PZ - Geotech ReportPRELIMINARY GEOTECHNICAL ENGINEERING REPORT
75 -Acre Development at West Chinden Boulevard and
North Linder Road
Meridian, Idaho
Terracon Project No. 62075514
August 9, 2007
Prepared for.
DMG REAL ESTATE PARTNERS, LLC
Boise, Idaho
Sg�OHAL
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OF
Prepared by.
TERRACON CONSULTANTS, INC.
Boise, Idaho
August 9, 2007
DMG Real Estate Partners, LLC
350 North 9t' Street
j Suite 201
Boise, Idaho 83702
Attention: Mr. David McKinney
Re: Preliminary Geotechnical Engineering- Report
Chinden & Linder Development
Meridian, Idaho
Terracon Project No. 62075514
Dear Mr. McKinney:
Terracon has performed a preliminary geotechnical engineering exploration for the
referenced project. This exploration was authorized by you on July 11, 2007, and
performed in general accordance with our Proposal for Geotechnical Engineering Services
dated July 10,. 2007. The accompanying report describes the exploration, summarizes our
findings and presents our preliminary recommendations.
We appreciate the opportunity to be of service to you. If you have any questions concerning
this report, or if we may be further assistance to you in any way, we are available at your
convenience.
Sincerely,
TERRACON CONSULTANTS, INC.
Mathew B. Fielding, P.E.
l _I
/James R. Kuenzli P.E.
MAB:tt\62075514, Repo rt.doc
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TABLE OF CONTENTS
Terracon
Page No.
Letterof Transmittal............................................................................................................... i
INTRODUCTION...................................................................................................................1
PROJECTDESCRIPTION....................................................................................................1
SITE EXPLORATION PROCEDURES..................................................................................1
FieldExploration.....:....................................................................................................1
LaboratoryTesting.......................................................................................................2
SITECONDITIONS...............................................................................................................a
SUBSURFACECONDITIONS..............................................................................................3
SoilConditions.............................................................................................................3
GroundwaterConditions..............................................................................................3
PRELIMINARY ENGINEERING RECOMMENDATIONS......................................................4
GENERALCOMMENTS.......................................................................................................6
APPENDIX A
Figure 1 -Test pit Location Plan
Figure 2 — Site Diagram
Figure 3 — Site Diagram, House, Shed Area
Test pit Logs
Grain Size Distribution Curve
APPENDIX B
General Notes
Unified Soil Classification
Geotechnical Considerations.................................................:.....................................4
Earthwork....................................................................................................................4
Foundations.................................................................................................................
5
Pavements...................................................................................................................
5
GENERALCOMMENTS.......................................................................................................6
APPENDIX A
Figure 1 -Test pit Location Plan
Figure 2 — Site Diagram
Figure 3 — Site Diagram, House, Shed Area
Test pit Logs
Grain Size Distribution Curve
APPENDIX B
General Notes
Unified Soil Classification
TERRACON
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
75 -Acre Development at West Chinden Boulevard and
North Linder Road
Meridian, Idaho
Terracon Project No. 62075514
August 9, 2007
INTRODUCTION
This report contains the results of our preliminary geotechnical exploration for the proposed
development to be located at the southeast corner of Chinden Boulevard and Linder Road in
Meridian, Idaho. The exploration consisted of excavating 10 test pits to determine subsurface
conditions, performing limited laboratory testing on representative soil samples, performing
engineering analyses of the subsurface soils, and preparing this report, which summarizes the
exploration and presents our preliminary recommendations.
This report contains preliminary recommendations for planning and development of the site
and should not be used for final design and construction. Our recommendations do not
address the construction of residences. Additional exploration, laboratory testing, and
recommendations will be necessary after the details of the proposed development have
been determined. The recommendations contained in this report are based on the results
of our field exploration, laboratory testing, engineering analyses, and our understanding of
the proposed project.
PROJECT DESCRIPTION
We understand this project consists of developing approximately 75 acres of land located at
the southeast corner of West Chinden Boulevard and North Linder Road in Meridian, Idaho.
