HomeMy WebLinkAbout000-000-00721 2011
ID sERVV
s
GEOTECHNICAL REPORT
For
Dan Andreasen
Clean-Rite/Build-Rite
Chico, California
March 24, 2008
APPLIED TESTING CONSULTANTS
3060 Thomtree Drive, Suite #10
Chico, CA 95973
Clean-RiteBuild-Rite March 24, 2008
TABLE OF CONTENTS
1.0 INTRODUCTION............................................................................................................. 1
1.1 General.........................................................................................................................1
1.2 Scope........................................................................................................................... 1
1.3 Attachments................................................................................................................. 1
2.0 FINDINGS .....................................................................................................:................... 1
2.1 Site Description........................................................................................................... 1
2.2 Subsurface Soil Conditions......................................................................................... 1
2.3 Ground Water.............................................................................................................. 2
3.0 CONCLUSIONS AND RECOMMENDATIONS............................................................ 2
3.1 Site Clearing ..................................................... ..... 2
.................................:.....................
3.2 Site Preparation.....:...................................................................................................... 2
3.3 Soil Expansion Potential.............................................................................................. 3
3.4 Liquefaction Potential.................................................................................................. 3
3.5 In Place Relative Density............................................................................................ 3
3.6 Site Geology & Seismicity........................................................................................:. 3
3.7 Foundation Design ........................................................................................................ 5
3.8 Slab-on-Grade..............................................................................................................5
3.9 Pavement Design ......................................................................................................... 6
4.0 LIMITATIONS....................................:............................................................................. 6
Figures:
Figure 1: Site Location
Figure 2: Test Pit Location Plan
Figure 3: Unified Soil Classification System
Figure 4: Earthquake Epicenter Map
Appendix A — Field Investigation Description & Logs
Appendix B — Laboratory Test Data
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1.0 INTRODUCTION
1.1 General
We have completed a geotechnical engineering investigation of the site for the proposed
Clean-Rite/Build-Rite in Chico, California. The purpose of our investigation was to explore
the site, investigate subsurface soil conditions, and to provide design recommendations for
the preparation of the proposed development. This report represents the results of our work.
1.2 Scope
The scope of our work included: a field exploration consisting of four Test Pits, testing and
analysis of soil samples obtained from Test Pits 1 thru 4, and the preparation of a report
containing our findings and recommendations.
1.3 Attachments
_ This report contains Site and Test Pit Location Plans, Profile Logs for Test Pits 1 thru 4, and
our Laboratory Test Data Sheets (including Atterburg Limits & Gradations). See Figures and
Appendices.
2.0 FINDINGS
2.1 Site Description
The development site is located at 2684 Highway 32, between Indigo Lane and Regent Lane
in Chico, California, and is 1.75 acres in size (see Figure 1). The site is bordered by
developed land on the north, south and west sides, and by railroad tracks and orchards on the
east sides. The proposed development for the site is for commercial metal buildings.
On the date of our visit, 28 February 2008, the build sites had previously been cleared of
trees and leveled. The site is mostly farmland and is rectangular in shape.
2.2 Subsurface Soil Conditions
_ With a backhoe, excavations were made to depths of one and a half to seven and a half feet,
as seen in Test Pit Logs 1 thru 4. It was determined that the test pits were of sufficient depth
to represent the soil profile of the site. All excavations revealed relatively consistent
_ subsurface soil for the site. The surface soils are predominately ML -sandy silt. After the test
pits were dug and soil samples taken, the holes were filled with excavated material. The
backfill materials in the holes were not properly compacted to any standard specifications.
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2.3 Ground Water
Groundwater evidence was not discovered in the test pits at the time of our exploration.
Perched water was not encountered.
3.0 CONCLUSIONS AND RECOMMENDATIONS
At the time that this report is being prepared, it is our understanding that the proposed
construction at this site consists of lightweight commercial construction with slab -on -grade
foundations. The recommendations contained in this report are based upon these
assumptions.
Prior to commencement of earthwork of the site a pre -construction meeting will be required
in order to ensure that the recommendations included in this report are conveyed and
performed in the manner in which they were intended. A representative of our office, the
builder, the general engineer, the structural engineer and/or architect, and the governing
jurisdiction should all be in attendance. A minimum of 72 hours notice will be required to
coordinate scheduling.
3.1 Site Clearing-
Prior
learing
Prior to site grading, all trees, surface weeds, expansive clays, and organics should be
removed from the construction areas. The soil portion of this material can either be removed
or stockpiled for later use in landscape areas. After' clearing has been completed, a
representative of our office shall inspect the site to verify that all vegetation and loose debris
have been removed prior to the commencement of construction. The extent of soil removal
may vary depending upon the findings of this. subsequent inspection. Loose soils may be
exposed after scarification requiring further removal.
