HomeMy WebLinkAboutSoils ReportHuddleston -Berry
Engineering & Testing, LLC
GEOTECHNICAL INVESTIGATION
936 CRESCENT ROAD
PARACHUTE, COLORADO
PROJECT#01117-0002
FREEDOM CONSTRUCTION
PO BOX 911433
ST. GEORGE, UTAH 84791
MARCH 7, 2012
Huddleston -Berry Engineering and Testing, LLC
640 White Avenue, Unit B
Grand Junction, Colorado 81501
,M'cf c'p7
SUMMARY OF CONCLUSIONS AND RECOMMENDATIONS
A geotechnical investigation was conducted at 936 Crescent Road in Parachute,
Colorado. The project location is shown on Figure 1 - Site Location Map. The purpose of the
investigation was to evaluate the surface and subsurface conditions at the site with respect to
foundation design, pavement design, and earthwork for the proposed construction. This summary
has been prepared to include the information required by civil engineers, structural engineers, and
contractors involved in the project.
Subsurface Conditions (p. 2)
The subsurface investigation consisted of four test pits, excavated on February 8`I, 2012.
The locations of the test pits are shown on Figure 2 -- Site Plan. The test pits generally
encountered fill materials above native lean clay soils. Groundwater was not encountered in the
test pits at the time of the investigation. The native clay soils are slightly plastic and slightly
collapsible.
Summary of Foundation Recommendations
• Foundation Type - Spread Footings or Monolithic Structural Slabs (p. 4)
• Structural Fill - Minimum of 24 -inches below foundations. The native clay soils,
exclusive of fill, may be reused as structural fill. Imported structural fill should
consist of pit -run, CDOT Class 6 base course, or other granular material approved by
the engineer.(p. 4)
• Maximum Allowable Bearing Capacity - 1,500 psf. (p. 4)
• Subgrade Modulus - 150 pci for native clay soil and 250 pci for pit -run, crusher
fines, or base course. (p. 4)
• Lateral Earth Pressure - 50 pcf (p. 5)
Summary of Pavement Recommendations (p. 6)
Automobile Parking Areas
EDLA = 5, Structural Number = 2.75
ALTERNATIVE
PAVEMENT SECTION (Inches)
Hot -Mix
Asphalt
Pavement
CDOT Class 6
Base Course
CDOT Class 3
Subbase
Course
Rigid
Pavement
TOTAL
Full Depth HMA
7.0
7.0
A
3.0
10.0
13.0
B
4.0
7,0
11.0
C
3.0
6.0
6.0
15.0
Full Depth RP
6.0
6.0
12.0
Truck Traffic Areas
EDLA = 30. Structural Number = 3.70
ALTERNATIVE
PAVEMENT SECTION (Inches)
Hot-NIix
Asphalt
Pavement
CDOT Class 6
Base Course
CDOT Class 3
Subbase
Course
Rigid
Pavement
TOTAL
Full Depth HMA
9.0
9.0
A
3.0
17.0
20.0
B
4.0
14.0
18.0
C
3.0
6.0
16.0
25.0
Full Depth RP
6.0
8.0
14.0
For gravel pavements, a minimum pavement thickness of 12 -inches is recommended. In
addition, where heavy truck traffic is anticipated, a layer of Tensar TX140, or equivalent, geogrid
is recommended below the gravel pavement.
TABLE OF CONTENTS
1.0 INTRODUCTION 1
1.1 Scope 1
1.2 Site Location and Description 1
1.3 Proposed Construction 1
2.0 SUBSURFACE INVESTIGATION 2
3.0 LABORATORY TESTING 2
4.0 RECOMMENDATIONS 2
4.1 Foundations 2
4.2 Non -Structural Floor Slabs and Exterior Flatwork 3
4,3 Lateral Earth Pressures 3
4.4 Drainage 4
4.5 Excavations 4
4.6 Pavements 4
5.0 GENERAL 5
FIGURES
Figure 1 — Site Location Map
Figure 2 — Site Plan
APPENDICES
Appendix A — Typed Test Pit Logs
Appendix B — Laboratory Testing Results
1.0 INTRODUCTION
Huddleston -Ferry
V,girr.ring3 rcii,,r. LLC
As part of extensive development in Western Colorado, new
commercial/industrial construction is proposed at 936 Crescent Road in Parachute. As
part of the development process, Huddleston -Berry Engineering and Testing, LLC
(HBET) was retained by Freedom Construction to conduct a geotechnical investigation at
the site.