The proposed project will primarily be a commercial development with associated roadways
and parking area. We understand a small residential development is planned near the
southeast portion of the site. Current plans for the development are conceptual at this time
so the location of buildings and infrastructure are unknown.
SITE EXPLORATION PROCEDURES
Field Exploration
' The subsurface exploration consisted of excavating 10 test pits. The approximate locations
of the test pits are shown on Figure 1 — Test Pit Location Plan, which is included in
l Appendix A.
1
Chinden and Linder Development
Terracon Project No. 62075514
August 9, 2007
Terracon
The test pits were located in the field by Terracon by measuring from existing site features
with a measuring wheel. Relative ground surface elevations at test pit locations were
measured by Terracon using a laser level. Elevations reported on the test pit logs are
rounded to the nearest Y2 foot. The top of the concrete base for the signal pole located at
the southeast corner of West Chinden Boulevard and North Linder Roadwas used as a
temporary benchmark (TBM). The elevation of the TBM was assumed to be 100.0 feet.
The approximate location of the TBM is shown on Figure 1 — Test Pit Location Plan in
Appendix A. The locations and elevations of the test pits should be considered accurate
only to the degree implied by the means and methods used to define them.
The test pits were excavated to depths ranging from about 5.5 to 11 feet below the existing
ground surface with a backhoe. A Terracon field engineer/geologist recorded logs of the
test pits during the drilling operations. Disturbed soil samples were obtained at various
depths in the test pits. Descriptions of the materials encountered are shown on the test pit
logs.
Laboratory Testing
Samples obtained during the field exploration were taken to the laboratory where they were
visually classified in general accordance with the Unified Soil Classification System
(described in Appendix B). Representative soil samples were selected for testing to
determine the engineering and physical properties of the soil. Laboratory tests conducted
and a brief description of the purpose of each test are listed below. The results of the
laboratory tests are included on the test pit logs in Appendix A.
TABLE 1 — LABORATORY TESTING
Tests Conducted
To Determine
Natural Moisture Content
Moisture content representative of field
conditions at the time samples were taken.
Percent Passing No. 200
Amount of clay and silt in a sample.
Sieve
Grain -Size Distribution
Size and distribution of soil particles, used
for classification.
Atterberg Limits
The consistency and range of moisture
content within which the material is
workable.
2
Chinden and Linder Development
Terracon Project No. 62075514
August 9, 2007
SITE CONDITIONS
Terracon
j At the time of our exploration, the approximately 75 -acre site consisted primarily of farm
ground with a residence and several farm buildings located near the center of the northern
side of the site. Chinden Boulevard and Linder Road bordered the site the north and west,
respectively. Residential developments bordered the site the east and south.
Several ditches and canals were present at the time or our field work. The approximate
location of these features is shown on Figure 2 in Appendix A. Standing water was present
east of the residence at the time of our field work, possibly from the ditch adjacent to the
residence driveway. We also observed the presence of some stock piles of uncontrolled fill/
trash, and a domestic well (shown on Figure 3). We understand the existing residence has
a basement and a septic system. The approximate location of the septic tank is shown on
Figure 3 in Appendix A. Our Phase I Environmental Site Assessment (dated July 25, 2007)
should be reviewed for additional information about existing man-made features.
SUBSURFACE CONDITIONS
Soil Conditions
(� The subsurface conditions encountered at the test pit locations are indicated on the
individual test pit logs included in Appendix A. Stratification boundaries on the logs
represent the approximate depths of changes in soil types; in situ, the transition between
I I materials may be gradual. The subsurface profile generally consisted of silt and sand
mixtures underlain by medium dense to very dense silt, sand and gravel mixtures. Slight to
strong cementation was observed in many locations below four feet. Approximately 6 to 12
inches of the upper soil was apparently disturbed/loosened due to farming activities.
Groundwater Conditions
The test pits were monitored during excavation for the presence of groundwater.