3.2 Site Preparation
Tree roots larger than one inch in diameter within five feet of the building pads or within
driveways or roadways shall be removed, over excavated and replaced with properly
compacted engineered fill. Any existing septic and water systems shall be removed, over
excavated and replaced with properly compacted engineered fill. The finished pads may vary
from the scarified depth. Building pads are to bear on a minimum of 24 inches of non -
expansive, compacted soil. Fills shall be compacted in accordance with the procedures
described in the following paragraphs.
Prior to placement of engineered fill within the pad areas, all tree stumps and roots shall be
removed and replaced with compacted engineered fill. The exposed sub -grades should be
moisture conditioned and compacted to a minimum of 90% relative compaction, based on
test method ASTM D1557. Engineered fill should be placed in 8" loose lifts, moisture
conditioned and compacted to 90% relative compaction. The compacted thickness of each
layer shall not exceed 6 inches. Compaction control and testing should be performed by a
qualified testing agency to insure the recommendations of this report are followed.
Depending on the amount of rock encountered in the on-site or import soils. We recommend
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that compaction testing be performed using Sand Cone methods (per ASTM D1556), or
Nuclear Density methods (per ASTM D2922).
Prior to placement of engineered fill ,within roadways, all tree stumps and roots shall be
removed and replaced with compacted engineered fill. The exposed sub -grades should be
moisture conditioned and compacted to a minimum of 95% relative compaction, based on
test method ASTM D1557. Engineered fill and road base should be placed in 8" loose lifts,
moisture conditioned and compacted to 95% relative compaction. We also recommend that
the road sub -grade be benched to facilitate compaction efforts and increase surface stability.
The compacted thickness of each layer shall not exceed 6 inches. Compaction control and
testing should be performed by a qualified testing agency to insure the recommendations of
this report are followed. Depending on the amount of rock encountered in the on-site or
import soils. We recommend that compaction testing be performed using Sand Cone
methods (per ASTM D1556)., or Nuclear Density methods (per ASTM D2922).
If imported off-site material is required to build the pads to finish grade, it must be approved
by a representative from our office and meet the following minimum criteria. Import
material must have a plasticity index of less than 4; be non -expansive (EI<20); have 100%
passing the 3" sieve; 30% to 60% passing the #4 sieve; and no more than 20% passing the
4200 sieve.
3.3 Soil Expansion Potential
.The surface and near surface soils encountered at the site were found to contain a certain
amount of clay, which has potential for volumetric changes. An Expansion Index tests was
performed per ASTM D 4829 on one sample, which in our judgment contained the most
expansive potential clay (see Attachment 1). The test result indicated an E.I. 12, which is
below the limit of 20 set forth in CBC 1802.3.2 and considered to be non -expansive.
3.4 Liquefaction Potential
No soils were observed that would be prone to liquefaction in the subsurface excavation. If
sands are discovered during site excavation, ATC shall be� notified of the presence of such
soils.
3.5 In Place Relative Density
In Place Relative Density tests were not performed on the surface soils.
3.6 Site Geology & Seismicity
Butte County and the surrounding area are located on the western portion of a faulted and
downwarped series of ancient metamorphic rocks of the Western Sierra Nevada Mountain
Range. Granitic rocks associated with Mesozoic thrust faulting are located in the eastern
portion of the County. In the western portion of the County, gently folded younger and
sometimes faulted sediments of the Sacramento Valley overlie older metamorphic rocks
similar to those of the Sierra Nevada. The stratigraphic and structural trend of metamorphic
_ rocks is generally northward with steeply dipping bedding in most places. The basic site
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geologic formation is a Pleistocene alluvium (Modesto Formation). The formations and
geologic structure of the County appear to be controlled or strongly modified by Cenozoic
faults extending along the western portion of the Sierra Nevada Mountains and trending
north-northwest along with the Big Bend, Camel Peak; Dogwood Peak, Rich Bar, and
Melones faults, most of which lie to the north and east of Butte County in the area of
volcanic intrusions. The more recent seismic activity lies with the Cleveland Hills fault
(1975-1976), Swain Ravine (Late Quaternary), Spenceville Fault Zone (Late Quaternary,
possibly Holocene) and the Highway 49 Fault Zone (Late Quaternary). Most Sierra Nevada
faults are a combination of strike slip and thrust movements. (Bailey, Geology of Northern
California, California Division of Mines and Geology.)
The site is not within an Alquist-Priolo Special Studies Zone, according to the State of
California and the USGS. There are no faults running directly through the site, according to
the book "Maps of Known Active Fault Near -Source Zones in California and Adjacent
Portions of Nevada" prepared by California Geological Survey (formerly the California
Department of Conservation Division of Mines and Geology) in cooperation with SEAOC.
Earthquake related ground shaking should be expected during the life of structures
constructed on this site. The California Geological Survey has defined an active fault as one
that has had surface displacement in the last 11,000 years, or has experienced earthquakes in
recorded history. Using the EQSEARCH computer program by Blake (2000), a 100 -mile
radius search was performed of historic events, (with a minimum magnitude of 4.0), dating
from the years 1800 to 2004. A total of 277 earthquakes were found with a maximum
magnitude of 6.4; the earthquake closest to the site was about 4.7 miles (7.6 km) away and
the largest site acceleration was about 0.171g, (computed using attenuation relationships
from Boore et al. 1997, Sadigh et al. 1997,. Abrahamson & Silva 1997 and Campbell &
Bozorgnia 1997).