1.1 Scope
As discussed above, a geotechnical investigation was conducted at 936 Crescent
Road in Parachute, Colorado. The scope of the investigation included the following
components:
• Conducting a subsurface investigation to evaluate the subsurface conditions at
the site.
• Collecting soil samples and conducting laboratory testing to determine the
engineering properties of the soils at the site.
• Providing recommendations for foundation type and subgrade preparation.
• Providing recommendations for bearing capacity.
• Providing recommendations for lateral earth pressure.
• Providing recommendations for drainage, grading, and general earthwork.
• Providing recommendations for pavements.
The investigation and report were completed by a Colorado registered
professional engineer in accordance with generally accepted geotechnical engineering
practices. This report has been prepared for the exclusive use of Freedom Construction
and the Owner.
1.2 Site Location and Description
The site is located at 936 Crescent Road in Parachute, Colorado. The project
location is shown on Figure 1 — Site Location Map.
At the time of the investigation, the site was generally open and fairly level with a
slight slope down to the southwest. Vegetation at the site was minimal due to previous
ground work, and consisted of tall weeds, brush and several medium sized trees located
along shallow ditches. A small portion of a paved road was observed to dead end at the
west boundary of the site. The property was bordered to the north by a shallow ditch, an
existing business and Crescent Road, to the southeast by a shallow ditch and railroad
tracks, and to the west by a moderate slope up to the 1-70 on-ramp.
1.3 Proposed Construction
The proposed construction is anticipated to include an approximately 12,000
square -feet metal shop/office building, utility installation, and pavements. The proposed
structure is anticipated to be constructed over a reinforced concrete foundation.
W:12008 ALL RROJECTs101117 - Freedom Construction101117-0002 936 Crescent Rd1200 - Geo 101117-0007 R030712.doc 1
2.0 SUBSURFACE INVESTIGATION
Huddleston -Berry
Fhia[M.d�as re,14 ,1 LC
The subsurface investigation was conducted on February 8th, 2012 and consisted
of four test pits, excavated to depths of between 4.0 and 10.0 feet below the existing
ground surface. The locations of the test pits are shown on Figure 2 — Site Plan. The test
pits were located in the field relative to existing site features. Typed test pit logs are
included in Appendix A. Samples of the native soils were collected using hand drive
samplers and bulk sampling methods at the locations shown on the logs.
As indicated on the logs, the subsurface conditions at the site were slightly
variable. However, the test pits generally encountered 1.0 to 1.5 feet of fill materials
above tan to brown to gray, dry to moist, medium stiff to very stiff lean clay with sand
and sandy lean clay to the bottoms of the excavations. Groundwater was not encountered
in the test pits at the time of the investigation.
3.0 LABORATORY TESTING
Selected native soil samples collected from the test pits were tested in the
Huddleston -Berry Engineering and Testing LLC geotechnical laboratory for natural
moisture and density, grain size analysis, maximum dry density and optimum moisture
(Proctor), Atterberg limits, swell/consolidation, and soluble sulfates content. The
laboratory testing results are included in Appendix B.
The laboratory testing results indicate that the native clay soils are slightly plastic.
In addition, the native soils were shown to be slightly collapsible at their existing density
with approximately 0.5% collapse measured in the laboratory. Water soluble sulfates
were detected in the site soils in a concentration of 0.4%.