Groundwater was not encountered in the test pits during our field work.. Fluctuations of the
depth to groundwater may occur due to seasonal variations in the amount of irrigation,
rainfall, snowfall, runoff, the water level in nearby sloughs and canals, and other factors not
evident at the time the test pits were drilled. Evaluation of these factors is beyond the
scope of this exploration.
3
Chinden and Linder Development
Terracon Project No. 62075514
August 9, 2007
PRELIMINARY ENGINEERING RECOMMENDATIONS
Geotechnical Considerations
Terracon
For initial estimating purposes, we have provided preliminary recommendations for general
earthwork, foundation recommendations, pavement subgrade preparation, and pavement
sections for the streets. Additional exploration, laboratory testing, and recommendations
will be necessary after the details of the proposed development have been determined.
The 10 test pits we excavated as part of our field exploration were not compacted. As
indicated in our proposal, we recommend that a professional surveyor determine specifically
the locations of the tests pits. If for some reason buildings or other settlement sensitive
infrastructure are positioned over any of the test pits, it will be necessary that the contractor
remove the backfill in the test pit and replace it with properly placed and compacted
structural fill at the time of construction.
Earthwork
Though final earthwork recommendations should be provided after additional exploration
has occurred, the following guidelines should be considered for planning and development
of the property. In preparing the site for construction, deleterious materials such as
vegetation, root systems, topsoil, debris, existing fill, organic material, and soft, frozen, or
otherwise unsuitable materials should be removed from the proposed building and
pavement areas. As indicated previously, the upper 6 to 12 inches of soil in our test pits
appears to have been loosened by farming operations. This loosened soil should be
removed or moisture conditioned and compacted prior to construction of the proposed
developments. Compaction requirements, including density and moisture conditioning,
should be determined in subsequent investigations when additional details about the
proposed development are known.
Special attention should be given to removal of man-made features including (but not
limited to) the existing house and basement, the septic system and drain field, uncontrolled
fill/trash, underground storage tanks, concrete lined ditches, and soft or organic soil in
ditches/canals. Excavations resulting from the removal. of these items should be properly
backfilled with structural fill compacted to densities appropriate for the planned construction.
Failure to remove these or other deleterious items or failure to place structural fill may result
in abrupt differential settlement with associated distress to buildings, roadways, or other
infrastructure.
0
1, Chinden and Linder Development Terracon
Terracon Project No. 62075514
August 9, 2007
The native fine grained soils may be susceptible to rutting or pumping under construction
traffic when wet. Soils which become rutted, pumped, or otherwise disturbed are not
suitable for support of pavements, and should be removed and replaced with structural fill.
Earthwork should be performed in dry weather to reduce the potential for rutting and
pumping soils. If unstable conditions develop, stability may be improved by scarifying and
drying. If construction occurs during wet conditions, lightweight or track mounted
excavation equipment and dump and spread construction methods may reduce the potential
for subgrade pumping.
The contractor(s) is responsible for designing and constructing stable, temporary
excavations as required to maintain stability of both the excavation sides and bottom, and
for protecting existing facilities/utilities. Excavations should be sloped or shored in
accordance with local, state and federal regulations, including current OSHA excavation and
trench safety standards.
Grading operations should be controlled to prevent water from flowing into construction
areas. Excessive wetting or drying of the foundation excavation soils should be avoided
during construction. Excess water should be promptly removed. Positive drainage should
be provided away from the roadways both during and after construction. Failure to provide
adequate drainage measures may result in premature pavement failure, softening of soils
and ponded water.
Foundations
For initial estimating purposes, footings for the proposed commercial buildings should be
founded at least 30 inches below finished grade for frost protection. Footings should not be
founded on loose or disturbed soil. Special care should be given where footings will cross
areas where existing man-made features are located. We recommend detailed geotechnical
explorations be conducted for each building after the proposed locations of the buildings are
known. While the actual bearing capacity should be determined in subsequent explorations,
we estimate bearing capacities may range from 1500 to 3000 psf, depending on structural
requirements, underlying soils, and the previous use of the land.