Based on the EQFAULT computer program by Blake (2000), the maximum deterministic
peak ground acceleration (PGA) was computed to be 0.467g, (again computed using
attenuation relationships from Boore et al. 1997, Sadigh et al. 1997, Abrahamson & Silva
1997 and Campbell & Bozorgnia 1997).
Based on the California Geological Survey, the probabilistic peak ground acceleration (PGA)
that has a 10% probability of exceedance in 50 years was computed to be 0.187g.
Properly designed structures, using the current California Building Code requirements,
should be constructed to reduce the damage from a strong ground shaking. Based upon our
research the following ASCE 7-05 (2007 California Building Code) earthquake design
criteria should be used by the Structural Engineer:
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ASCE 7-05 Seismic Variables, (USGS based)
Site Class:
D
Ss, Period 0.2 sec.:
0.610g
S1, Period 1.0 sec.:
0.233g
SMs = Fa x Ss:
0.800g
SMI = Fv x S1:
0.450g
SDs = 2/3 x SMs:
0.533g
SD1 = 2/3 x SMI:
0.300g
Seismic Coefficients:
F,,=1.312, F,=1.935
3.7 Foundation Design
Our field investigation and laboratory test results indicate that the existing native soils, at the
proposed site, are adequate for support of lightweight residential construction and an
agricultural storage facility. The buildings proposed for this site may be supported upon
conventional spread footings and continuous perimeter footings. Based on results of our
laboratory testing performed on samples of the predominant soil type encountered,
foundations should be designed in accordance with the recommendations provided below.
For this project, finish pad subgrade shall be defined as, "the surface on which the capillary
break/moisture barrier materials are placed."
Foundations bearing on native or fill materials may be sized for vertical compression loads
utilizing maximum allowable soil pressures of 1,500 pounds per square foot (psf) for dead
and live loads, and may be increased to 2,000 pounds for all loads including wind or seismic
forces. Lateral sliding resistance may be computed using a friction coefficient of, µ = 0.35.
Foundation designs accounting for lateral bearing may use a lateral bearing pressure of 250
pcf.
Plasticity index testing, along with gradation analysis, were performed on several samples
that are representative of the subsurface soil types encountered. The results of these tests are
included in the attachments.
Although the structural engineer should make the final determination of foundation
reinforcement, we recommend as a minimum, that foundations contain a single #4 bar placed
at the top and bottom of all foundations. It is further recommended, that foundation
reinforcement should be consistent.
3.8 Slab -on -Grade
Interior slab -on -grade floors should be underlain with a 4" layer of free -draining gravel. The
gravel should be graded, such that, 100% passes the 1" sieve, and not more than 2% passes
the 94 sieve. Over the gravel, should be a durable vapor barrier of visqueen, which is 10 ml.
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or thicker, covered by 2" of moist, clean sand. These will both serve as capillary moisture
deterrents, as well as, to promote uniform curing of the slab concrete.
For slab -on -grades, we recommend that slabs be reinforced with reinforcing bars or welded
wire fabric. This reinforcing will minimize cracking, if minor differential settlement occurs
beneath the slab. It is important that the slab reinforcing be located in the middle of the. slab,
and it be held in place during concrete placement. See section 3.3 for additional subgrade
recommendations.
Contraction joints should be installed at intervals not to exceed twenty feet in any one
direction. Such joints may be formed by deep (3/4") wet grooving while the concrete is still
plastic, or by the installation of Zip Strips.
3.9 Pavement Design
We have been advised that pavement design would not be required within this report.
However, we were requested to provide R -Value testing on a sample of material encountered
within the proposed street sections. One sample was obtained for R -Value testing. The
results of the R -value testing areas follows:
Table 1.0 - R -Value Test Result
Test Pit #
Sample Depth
Exudation Pressure (psi)
R -Value
TP4
18"
300
20
4.0 LIMITATIONS
Our recommendations are based upon the information provided regarding the proposed
construction, combined with our analysis of site conditions revealed by the field exploration
and laboratory testing programs. We have used our best engineering judgment, based upon
the information provided and the data generated from our investigation. Our test pits were
dug in locations determined to be representative of the site. However, if the proposed
construction is modified or re-sited, or if it is discovered during construction that subsurface
conditions differ from those encountered at the boring locations, we should be afforded the
opportunity to review the new information or changed conditions, to determine if our
conclusions and recommendations must be modified. We do not claim that our
_ recommendations are- suitable for discovery items or other site changes other than the
conditions and testing specifically discussed in this report. Furthermore we cannot be held
responsible for discovery items or other site changes.