4.0 RECOMMENDATIONS
4.1 Foundations
Based upon the results of the subsurface investigation and nature of the proposed
construction, shallow foundations are recommended. Spread footings and monolithic
(turndown) structural slabs are both appropriate alternatives. However, as discussed
previously, the native soils were shown to be slightly collapsible. Therefore, to limit the
potential for excessive differential settlements, it is recommended that the foundations be
constructed above a minimum of 24 -inches of structural fill.
The existing fill materials are not suitable for reuse as structural fill. However,
the native clay soils are suitable for reuse as structural fill. Imported structural fill should
consist of a granular, non -expansive, non -free draining material such as pit run, crusher
fines, or CDOT Class 6 base course. However, if pit -run is used as structural fill, a
minimum of six inches of Class 6 base course or crusher fines should be placed on top of
the pit -run to prevent large point stresses on the bottoms of the foundations due to large
particles in the pit -run.
W:12003 ALL PROJECTS101117 - Freedom Construction101117-0002 936 Crescent Rd\200 - Caeo\011 17-0002 R030712.doc
2
Rudd1ecton-Berry
En21*rrrin{S re•I4q.I1.0
Prior to placement of structural fill, it is recommended that the bottoms of the
foundation excavations be scarified to a depth of 6 to 8 -inches, moisture conditioned, and
re -compacted to a minimum of 95% of the standard Proctor maximum dry density, within
0 to -2% of the optimum moisture content as determined in accordance with ASTM
D698. Structural fill should extend laterally beyond the edges of the foundation a distance
equal to the thickness of structural fill. Structural fill should be moisture conditioned,
placed in maximum 8 -inch loose lifts, and compacted to a minimum of 95% of the
standard Proctor maximum dry density for fine grained soils or modified Proctor
maximum dry density for coarse grained soils, within ±2% of the optimum moisture
content as determined in accordance with ASTM D698 or D1557C, respectively. Pit -run
materials should be proofrolled to the Engineer's satisfaction.
For foundation building pads prepared as recommended with structural fill
consisting of the native soils or imported granular materials, a maximum allowable
bearing capacity of 1,500 psf may be used. In addition, a modulus of subgrade reaction of
150 pci may be used for structural fill consisting of native clay soils and a modulus of
250 pci may be used for structural fill consisting of pit -run, crusher fines, or base course.
It is recommended that the bottoms of exterior foundations be at least 36 -inches below
the final grade for frost protection.
As discussed previously, water soluble sulfates were detected in the site soils in a
concentration of 0.4%. This concentration represents a severe degree of potential sulfate
attack on concrete exposed to these materials. Therefore, Type V sulfate resistant cement
is recommended for construction at this site in accordance with the International Building
Code (IBC). However, Type V cement can be difficult to obtain in Western Colorado.
Where Type V cement is unavailable, a minimum of Type I-II cement is recommended.
4.2 Non -Structural Floor Slabs and Exterior Flatwork
In order to limit the potential for movement of non-structural floor slabs, it is
recommended that non-structural floor slabs be constructed above a minimum of 12 -
inches of structural fill with subgrade preparation and fill placement in accordance with
the Foundations section of this report. It is recommended that exterior flatwork be
constructed above native soils, below the fill, that have been scarified to a depth of 9 to
12 -inches, moisture conditioned, and compacted to a minimum of 95% of the standard
Proctor maximum dry density, within ±2% of optimum moisture content as determined in
accordance with ASTM D698.
4.3 Lateral Earth Pressures
Stemwalls and/or retaining walls should be designed to resist lateral earth
pressures. For backfill consisting of the native soils or imported granular, non -free
draining, non -expansive material, we recommend that the walls be designed for an
equivalent fluid unit weight of 50 pcf in areas where no surcharge loads are present.
Lateral earth pressures should be increased as necessary to reflect any surcharge loading
behind the walls.