Pavernen is
Two preliminary pavement sections are presented below for estimating purposes. One
section is for roadways within the proposed development and one is for parking areas. The
pavement sections are based on an assumed R -value of 20. The number of ESALs the
pavement sections have been designed for are shown in the table below. Actual pavement
sections should be based on geotechnical explorations conducted after grading plans have
M
Chinden and Linder Development
Terracon Project No. 62075514
August 9, 2007
Terracon
been developed and additional traffic information is known. Materials used in the pavement
section should conform to applicable section of the Idaho Standards for Public Works
Construction (ISPWC).
TABLE 2 - PRELIMINARY ASPHALT PAVEMENT SECTIONS
Design ESALs Area Asphalt (in) Base (in) Total (in)
30,000 Interior Roadways' 3.0 12.0 15.0
14,000 Parking Lot 3.0 6.0 9.0
1. Pavement design for the roadways was based on Idaho Department
of Transportation design methods.
2. Pavement design for the parking areas was based on the NAPA publication
"Design of Hot Mix Asphalt Pavements for Commercial, Industrial,
and Residential Areas."
GENERAL COMMENTS
l This report is a preliminary exploration to provide general geotechnical guidelines for
planning and development of the site. Specific geotechnical explorations should be
performed for individual building sites and roadways to determine site specific design
parameters and recommendations for foundation and slab support systems, and
construction methods.
The analysis and recommendations presented in this report are based upon the data
obtained from the test pits performed at the indicated locations and from other information
discussed in this report. This report does not reflect variations that may occur between test
pits, across the site, or due to the modifying effects of weather. The nature and extent of
such variations may not become evident until during or after construction. If variations
i
appear, we should be immediately notified so that further evaluation and supplemental
j recommendations can be provided.
The scope of services for this project does not include either specifically or by implication
any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or
identification or prevention of pollutants, hazardous materials or conditions. If the owner is
concerned about the potential for such contamination or pollution, other studies should be
undertaken.
This report has been prepared for the exclusive use of our client for specific application to
the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranties, either express or implied, are intended
0
Chinden and Linder Development
Terracon Project No. 62075514
August 9, 2007
Terracon
or made. Site safety, excavation support, and dewatering requirements are the
-� responsibility of others. In the event that changes in the nature, design, or location of the
i project as outlined in this report are planned, the conclusions and recommendations
contained in this report shall not be considered valid unless Terracon reviews the changes
I I and either verifies or modifies the conclusions of this report in writing.
7
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FIGURE 2 — SITE DIAGRAM
0 600 1200 75-Acres at West Chinden Boulevard and North Linder Road
feet Meridian, Idaho 83646
rBASED ON 2003 AERIAL PHOTOGRAPH FROM
ADA COUNTY ASSESSORS OFFICE Proj. Mngr: MBF 1 rerrac Proj. # 62075514
Designed by: BLP 11849 W. Executive FN: F1gure2.ppt
Drive, Suite G
DIAGRAM IS FOR GENERAL LOCATION ONLY,
AND IS NOT INTENDED•FOR CONSTRUCTION PURPOSES Drawn by: BLP Boise, Idaho 83713 Date:7/9/07
N
0 100 200 feet
rBASED ON 2003 AERIAL PHOTOGRAPH FROM
ADA COUNTY ASSESSORS OFFICE
DIAGRAM IS FOR GENERAL LOCATION ONLY,
AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
LOG OF TEST PIT NO. TP -1
Page 1 of I
CLIENT
PROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Plan
Meridian, Idaho
SAMPLES
TESTS