The investigation is intended to develop geotechnical recommendations from the soils and
conditions revealed by the test pits and subsequent laboratory work. It is not intended that
_ our investigation will un -earth or detect items or problems deliberately or inadvertently
concealed by others. Ash pits, buried trees or other concealed items and their discovery are
not the responsibility of ATC. Furthermore we cannot be held responsible for concealed
items.
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Clean-Rite/Build-Rite March 24, 2008
If there is a substantial lapse of time between the submission of our report and the start of
construction at the site, or if the conditions have changed, due to natural causes or
construction operations at, or adjacent to the site, we urge that this report be reviewed to
determine the applicability of the conclusions and recommendations considering the changed
conditions and time lapse. This report should not be used after 3 years.
We would appreciate the opportunity' to review the final plans and specifications to
determine if the intent of our recommendations has been implemented in those documents.
Applied Testing Consultants is not the foundation design engineer for this project. Design
for consolidation, differential settlement and bearing on fill materials are by others.
We emphasize that Applied Testing Consultants does not represent that these test results
and/or recommendations are suitable, whether or not modified, for any other site or
development on. this site, other than the one for which they were specifically prepared.
Applied Testing Consultants disclaims responsibility for these test results and/or
recommendations if they are used whole or in part at any other site or type of development
on this site.
Applied Testing Consultants (ATC)
0001,
Brad Fo ythe
President &
Director of Operations
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Charles Roberts, PE, MS
C-038692 Exp. 3/31/09
Staff Engineer
page 7
Clean-Rite/Build-Rite March 24, 2008
Figures
V15%, 01000 FEET 0 500 1000METM
Pnnted Cmm TOPO! 02001 National Oeogmphic Ho!dirtp (w .lopoxorn)
IQ 40.
4k v
Se3 w
0 !P 44
4
lie,
gp
yy TP 3
TP 2
.4
4A
0 a Zt
AO
vi v v,
T
IF
0 Ot
AvilAt- TP 4
Owl "MM"I'll
0A o
0 <D
"F' V.
In;
60
Ilk
Ilk A,
4,91 V
4 Se -Qq 41 IV'fira
p M1 it It
41
#v
4fo
rure
Fig
I Test Pit
Location Plan
-44
1.
VM' OW- f -q'
IQ 40.
4k v
Se3 w
0 !P 44
4
lie,
gp
yy TP 3
TP 2
.4
4A
0 a Zt
AO
vi v v,
T
IF
0 Ot
AvilAt- TP 4
Owl "MM"I'll
0A o
0 <D
"F' V.
In;
60
Ilk
Ilk A,
4,91 V
4 Se -Qq 41 IV'fira
p M1 it It
41
f-- A
TN 't MN 0
15%0 0 1000 FEET 0
Printed from TOPO! @92001 Natiorml Geq
#v
rure
Fig
I Test Pit
Location Plan
f-- A
TN 't MN 0
15%0 0 1000 FEET 0
Printed from TOPO! @92001 Natiorml Geq
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
SYMBOLS
CODE
TYPICAL NAMES
Grain Size
= Drive Sample: no recovery
GW
`•"�
Well graded gravels or gravel - sand mixtures, little or no fines
= Final Water Level
Above 305
COBBLES
o � 0
O
Poorly graded gravels or gravel - sand mixtures, little of no fines
Cl)t�
GRAVELSGp
6
(More than 11 of coarse
GM
76.2 to 19.1
Silty gravels, gravel - sand - silt mixtures
O z -
fraction > No. 4 sieve size)
A -:I
N
No. 4 to No. 200
4.76 to 0.074
coarse ( c)
No. 4 to No. 10
y
o
medium (m)
GC
'
Clayey gravels, gravel -sand -clay mixtures
No. 40 to No. 200
0.420 to 0.074
SILT & CLAY
Below No. 200
Below 0.074
CD
$W
•' .
Well graded sands or gravely sands, little or no fines
W o
SP
Poorly graded sands of gravely sands, little or now fines
r/� y N
R: o
d0
SANDS
(More than 4 of coarse
U
fraction < No. 4 sieve size)
SM
Silty sands, sand - silt mixtures
SC
Clayey sands, sand -clay mixtures
ML
Inorganic silts and very fine sands, rock , silty or clayey fine
sands or clayey silts with slight plasticity
C o
a zCL
SILTS & CLAYS
Inorganic clays of low to medium plasticity, gravely clays, sandy
.-v,1 d
LL < 50"
clays, sil clays, lean clays
OL
Organic silts and organic silty clays of low plasticity
pA.l „.N
Z� o
--i-
MH
I I I 1 I
1 1 I
(I I
Inorganic silts, micaceous of diatomaceous fine sandy or silty
C7
SILTS &CLAYS
1 1 I 1
coils, elastic silts
CH
Inorganic clays of high plasticity, fat clays
a, N
o
ww
LL > 50
OH
♦
Organic clays of medium to high plasticity, organic silty clays,
.organic silts
HIGHLY ORGANIC SOILS
PT—_
–
Peat and other highly organic soils
OTHER SYMBOLS
– – – = Estimated or gradational
material change line
= Observed material change line
Laboratory Tests
PI = Plasticity Index
EI = Expansion Index
UCC = Unconfined Compression Test
TR = Triaxial Compression Test
GR = Gradation Analysis (Sieve)
CON = Consolidation Test
GRAIN SIZE CLASSIFICATION
CLASSIFICATION
= Drive Sample: 2-1/2" O.D.