V:12008 ALL PROJECTS 101117 - Freedom Construction101117-0002 936 Crescent Rd5200 - Geo101117-0002 R0307I2,doc 3
4.4 Drainage
Huddleston -Berry
tic
Due to the presence of moisture sensitive soils at the site, proper site grading is
critical to the performance of the structure. In order to improve the long-term
performance of the foundations and slabs -on -grade, grading around the structure should
be designed to carry precipitation and runoff away from the structure. It is recommended
that the finished ground surface drop at least twelve inches within the first ten feet away
from the structure. However, where impermeable surfaces (i.e. asphalt, concrete, etc.)
are adjacent to the structure, the grade can be reduced to three inches within the first ten
feet away from the structure. Downspouts should empty beyond the backfill zone. It is
recommended that landscaping within five feet of the structure include primarily desert
plants with low water requirements. In addition, it is recommended that automatic
irrigation within ten feet of foundations be minimized or controlled with automatic shut
off valves.
4.5 Excavations
Excavations in the soils at the site may stand for short periods of time but should
not be considered to be stable. Trenching and excavations should be sloped back, shored,
or shielded for worker protection in accordance with applicable OSHA standards. The
soils generally classify as Type C soil with regard to OSHA's Construction Standards for
Excavations. For Type C soils, the maximum allowable slope in temporary cuts is
1.5H:1 V.
4.6 Pavements
The proposed construction may include paved automobile parking areas and truck
traffic areas. As discussed previously, the pavement subgrade materials consist primarily
of lean clay soils. Therefore, the minimum recommended Resilient Modulus of 3,000 psi
was used for the pavement design.
Based upon the subgrade conditions and anticipated traffic loading, flexible and
rigid pavement section alternatives were developed in accordance with the Guideline for
the Design and Use of Asphalt Pavements for Colorado Roadways by the Colorado
Asphalt Pavement Association and CDOT Pavement Design Manual. Gravel pavements
were designed using the FHWA Gravel Roads, Maintenance and Design Manual. The
following minimum pavement section alternatives are recommended:
Automobile Parking Areas
EDLA = 5, Structural Number = 2.75
ALTERNATIVE
PAVEMENT SECTION (Inches)
Hot -Mix
Asphalt
Pavement
CDOT Class 6
Base Course
CDOT Class 3
Subbase
Course
Rigid
Pavement
TOTAL
Full Depth HMA
7.0
7.0
A
3.0
10.0
13.0
B
4:0
7.0
11.0
C
3.0
6.0
6.0
15.0
Full Depth RP
6.0
6.0
12.0
W:12008 ALL PROJECTS\01117 - Freedom Construction101117-0002 93 6 Crescent Rd\200 - Gea101117-0002 R030712doc
4
Truck Traffic Areas
EDLA = 30, Structural Number = 3.70
Huddleston -Berry
reincoi Lar..e;��y.i�.c
ALTERNATIVE
PAVEMENT SECTION (Inches)
Hot -Mix
Asphalt
Pavement
CDOT Class 6
Base Course
CDOT Class 3
Subbase
Course
Rigid
Pavement
TOTAL
Full Depth HMA
9.0
9.0
A
3.0
17.0
20.0
B
4.0
14.0
I8.0
C
3.0
6.0
16,0
25.0
Full Depth RP
6.0
8.0
14.0
For gravel pavements, a minimum pavement thickness of 12 -inches is
recommended. In addition, where heavy truck traffic is anticipated, a layer of Tensar
TX140, or equivalent, geogrid is recommended below the gravel pavement.
Prior to pavement placement, areas to be paved should be stripped of all topsoil,
fill, or other unsuitable materials. It is recommended that the subgrade soils be scarified
to a depth of 12 -inches; moisture conditioned, and recompacted to a minimum of 95% of
the standard Proctor maximum dry density, within 0 to -2% of optimum moisture content
as determined by AASHTO T-99.
Aggregate base course and subbase course should be placed in maximum 9 -inch
loose lifts, moisture conditioned, and compacted to a minimum of 95% and 93% of the
maximum dry density, respectively, at -2% to +3% of optimum moisture content as
determined by AASHTO T-180. In addition to density testing, base course should be
proofrolled to verify subgrade stability.