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BOTTOM OF TEST PIT
The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
WATER LEVEL DEPTH(S), ft
FerraculRIG
TEST PIT STARTED 7-26-07
Q NE
t
TEST PIT COMPLETED 7-26-07
WL
Case 570
LOGGED BY TMA
WELWL
L
APPROVED MBF
JOB # 62075514
LOG OF TEST PIT NO. TP-2 Page 1 of 1
CLIENT
PROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Plan
Meridian, Idaho
SAMPLES
TESTS
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94.5
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m
WATER LEVEL DEPTH(S), ft
TEST PIT STARTED
7-26-07
TEST PIT COMPLETED
—
7-26-07
SZ NE
N WL
RIG Case 570
LOGGED BY TMA
LWL
APPROVED MBF
JOB # 62075514
m
LOG OF TEST PIT NO. TP -3
Page I of I
CLIENT
PROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Plan
Meridian, Idaho
SAMPLES
TESTS
w
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DESCRIPTION
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occasional cobbles, brown to red brown
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sloughing at 8.5 feet
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WATER LEVEL DEPTH(S), ft
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TEST PIT STARTED 7-13-07
WL
7- NE
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TEST PIT COMPLETED 7-13-07
Ui
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RIG Case 570
LOGGED BY MAB
WI
o WL
APPROVED MBF
JOB # 62075514
LOG OF TEST PIT NO. TP -4 Page 1 of 1
CLIENT
PROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Pian
Meridian, Idaho
SAMPLES
TESTS
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DESCRIPTION
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:4
-
:• :
6 strongly cemented at 5.7 feet 94.5
6
0:• 'o'
Gravel with Silt and Sand; dense to very
Q
dense, moist, stongly to weakly cemented,
BS
D'
brown
o.
8
a.
'D
BS
10 90.5
10
0
BOTTOM OF TEST PIT
0
t�
z
0
a
The
stratification lines represent the approximate boundary lines
n between
soil and rock types: in-situ, the transition may be gradual.
m
WATER LEVEL DEPTH(S), ft
TEST
PIT
STARTED
7-26-07
TEST
PIT
COMPLETED
7-26-07
NE
N WL
!�
3n]RIG
Case 570
LOGGED BY TMA
WL
APPROVED
MBF
JOB # 62075514
W
WL
M
LOG OF TEST PIT NO. TP -5
Page 1 of 1
CLIENT
PROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Plan
Meridian, Idaho
SAMPLES
TESTS
W
0
DESCRIPTION
DL
o�
o
a
o3:
U
cG
W
W
Z
mJ
N
UW
X
=
J
(L
>ZV)
00
�W
hZ
WH
Z
g
Approx. Surface Elev.: 102 ft
o
U)
U) m
o
¢ Z.,za
Topsoil: Silt; soft, slightly moist, upper 12
inches plowed, light brown
1.3 100.7
Silt; stiff, dry, brown
2. 1.00
2
BS
Silty Sand; medium dense to very dense,
slightly moist,*cemented in places, brown
moderately to strongly cemented from 4
4
feet to 6.5 feet
6-
6.5 95.5
o'
Gravel with Sand; very dense, moist,
brown
o' • b:
o,
o' • D:
8
BS
D;
10 92
10
ti
0
m
BOTTOM OF BORING
0
z
0
w
F
a
C7
The
stratification lines represent the approximate boundary lines
o between
soil and rock types: in-situ, the transition may be gradual.
N
m WATER LEVEL DEPTH(S), ft
I Ve r r- a cW U
TEST PIT STARTED 7-13-07
N WL
V NE
TEST PIT COMPLETED 7-13-07
oWL
RIG Case 570
LOGGED BY MAB
X
0 WL
APPROVED MBF
JOB # 62075514
LOG OF TEST PIT NO. TP-6 Page 1 of 1
CLIENTPROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Plan
Meridian, Idaho
SAMPLES
TESTS
lt�
Ld
�
W
U
Q
J
DESCRIPTION_
M a
LU
o
N
0
W
U
_
w
w
ZV)
0!Z
W
m
U
g
w
¢
W
CL _j
¢ o
r
z
z
z
Approx. Surface Elev.: 96 ft
o
v,
o'
u, m
U
<::i
Topsoil: Silt; medium stiff to soft, dry, upper
12 inches plowed, brown
95
Silt; medium stiff, slightly moist, brown
2 94
2—
BS
Silty Sand; dense to very dense, slightly
moist, weakly to moderately cemented,
brown
cementation increases with depth
4
4.5 91.5
o'
Gravel with Sand; very dense, slighlty
moist, strongly cemented, trace cobbles,
o •D:
'O: •.
brown
5.5 90.5
Refusal at 5.5 feet
BOTTOM OF BORING
0
m
m
0
Z
0
�a
a
t9
The
stratification lines represent the approximate boundary lines
between
soil and rock types: in-situ, the transition may be gradual.