Below/ ft. Description
California sampler
Grain Size
= Drive Sample: no recovery
sieve size
= Initial Water Level
–V–f
= Final Water Level
– – – = Estimated or gradational
material change line
= Observed material change line
Laboratory Tests
PI = Plasticity Index
EI = Expansion Index
UCC = Unconfined Compression Test
TR = Triaxial Compression Test
GR = Gradation Analysis (Sieve)
CON = Consolidation Test
GRAIN SIZE CLASSIFICATION
CLASSIFICATION
RANGE OF GRAIN SIZE
Below/ ft. Description
U.S. Standard
Grain Size
"
sieve size
in Millimeters
BOULDERS
Above 12"
Above 305
COBBLES
12" to 3"
305 to 76.2
GRAVEL '
3" to No. 4
76.2 to 4.76
cwarse\.se (c)
3" to 3/4"
76.2 to 19.1
fine ( f)
3/4" to No. 4
19.1 to 4.76
SAND
No. 4 to No. 200
4.76 to 0.074
coarse ( c)
No. 4 to No. 10
4.76 to 2.00
medium (m)
No. 10 to No. 40
2.00 to 0.420
fine ( f)
No. 40 to No. 200
0.420 to 0.074
SILT & CLAY
Below No. 200
Below 0.074
CONSISTENCY CLASSIFICATION
COHESIVE SOILS GRANULAR SOILS
Description
Below/ ft. Description
Below/ ft.
Very Soft
<3 Very Loose
<5
Soft
3-5 Loose
5-15
Medium ( firm)
6-10 Medium Dense
1640
Stiff
11-20 Dense
41-65
Very Stiff
21-40 Very Dense
> 65
Hard
> 40
Figure 3
APPLIED TESTING CONSULTANTS
3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243
1100
1000
900
800
EARTHQUAKE EPICENTER MAP
Clean Rite
700
600
500--% f
,l
400--
300
200
LEGEND
.�
X M=4
i
100 0 M=5
❑ M=6
M=7 0 Z1
0 O M=8
_100-
-400 -300 -200 -100 0 100 200 300 400 500 600
Figure 4: Earthquake Epicenter Map
Clean-Rite/Build-Rite March 24, 2008
Appendix A
1
2
3
H 4.
w
W
A
5
6
7
8
9
Test Pit Log
PROJECT: Clean Rite
CLIENT: Dan Andreasen
LOCATION: Chico, CA
EQUIPMENT: JD 510
Clear Sprouting Annuals
TEST PIT NUMBER: 1
DATE EXCAVATED: 2/28/08
TOTAL DEPTH: -6'-9"
LOGGED BY: C. Roberts
Attachment (1)
A DDT T.71 TrQ'rTTT(_ !'nATCTTT T d ArTQ
3060 Thomtree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243
2
3
H 4
W
Q
5
6
7
8
9
Test Pit Log
PROJECT: Clean Rite
CLIENT: Dan Andreasen
LOCATION: Chico, CA
EQUIPMENT: JD 510
° ° 0 Dark Brown Sandy Silt with
°
0. ° minimal vegitation
° °F— o Sample TP2-S 1 @ -3'-0" - GR, PI, ML -Sandy Silt
0°
° 0°°
° ° Roots
0
o°
0•°
° o
Tan/Brown Sandy Silt
Sample TP2-S2 @ -3'-6"
TEST PIT NUMBER: 2
DATE EXCAVATED: 2/28/08
TOTAL DEPTH: -7'-6"
LOGGED BY: B. Forsythe
Sample TP2-S3 @ -6'-6" - Grading
Terminated @ -7'-6"
Attachment (2)
APPLIED TESTING CONSULTANTS
3060 Thomtree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243
Test Pit Log
PROJECT: Clean Rite
CLIENT: Dan Andreasen
LOCATION: Chico, CA
EQUIPMENT: JD 510
TEST PIT NUMBER: 3
DATE EXCAVATED: 2/28/08
TOTAL DEPTH: -7'-0"
LOGGED BY: B. Forsythe
6
7
8
9
Attachment (3)
APPLIED TESTING CONSULTANTS
1
2
3
H 4
a
w
Q
5
6
7
8
9
Test Pit Log
PROJECT: Clean Rite
CLIENT: Dan Andreasen
LOCATION: Chico, CA
EQUIPMENT: JD 510
TEST PIT NUMBER: 4
DATE EXCAVATED: 2/28/08
TOTAL DEPTH: -1'-6"
LOGGED BY: B. Forsythe
Attachment (4)
APPLIED TESTING CONSULTANTS
3060 Thorntree Drive, Suite #10 - Chico, CA 95973 - Telephone: (530) 891-6625 - Facsimile: (530) 891-4243
Clean-Rite/Build-Rite March 24, 2008
Appendix B
Sieve Analvsis - Combined
Client:
Dan Andreasen
Address:
1200 W East Ave
City, State, zip:
Chico, CA 95926
Attn.:
Dan Andreasen
Project:
Clean-Rite/Build-Rite.