It is recommended that Hot -Mix Asphaltic (HMA) pavement conform to CDOT
grading SX or S specifications and consist of an approved 75 gyration Superpave method
mix design. HMA pavement should be compacted to between 92% and 96% of the
maximum theoretical density. An end point stress of 50 psi should be used. It is
recommended that rigid pavements consist of CDOT Class P concrete or alternative
approved by the Engineer. In addition, pavements should conform to local specifications.
The long-term performance of the pavements is dependent on positive drainage
away from the pavements. Ditches, culverts, and inlet structures in the vicinity of paved
areas must be maintained to prevent ponding of water on the pavement.
5.0 GENERAL
The recommendations included above are based upon the results of the subsurface
investigation and on our local experience. These conclusions and recommendations are
valid only for the proposed construction.
W:12008 ALL PROJECT$101117 - freedom Constroction,61117-0002 936 Crescent Rd5200 - Geo101117-0002 R030712.doc 5
Huddleston -Berry
F ,.M.71e.,,t Ie.r.0„, ILC
It is important to note that the recommendations provided in this report are
intended to reduce, but not eliminate, the potential for structural movement as a result of
collapse of the native soils. While the recommendations are consistent with generally
accepted engineering practices in areas of moisture sensitive subgrade materials, HBET
cannot predict long-term changes in subsurface moisture conditions and/or the precise
magnitude or extent of volume change. Although the potential for movement still exists,
HBET believes that with proper application of the recommendations in this report, any
structural movements will be within acceptable levels.
As discussed previously, the subsurface conditions at the site were slightly
variable. However, the precise nature and extent of subsurface variability may not
become evident until construction. Therefore, it is recommended that a representative of
HBET be retained to provide engineering oversight and construction materials testing
services during the foundation, earthwork, and pavement phases of the construction. This
is to verify compliance with the recommendations included in this report or permit
identification of significant variations in the subsurface conditions which may require
modification of the recommendations.
Huddleston -Berry Engineering and Testing, LLC is pleased to be of service to
your project. Please contact us if you have any questions or comments regarding the
contents of this report.
Respectfully Submitted:
Huddleston -B; ry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
W.i2008 ALL PROJECT5101117 - Freedom Construction101 1 17-0002 936 Crescent Rdh2C4 - Geo \0i l t 7-0002 R030712.dac 6
FIGURES
r ))%.--,' iomr
tk Lf
v-
���7 1`ti\��\ \ t4., iii
`5'c
\\_.,\L
J v (
t-
: '', -q yy'i\/ t t
3
_,.,?‘„,„ .to.
��Y�77� % ,
x\M1
1, it
O !1 5164J
X 5820
M5
Water
X5500
fJ
0
a
ttlement
13
5074
a
r Battlemien
Sch r -
5056X
n0
5245
USGS Parachute, Colorado Quadrangle, 7.5 Minute Series, 1962.
\
FIGURE 1
Site Location Map
'�':A9 .ii♦jj :04:ri47933'47r.r..t.rrr- ei��•} eiIN�!.:•.i oc.vxu�bairruarroau�wm+esa.SO Z2 2%;9 5, ,, re evyr
A= *ia - DiPioP4
•w4.Oi a .
:❖:•••:4 44.D>iOauawvi3a�a3lHvn i•.`••.4•••••4••••+.,..Pe h4p�.•�.••
••;;•;L:❖4:.'•:
APPENDIX A
Typed Test Pit Logs
oNege,�
ti
N
--co0
CLIENT
PROJECT
Huddleston -Berry Engineering R Testing, LLC
, 640 White Avenue, Unit B
13Grand Junction, CO 81501
970-255-8005
970-255-6818
Freedom Construction PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -1
PAGE 1 OF 1
936 Crescent Road
NUMBER 01117-0002 PROJECT
Parachute, CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
2/8/12 COMPLETED 2/8/12 GROUND
ELEVATION
WATER LEVELS:
TIME OF EXCAVATION
END OF EXCAVATION
EXCAVATION
TEST PIT SIZE
CONTRACTOR Tally Hoe GROUND
---
dry
METHOD Trackhoe AT
AS CHECKED BY MAB AT
dry
AFTER
o DEPTH
o (ft)
GRAPHIC
LOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
(RQD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
DRY UNIT WT.