0
m
WATER LEVEL DEPTH(S), ft
TEST
PIT
STARTED
7-13-07
SZ NE
SC I Uer r
TEST
PIT
COMPLETED
_
_ 7-13-07
N WL
WL
RIG
Case 570
LOGGED
BY MAB
o WL
APPROVED
MBF
JOB
#
62075514
m
F,
LOG OF TEST PIT NO. TP -7
Page I of I
CLIENT
PROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Plan
Meridian, Idaho
SAMPLES
TESTS
C-
DESCRIPTION
a.
r
D_
U)
C)
W�-
X
00
L)
uj
W
LU
Z
LU _j
M _j
C)
04
UW
>z
C)
0
I
W
z
W'6
ui P
C;
z
Approx. Surface Elev.: 101 ft
LU
0
U)<
LU
0�
c) M
< 0 C-)
<.5
V
IL —
z
z
Topsoil: Silt; soft, dry, brown, upper 12"
plowed, brown
100
Silt; medium stiff, dry, brown
BS
2—
97
4
.4 Sandy Silt; medium stiff, slightly moist,
B
66
brown
95
1
1
1
1
1
BS
Silty Sand; dense to very dense, moist,
6.5 strongly cemented, brown 94.5
Refusal at 6.5 feet
BOTTOM OF TEST PIT
0
z
0
IE
The stratification lines represent the approximate boundary lines
obetween soil and rock types: in-situ, the transition may be gradual.
'D WATER LEVEL DEPTH(S), ft
TEST
PIT STARTED
7-13-07
a -V WL NE V
H�Camllllmft
TEST
PIT COMPLETED
7-13-07
W
0 L V
EWL
I re T
—IM
rj
M
Va
M"
RIG
Case 570
LOGGED
BY
MAB
M
W
mWL
APPROVED
MBF
JOB#
620755144
I
I
LOG OF TEST PIT NO. TP-8 Page 1 of 1
CLIENT
PROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Plan
Meridian, Idaho
SAMPLES
TESTS
LU
>
w
6
}Q
DESCRIPTION
+�
W-
Co
o
N
��
U W
U
_
p
W
ii
W
O
z
Z
W I—
W H
Z
¢J
Approx. Surface Elev.: 103 ft
LU
o
u¢,
U
W
h0
(°n m
¢o
��
¢
o
�Z
Z:)
Topsoil: Clay with Sand; soft, slightly moist,
upper 12 inches plowed, brown
BS
12
34/19
102
Silt with Sand; medium stiff, slightly moist,
brown
2-
4 99
4
Silty Sand; very dense, moist, weakly
cemented, brown
BS
cementation increase with depth
6-
7 96
BS
Gravel with Silt and Sand; very dense,
moist, brown
:c:•
8
°'.
10 93
10
BOTTOM OF TEST PIT
a
m
O
O
Z
O
K
W
H
a
c�
N The stratification lines represent the approximate boundary lines
between soil and rock types: in-situ, the transition may be gradual.
0
M1 WATER LEVEL DEPTH(S), ft
TEST PIT STARTED
7-13-07
TEST PIT COMPLETED
_
7-13-07
N WL SZ NE i
z WLlVel"raL
RIG Case 570
JAPPROVED
LOGGED
BY MAB
o WL
MBF
JOB
#
62075514
m
LOG OF TEST PIT NO. TP-9
Page 1 of 1
CLIENT
PROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Plan
Meridian, Idaho
SAMPLES
TESTS
ujU
W
C-
DESCRIPTION
a
o
o�
U
W
W
Z
m-1
N
UW
0-
=
a
Z,
W FW-
W fn
O
Z
Approx. Surface Elev.: 104.5 ft
o
of
of
o
(0 m
¢ zi
z�
' ': `.