Sample source:
Sampled by ATC
Sample Description:
ML -Sandy Silt
Sample location:
Test Pit 1, Sample 1
Sample depth:
taken at minus V-0"
Start Wt, Course: 2,797.1 g
Start Wt. fine: 484.1 g
Sample No: TPI -S1
Date: 11 -Mar -08
Tech: B. Carter
Sieve Size
Weight Retained
Percent retained
Cumulative Percent Specified
Retained Passing
4 1/2
100.0%
4
100.0%
31/2
100.0%
3
0.0
100.0%
21/2
0.0 g
100.0%
2
0.0 g
100.0%
1 1/2
0.0
100.0%
1
O.O.g
100.0%
3/4
0.0 g
100.0%
1/2
23.8.g
0.9%
0.9%
99.1%
3/8
12.9 q
0.5%
1.3%
98.7%
#4
29.2 g
1.0%
2.4%
97.6%
#8
0.9 g
0.2%
2.5%
97.5%
#16
1.5 g
0.3%
2.8%
97.2%
#30
11.2 q
2.3%
5.1%
94.9%
#50
41.5 g
8.4%
13.5%
86.5%
#100
61.2 g
12.3%
25.8%
74.2%
#200
66.5 g
13.4%
39.2%1
60.8%
sand fraction SF 36.87%
gravel fraction GF 2.36%
SF/GF= 15.65
This test was performed according to Cal Trans Test 202
Sieve Analysis - Combined
Sample No. TP1-S1
Client:
Dan Andreasen
Date: 11 -Mar -08
Address:
1200 W East Ave
Tech: B. Carter
City, state, zip:
Chico, CA 95926
Attn.:
Dan Andreasen
Project:
Clean-Rite/Build-Rite
Sample source:
Sampled by ATC
Sample Description:
ML -Sandy Silt
Sample location:
Test Pit 1, Sample 1
Sample depth:
taken at minus 1'-0"
D,o =
n/a
CU = n/a
Dao =
n/a
Cc = n/a
D60
GRADATION CURVE
U.S. STANDARD SIEVE OPENING
IN INCHES U.S. STANDARD SIEVE NUMBERS
E- 100.0%
90.0%
80.0%
3
70.0%
�.
60.0%
w 50.0%
Z 40.0%
30.0%
z
20.0%
U
W 10.0%
LUa
100
10
1 0.1
0.01 0.001
GRAIN SIZE IN MILLIMETERS
Plasticity Index
Project:
Clean-Rite/Build-Rite
Client:
Dan Andreasen ,
Address
1200 W East Ave
City, State, Zip:
Chico, CA 95926
Attention:
Dan Andreasen
Source:
Sampled by ATC
Material Description:
ML -Sandy Silt
3.27
Liquid Limit:,
Trial Number:
Tin Label:
Wet Weight +,Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare:
Weight of Dry Soil:
Moisture Content:
Number of Blows:
Sample No: TP1-S1
Date: 13 -Mar -08
Technician: John D.
1
2
3 4 5 6
3
4
5
33.13
29.84
28.91
- 29
26.37
25.64
4.13
3.47
3.27
15.5
15.37
15.53
13.5
11
10.11
30.59%
31.55%
32.34%
31
24
19
Liquid Limit, LL Plastic Limit, PL
31 25 .
Plastic Limit:
Trial Number:
Tin Label:
Wet Weight +Tare:
Dry Weight + Tare:
Weight of Water:
Weight of•Tare:
Weight of dry soil: "
e 3L.OV%
c 32.00%
0 31.50%
0
u> 31.00%
Plasticity Index, PI
6
Below A Line
'
1
2 3 4 5 6
4
5
21.57
20.37
20.32
19.35
1.25
1.02
15.35
15.31
4.97
4.04
25.15%
25.25%
N 30.50%
0
E 30.00%
10
Liquid Limit
number of blows
100
Y = -0:0016x + 0.4055
Sieve Anaivsis - Combined
Client:
Dan Andreasen
Address:
1200/111 East Ave
city; State, zip:
Chico, CA 95926
Ann.:
Dan Andreasen
Project:
Clean-Rite/Build-Rite
Sample source:
Sampled by ATC
Sample Description:
ML -Sand/ Silt .
Sample location:
Test Pit 2, Sample 1
Sample depth:
taken at minus V-0"
Start Wt, Course:
29,301.0 g
Start Wt. fine:
500.8 g
Sample No: TP2-S1
Date: 11 -Mar -08
Tech: John D.