(Pef)
MOISTURE
CONTENT (%)
ATTERBERG
LIMITS
FINES CONTENT
(%)
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
n•*•:
iri
LEAN CLAY with Sand, Organics, Debris and Asphalt (FILL), trace
gravel, dark brown, tan and black, dry to moist, medium stiff
2.5
/stiff
LEAN CLAY with Sand (CL), with bedded gravel lenses, tan,
reddish brown, gray and yellowish brown, dry to moist, medium
to stiff, abundant sulfates
N
MC
98
10
5.0
- .
GB1: Lab Classified
GB
9
27
14
13
78
7.5
Bottom of test pit at 8.0 feet.
M
1-
0
0
1-
z
z
EL
req
ID0
z
w
w
w
U
rn
0
O
9
1-
0
0
z
2
0
U
2
00
2
U
w
0
0
w
0
E�[_¢NEFgi,
,,
::=eo
CLIENT
PROJECT
Huddleston -Berry Engineering &Testing, LLC
, 640 White Avenue, Unit B
„ Grand Junction, CO 81501
970-255-8005
970-255-6818
Freedom Construction PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -2
PAGE 1 OF 1
936 Crescent Road
NUMBER 01117-0002 PROJECT
Parachute, CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
2/8/12 COMPLETED 218112 GROUND
ELEVATION
WATER LEVELS:
TIME OF EXCAVATION
END OF EXCAVATION
EXCAVATION
TEST PIT SIZE
CONTRACTOR Tally Hoe GROUND
---
dry
METHOD Trackhoe AT
AS CHECKED BY MAB AT
dry
AFTER
1
o_
0
0
GRAPHIC jLOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
(ROD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
DRY UNIT WT.
L (pef)
MOISTURE
CONTENT (%)
ATTERBERG
LIMITS
FINES CONTENT
(%)
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
1
.:e
4'.
♦t
♦t
•�•••
•
i••••
••
• •
�
•••
••••••
*04
Sandy LEAN CLAY with Organics and Debris (FILL), trace gravel,
reddish brown, dry to moist, medium stiff
2
Sandy LEAN CLAY (cl), with bedded gravel lenses, reddish brown
to tan, dry to moist, medium stiff to stiff, abundant sulfates
3
:!/
4
Bottom of test pit at 4.0 feet.
0
z
0
0
rr
z
z
W
U
uJ
W
U
rn
N
0
0
0
7-7ti
0
0
z
0
0
2
CD
Z
0
0
O
W
0
G,"
"`
,
yO :_
CLIENT
PROJECT
,,,"� Huddleston-640WhiteBent' EngineerBing & Testing, LLC
Avenue, Unit
, Grand Junction, CO 81501-1B1
970-255-8005
cot's 970-255-6818
Freedom Construction PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -3
PAGE 1 OF 1
936 Crescent Road
NUMBER 01117-0002 PROJECT
Parachute, CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
2/8/12 COMPLETED 2/8112 GROUND
ELEVATION
WATER LEVELS:
TIME OF EXCAVATION
END OF EXCAVATION
EXCAVATION
TEST PIT SIZE
CONTRACTOR Tally Hoe GROUND
---
dry
METHOD Trackhoe AT
AS CHECKED BY MAB AT
dry
AFTER
DEPTH
(ft)
GRAPHIC
LOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
(RQD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT(%)
ATTERBERG
LIMITS
FINES CONTENT i
(%) J
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
O4Oi.
9;*.