Topsoil: Silt; soft, slightly moist, brown
0.8 103.7
Silt with Sand; medium stiff to stiff, slightly
BS
10
moist, brown
z
3.5 101
Silty Sand; medium dense to dense, moist,
cemented in places, brown
4
BS
6
...6.5
98
p'
Gravel with Sand; very dense, moist,
brown
BS
o .D;
Q...
8
o;ao
o'•D:
O C.
10
g o' • D:
m •Q:
ao•
11 93.5
o
BOTTOM OF TEST PIT
W
W
r
a
CP
` The
stratification lines represent the approximate boundary lines
obetween
soil and rock types: in-situ, the transition may be gradual.
N
m
C)
WATER LEVEL DEPTH(S), ft
�iZ NE V
1FerracUF1
TEST PIT STARTED
7-13-07
N WL
TEST PIT COMPLETED
_
7-13-07
WL
RIG Case 570
LOGGED
_
BY MAB
W
o WL
m
APPROVED MBF
JOB
#
62075514
LOG OF TEST PIT NO.
TP-10
Page 1 of 1
CLIENT
PROJECT
DMG Real Estate Partners, LLC
Chinden and Linder Development
SITE
See Test Pit Location Plan
Meridian, Idaho
SAMPLES
TESTS
>w>
O
0
CL
W
DESCRIPTION
+G
>
� a
W J
o
N
OO
W
(�
_
a
=
W�
o
W
>
O
zg
z
D W
LU
W_to
O
W
U'S
g
w¢
w
a_j
QO
��
z
EL
I
z D
CD
Approx, Surface Elev.: 104.5 ft
o
rn
W
(D m
0
Q
Topsoil: Silt; soft, dry, brown
103.5
Silt; medium stiff, dry, brown
BS
2 102.5
2
Silty Sand; dense to very dense, moist,
cemented in places, brown
BS
19
4
strongly cemented from 4.5 feet to 8 feet
s
g 96.5
Gravel with Silt and Sand; very dense,
8
QD.
moist, brown
BS
O D:
A-
10 94.5
10
0
m
BOTTOM OF TEST PIT
0
c�
z
0
W
W
h
IL
IL
G
N
The
stratification lines represent the approximate boundary lines
o
between
soil and rock types: in-situ, the transition may be gradual.
m
WATER LEVEL DEPTH(S), ft
TEST
PIT STARTED
7-13-07
SZ NE t
[err aLU1 I
0
N WL
TEST
PIT
COMPLETED
_ 7-13-07
WL
RIG
Case
570
LOGGED
BY
MAB
o WL
m
APPROVED
MBF
JOB
#
62075514
3" 2" 1 1/2" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #80100 4200
100
M. -I
r1f,
"m 60
c
iL
c 50
a)
U
°- 40
30
20
10
0
100.00 10.00 1.00
Particle Diameter (mm)
Sieve
Opening (mm)
% Passing Specification
3"
76.200
100 -
2"
50.800
70 -
11/2"
38.100
70 -
1"
25.400
62 -
3/4"
19.050
56 -
1 /2"
12.700
52 -
3/8"
9.525
51 -
No. 4
4.750
43 -
No. 10
2.000
35 -
No. 20
0.850
30 -
No. 40
0.425
23 -
No. 80
0.180
11
No. 100
0.150
10
No. 200
0.075
6 -
a
U
0.10 0.01
J01) Name:
Chinden & Linder Developmen
Job Number:
62075514
Sample Identification: Gravel with Silt and Sand
Tested By:
M. Tobiason
Date Received:
7/25/2007
Date of Test:
8/2/2007
Sam le Number:
L07-134
Notes:
TP -2 @ 4.0'-5.0'
D60 = 22.97 mm
D30 = 0.88 mm
D10 = 0.15 mm
Cu = 148.31
Cc = 0.22
%Gravel = 57
%Sand = 37
%Silt/Clay = 6
Irerracum-m