < 4 Or plots befoirr ;7
Liquid hmit
w
less than 50
�irnfj � 0
_1 oven Orled
<
cic
On nic cp i Y
LQud lirnit - not dred
OL
onpi-l S3 11 ,
- C
Sifts and clays
lfwgaruc
±L Plots oft or above SAT
PI plots oelow'x l,ne
CH
MH
_Fato_,t_
4 8
I.MumO firnil
5D (Y more
- Ni-d — 11-t — 131ieo
Efasbc Sift
• 017en
OH
Organic 08y
-
<
ftl
Li duo I • not dreed
OH
orgallc salt
H ighly 3 ani; Sai
Priniam, Organic matter dark in color and organic odor I
PT
Peat
a Ba%edon Ow tare'vil vass*v ** ' Imnn) xs: ":
t it frW Samos mnlane4 cow" a w� �' t"4': ao�- - C; ii V i = lj w
s 0 , b j 7
0- Y, D,
Gal" �4� Etc �M5 lelape *,&� iv'r'ws,
CWV Gm Oa-g^mlol g=a"ai
Gajac day
" fm-s cbissily as C't All "te mw t 6C sc, M
9 9l0ftV6WMW 400
n of SU Cw'rS"- > I '% jv w aft' - n 7'"W
ralal WAn S*
0 A.Iemerl; Ime's Vul 'r nv� ar" W as a cl, "VL V'liy way
k 0 ' cvew* lC m 2S� 49..s No 2W, salys U .it- ww"v W e, woftrifia
aw'iairiay lown'pw1*9
ate' to~nw7w
in -t 4 Oro pkft w 01 W�-�V'A 1 1W
sl Pi < of Vols Wkwl X In*
r, PI p�ixr L- w sioolo A lr
Q A
so
51)
GL 40
X
30
20
10
7
4
0
1
Particle Size Identification
Boulders
Liquid Limit (LL)
Cobwes
3 to 12'
Laboratory Tests
DO
ply de--ly W
oc Cigar Content.
WD
VW density, pd
S Petimni of saturation,
MC
Naiwel molsture content
SG Spftwr-qrav#Y
LL
t i Ziu ttrr it %z
C Co�slon' nsf
PL
Plastic Wrld "'C
Angle of inlemai frict,on
Pf
Ptastr'fly index
qu Unconhned Compressive stmrvth, pst
P20D
% passing 2m Sieve
qp Pocket peoeltorneles strength. Ist
Particle Size Identification
Boulders
oven' 12"
Cobwes
3 to 12'
Gravel
Medium
Coarse
3M to 3'
fine
No. 4 to 314'
Sand
'Ary
Coarse
No 4 to No 10
Medium
No 'r0 to No 40
I'me
No 40ToNo 200
Sift
< No, 200, Rl < 4 or
below 'A' line
Clay
< No 200, PI > 4 and
on or above 'A'ifne
Relative Density of
Cohesionfess
Soils
vefy loose
0104BPF
loote " -
StollOSPF
Medium dense
I I to 30 SPF
Dense , - , ,
31 to 60 BPF
Wny denv,
over 50 BPF
Consistency of Cohesive Soils
Very se,
Old I SPF
soft
2 to 3 BPF
Rather
4 to$ ePF
Medium
AS to 8 SPF
Rather still
9 to 12 BPF
%ff
131016SPF
'Ary
17 to 30 BPF
Hard
over 30 RPF
Drilling Notes
Standard WnWzhOn test t*Angs Were allvarOed by 3 V4' tar 6 1 W
Q hollow slem auger$ unless noted one-ise, Jetting water was usad
a0 Vean out: auger Poor to urnphng only where indicated an logs,
, Standard penetration test bonngS ate designated by the Prefix 'ST'
(Spin Tube ' ) AR samples were taken -with the standard 2' OD split -tube
sanvief except wt*re noted
Power ati[W b0nngs Were advanced by 4' ol 6' diameter continuovs.
%ghl solid-st5m oluvers Soil clats and strata aepths were in.
ferred from list samples angered to the surfacisarid are, therefore,
somewhat aPPra Power 04W b0hngS are designated by the
prefix - S '
Hand our boM*S AWe advanced manually vMh a 1 112' o 3 j14-
diarneRet aljerark ware limited to the depth irom U* au
be mans, ally wilhdrawn, Hand ItUgK boVn9$ are MiCaled by the prefix
'N "
BPF Nufnt*fs indicate DiOws W toot rewided in standan:1 penetration
test, also knawnaS'N'value. The Sampler Was Set 6 into imdistutbed
Soil below the b0 auger OnYing resistanoes were then counted
for se=nd and thi?d 6'thVeMenfs and added to get SPF Mere they
"Yarereportedin the follomrig twin V12 for the
re5wtwely
WH: 1`A4 lnCiCale S the sampler penetrated Soil t"er Weight of yarn
and coos alone Inving not fequired
WR, krin inftaws the fampter penetrated SN underWelght of reds
alone
TW mil; cVtas lh=n w&!ed ijndiszurW) ji, sa,-pl
Note, All &", 'ire run M penes` ;aC0VWanCe with artpWcabje AS TM
standards
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