•
•••••••
i%%•
i
Sandy LEAN CLAY with Organics , Debris and Asphalt (FILL),
reddish brown, black and tan, moist, medium stiff
i1Jf$
2
f
�
.
Sandy LEAN CLAY (cl), with bedded gravel lenses, reddish
brown, brown, tan and gray, moist, medium stiff, abundant sulfates
3
4
Bottom of test pit at 4.0 feet.
N
$-
O
C7
m
0
0
0
re
z
U
0
re
0(0rn
N
00
9
z
2
J
O
U
x
x
U
W
F
O
W
�1NEFR
1-113
�. -e
CLIENT
PROJECT
Huddleston -Berry Engineering & Testing, LLC
,o 640 White Avenue, Unit B
, Grand Junction, CO 81501
s`970-255-8005
'� 970-255-6818
Freedom Construction PROJECT
NAME
LOCATION
TEST PIT NUMBER TP -4
PAGE 1 OF 1
936 Crescent Road
NUMBER 01117-0002 PROJECT
Parachute, CO
DATE
EXCAVATION
EXCAVATION
LOGGED
NOTES
STARTED
BY
218112 COMPLETED 2/8/12 GROUND
ELEVATION
WATER LEVELS:
TIME OF EXCAVATION
END OF EXCAVATION
EXCAVATION
TEST PIT SIZE
CONTRACTOR Tally Hoe GROUND
---
dry
METHOD Trackhoe AT
AS CHECKED BY MAB AT
dry
AFTER
1
a
0
0.0
GRAPHIC
LOG
MATERIAL DESCRIPTION
SAMPLE TYPE
NUMBER
RECOVERY %
(ROD)
BLOW
COUNTS
(N VALUE)
POCKET PEN.
(tsf)
2 a
>-
Ce
0
MOISTURE
CONTENT (c/o)
ATTERBERG
LIMITS
FINES CONTENT
(%/O)
LIQUID
LIMIT
PLASTIC
LIMIT
PLASTICITY
INDEX
,:a Sandy LEAN CLAY with Organics, Debris and Gravel (FILL),
:•:•: brown, dry, medium stiff
•••i
APPENDIX 13
Laboratory Testing Results
0
m
Z
0
cc
ccz
W
U
W
U
0
s
w
N
0,
z
`"
''
*:-.
CLIENT
�µEfq��
600
°
`
$
Freedom
Huddleston -Berry Engineering R Testing, LLC GRAIN SIZE DISTRIBUTION
640 White Avenue, Unita
Grand Junction, CO 81501
970-255-8005
970-255-6818
Construction PROJECT NAME 936 Crescent Road
PROJECT NUMBER 01117-0002 PROJECT LOCATION Parachute, CO
U.S. SIEVE OPENING
6 4 3 2
IN INCHES
1 314 112`
1 U.S. SIEVE NUMBERS I HYDROMETER
3 3 4 6 810 1416 20 30 40 50 60 1010140200
100
1
;.
I
T
I
I
I
I
95
.H
•
1L-N\\
90
.E
85
,•1
S_
--
80
H
.,
M
75
;,
H
70
HI
65
H
r
O
60
w
>-m 55
ce
w 50
z
L
H 45
z
w
cew 40
0
35
-
30
25
20
15
10
5
0
100 10 1 0 1 0.01 0.001
GRAIN SIZE IN MILLIMETERS
GRAVEL
SAND
SILT OR CLAY
COBBLES
coarse
fine
coarse
medium
fine
Specimen Identification
Classification
LL
PL
PI
Cc
Cu
•
TP -1 GB -1 2/2012
LEAN CLAY with SAND(CL)
27
14
13
II
TP -4 GB -1 2/2012
SANDY LEAN CLAY(CL)
26
15
11
Specimen Identification
D100
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
•
TP -1 GB -1 2/2012
9.5
0.4
21.1
78.5
1
TP -4 GB -1 2/2012
37.5
0.107
12.0
34.1
53.9
ATTERBERG LIMITS 01117-0002 936 CRESCENT RD.GPJ GINT US LAB.GDT 312112
CLIENT
,,'..