Sieve Size
Weight Retained
Percent retained
Cumulative Percent Specified
Retained Passing
41/2
100.0%
4
100.0%
31/2
100.0%
3
0.0 g
100.0%
21/2
0.0 g
100.0%
2
0.0 g
100.0%
1 1/2
0.0 q
100.0%
1
0.0 g
100.0%
3/4
0.0 g
100.0%
1/2
31.3 g
0.1%
0.1%
99.9%
3/8
18.1 g
0.1%
0.2%
99.8%
#4
35.4 g
0.1%
0.3%
99.7%
#8
2.4 g
0.5%
0.8%
99.2%
#16
3.3 Q
0.7%
1.4%
98.6%
#30
13.1 g
2.6%
4.0%
96.0%
#50
43.3 g
8.6%
12.7%
87.3%
#100
56.3 g
11.2%
23.9%
76.1%
#200
58.1 g
11:6%
35.4%
64.6%
sand fraction SF 35.14%
gravel fraction GF 0.29%
SF/GF= 121.43
This test was performed according to Cal Trans Test 202
Sieve Analysis - Combined
Sample No: TP2-S1
Client:
Dan Andreasen
Date: 11 -Mar -08
Address:
1200 W East Ave
Tech: John D.
City, State, zip:
Chico, CA 95926
Attn.:
Dan Andreasen
Project:
Clean-Rite/Build-Rite
Sample source:
Sampled by ATC
Sample Description:
ML -Sandy Silt
Sample location:
Test Pit 2, Sample 1
Sample depth:
taken at minus 1'-0"
Dio =
n/a
CU = n/a
Dso =
n/a
CC = n/a
Dso =
n/a
GRADATION CURVE
U.S. STANDARD SIEVE OPENING
IN INCHES U.S. STANDARD SIEVE NUMBERS
H 100.0%
90.0%
L 80.0%
70.0%
}
m 60.0%
w 50.0%
7
LL 40.0%
30.0%
z
20.0%
U
w 10.0%
LUa
100
10
1 0.1
0.01 0.001
GRAIN SIZE IN MILLIMETERS
Plasticity Index
Project:
Clean-Rite/Build-Rite
Client:
Dan Andreasen
Address
1200 W East Ave
City, State, Zip:
Chico, CA 95926
Attention:
Dan Andreasen
Source:
Sampled by ATC
Material Description:
ML -Sandy Silt
4.1.5
Liquid Limit:
Trial Number:
Tin Label:
Wet Weight + Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare: .
Weight of Dry Soil:
Moisture Content:
Number of Blows:
Sample No: TP2-S1
Date: 13 -Mar -08
Technician: John D.
1
21
3 4 5 6
8
9'
10
28.885
'27-.76
30.85
25.41
24.56
26.7
3.48
3.20
4.1.5
15.39
15.55
15.09
10.02
9.01
11.61
34.68%
35.52%
35.75%
30
25
20
Liquid Limit, LL IPlastic Limit, PL
35 26
Plastic Limit:
Trial Number:
Tin Label:
Wet Weight + Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare:
Weight of dry soil:
Plasticity Index, PI ..
9
-Bellow A Line
�
... �■mss
Sieve Analvsis - Combined
client:.
Dan Andreasen
Address:
1200 W East Ave
City, State, zip:
Chico, CA 95926
Attn.:
Dan Andreasen
Project:
Clean-Rite/Build-Rite
Sample source:
Sampled by ATC
Sample Description:
100.0%
Sample location:
Test Pit 2, Sample 3
Sample depth:
taken at minus 6-6"
100.0%
23,769.0 g
0.0 g
Start Wt, Course:
Start Wt. fine:
' 496.6 g
21/2
Sample No: TP2-S3
Date: 11 -Mar -08
Tech: B. Carter
Sieve Size
Weight Retained
Percent retained
Cumulative Percent Specified
Retained 'Passing
41/2
100.0%
4
100.0%
31/2
100.0%
3
0.0 g
100.0%
21/2
0.06
100.0%
2
0.0 g
100.0%
1 112
0.0 q
100.0%
1
0.0 g
100.0%
3/4
0.0 g
100.0%
1/2
0.0 g
100.0%
3/8
24.5
0.1%
0.1%
99.9%
#4
9.8 g
0.0%
0.1%
99.9%
#8
1.2
0.2%
0.4%
99.6%
#16
4.8 g
1.0%
1.4%
98.6%
##30
16.4 q
3.3%
4.6%
95.4%
#50
56.1 g
11.3%
15.9%
84.1%
#100
71.2
14.3%
30.2%
69.8%
#200
100.5 g
20.2%
50.5%
49.5%
sand fraction SF 50.31%
gravel fraction GF 0.14%
S F/G F= 348.63
This test was performed according to Cal Trans Test 202
Sieve Analysis - Combined
Sample No: TP2-S3
Client:
Dan Andreasen
Date: 11 -Mar -08
Address:
1200 W East Ave
Tech: B. Carter
City, State, zip:
Chico, CA 95926
Attn.:
Dan Andreasen
Project:
Clean-Rite/Build-Rite
Sample source:
Sampled by ATC
Sample Description:
0
Sample location:
Test Pit 2, Sample 3
Sample depth:
taken at minus 6'-6"
Dio =
n/a
CU
D30 =
n/a
CC = n/a
D60'=1
n/a
GRADATION CURVE
U.S. STANDARD SIEVE OPENING
IN INCHES U.S. STANDARD SIEVE NUMBERS
H 100.0%
90.0%
80.0%
w
70.0%
�.