ko.•_
°, Eli
R Huddleston -Berry Engineering &Testing, LLC ATTERBERG LIMITS' RESULTS
" 640 White Avenue, Unit B
Grand Junction, GO 81501
� 970-255-80(15
cod's 970-255-6818
Freedom Construction PROJECT NAME 936 Crescent Road
PROJECT NUMBER 01117-0002 PROJECT LOCATION Parachute, CO
60
CICH
50
P
L
A
s 40
T
I
C
T 30
Y
I
N
20
D
E
X
10
•
m
CL -ML
S
MH
0
20 40 60 80 100
LIQUID LIMIT
Specimen Identification
LL
PL
PI
#200
Classification
•
TP -1 GB -1 2/2012
27
14
13
78
LEAN CLAY with SAND(CL)
m
TP -4 GB -1 212012
26
15
11
54
SANDY LEAN CLAY(CL)
01
0,
H
1-
z
0
0
0
1-
z
Z
w
co
w
U
01
01
0
R
n
0
ate'
J
0
N
Z
0
0
�N
CLIENT
,f?F
:- c"
,�,
�',
5
Freedom
Huddleston -Berry Engineering & Testing, LLC CONSOLIDATION TEST
640 White Avenue, Unit B
9Grand70-255-8005 Junction, CO 81501
970-255-6818
Construction PROJECT NAME 936 Crescent Road
PROJECT NUMBER 01117-0002 PROJECT LOCATION Parachute, CO
0
1
•
2
3
4
z
5
6
7
8
9
10
100 1,000 10,000
STRESS, psf
Specimen Identification
Classification
Yd
MC%
•
TP -1 2.0
98
10
N
N
M
0
04
(79z
a
C9
0
1-
z
z
w
U
on
U
co
N
0
0
O
r-
0 0
z
0
U
CLIENT
coy°'
Huddleston -Berry Engineering & Testing, LLC CONSOLIDATION TEST
640 White Avenue, Unit B
Grand Junction, CO 81501
970-255-8005
970-255-6818
Freedom Construction PROJECT NAME 936 Crescent Road
PROJECT NUMBER 01117-0002 PROJECT LOCATION Parachute, CO
0.0
•
0.5
1.0
1.5
2.0
2.5
0
3.0
3.5
4.0
4.5
5.0
5.5
60
100 1,000 10,000
STRESS, psf
Specimen Identification
Classification
Yd
MC%
•
TP -4 1.5
100
8
•
0
0
c�
4
z
0
0
0
Uce
0 z
W
U
ro
m
0
0
Z
0
U
D.
U
ceEF,q,
eot"`r
CLIENT
PROJECT
'
Freedom
Huddleston -Berry Engineering & Testing, LLC
640 White Avenue, Unit B
Grand Junction, CO 81501
-
970970-255-6818255-8005
Construction
MOISTURE
PROJECT NAME
PROJECT LOCATION
-DENSITY RELATIONSHIP
936 Crescent Road
NUMBER 01117-0002
Parachute, CO
DRY DENSITY, pcf
_, _, _1 _, 3 3
C-') o Cn O (71 0 (1 0 c3 0 01 O [mit 0
Sample
Sample
Source
Description
Test
Maximum
Optimum
of
Method:
Date:
No.:
Material:
of
Material:
Dry
Water
TEST
Density
Content
GRADATION
#200
218/2012
1
TP -4
SANDY LEAN CLAY(CL)
ASTM D698A
RESULTS
ATTERBERG
RESULTS
117.2
PCF
%
(%
LIMITS
100%
Gravity
2.80
2.70
2.60
PASSING)
314"
13.2
#4
88
54
97
LL
Curves
for
PL
PI
to:
26
15
Specific
of
11
Saturation
Equal
5 10 15 20 25 30
WATER CONTENT, %