60.0%
W 50.0%
LL 40.0%
30.0%
z
20.0%
V
10.0%
w
a
100
10
1 0.1
0.01 0.001
GRAIN SIZE IN MILLIMETERS
Plasticity Index
Project: Clean-Rite/Build-Rite Sample No: TP3,-S1
Client: Dan Andreasen Date: 13 -Mar -08
Address 1200 W East Ave Technician: John D.
City, State, Zip: Chico, CA 95926
Attention: Dan Andreasen
Source: Sampled by ATC
Material Description: 0
Liquid Limit:
Trial Number:
Tin Label:
Wet Weight + Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare:
Weight of Dry Soil:
Moisture Content:
Number of Blows:
1
2
3 4 5 6
13
14-
15
31.371
31.819
30.274
27.22
27.49
26.25
4.15
4.33
4.02
15.172
15.2
15.338
12.048
12.29
10.912
34.45%
35.22%
36.88%
311
241
19
Liquid Limit, LL Plastic Limit, PL Plasticity Index, PI
35 1 17 19
Above A Lline
Plastic Limit:
Trial Number:
Tin Label:
Wet Weight + Tare:
Dry Weight + Tare:
Weight of Water:
Weight of Tare:
Weight of dry soil
10 100
number of blows
", y = -0.0016x + 0.4055
Expansion Index Test
Sample No:
TP3-S1 .
Client:
Dan Andreasen
Project:
Clean-Rite/Build-Rite
contact:
Dari Andreasen
Soil description:
0
Sample location:
Test Pit 3, Sample 1
Sample taken by:
Sampled by ATC
Depth of sample:
taken at minus V-6"
Moisture determination
Gross wet wt:
355.0
Gross dry wt:
319.2
Pan wt:
79.1
Net dry wt:
240.1
Moisture Loss:
35.8
Moisture content:
0.0085
Density determination
0.0120
Wt of soil & ring:
555.0
Tare of ring:
200.1
Net compacted soil wt:
354.9
Dry Density, pcf:
93.7
Saturation determination
Volume of solids:
0.555
Volume of water:
0.224
Volume of air:
0.221
Degree of saturation:
50.3%
Gross final wet wt: 388.9
Gross final dry wt: 379.8
Final moisture loss: 91.2
Final net dry wt: 300.7
Final moisture content: 30.3%
This test was performed per ASTM D-4829-88
Start
2
4
r
3/22/08 E
E
c
1(
11
12
1<
1�
1:
1(
1i
1f
1S
2(
Final
Date: 21-Mar=08
Tech: B. Carter
Time
Reading
10:00:00 AM
0.0000
11:00:00 AM
0.0031
1:00:00 PM
0.0061
2:00:00 PM
0.0075
3:00:00 PM
0.0085
8:00:00 AM
0.0120
9:00:00 AM
0.0120
10:00:00 AM
0.0120
10:00
0.0120
Expansion Index: 12
SIEVE ANALYSIS
Sieve Size
M Materials Testing, Inca .
2-1/2"
2"
T
17'
3/4"
1/2"
Road
865 Lotting Lane, Suite A
As Received
---.
78798ort
California 96002
Vacaville, California 95688
21.7
212.
-1116, fax 222-1611
(707) 4474025, fax 4474143
3
Client:
Applied Testing Consultants
JChent No:
0800=004.
11
3060.Th6mtree Drive, Suite 10
Report No:0300-005
Chico, CA' 95973
Date:
03/11/08
Project:
Clean Rite Building
Submitted by:
Client
Submitted Date!..
03/06/08
---
"R" VALUE TEST RESULTS (CTM -301)
Sample:
1 .
Description:. , Brown Clayey Sand
Location:
--- TP14
SIEVE ANALYSIS
Sieve Size
3"
2-1/2"
2"
1-1/2"
17'
3/4"
1/2"
3/8"
#4
As Received
---.
2
102.8
21.7
212.
0 0
15
3
---
Pass)...
130
0 0
11
As Used
---
Pass).
RESISTANCE VALUE
Specimen
Number
Dry Unit
Weight, PCF
Moisture.
N.
Exudation.
Pressure
(PSI)
Expansion.
-
Pressure DW
Readin & PSF
R -Value
1
107.4
19.5
314
0 0
20.
2
102.8
21.7
212.
0 0
15
3
101.0
23.1
130
0 0
11
R -Value @ 300 PSI Exudation Pressure = 20
R -Value @.Expansion.
Construction Materials Testing and Quality Control Services
f Soil - Concrete - Asphalt - Steel - Masonry