Report (2) EluPZ0e...0
Testing and Observations Report
GROUNDED PILES FOR PHOTOVOLTAIC PANEL FRAMES
Clean Water Services
16060 SW 85 Avenue
Tigard, Oregon
October 4, 2012
Terracon Project No. 82129250
RECE
DEC 2 4 2012
CITY OFTIGARD Prepared for:
RUNG Schletter Inc.
Tucson, Arizona
Prepared by:
Terracon Consultants, Inc.
Portland, Oregon
Offices Nationwide Established in 1965 I iiicor'i
Employee -Owned terracon.com
Geotechnical Environmental Construction Materials Facilities
October 4, 2012
lierracon
Schletter Inc.
3761 E. Farnum Place
Tucson, Arizona 85706
Attn: Martin Hausner
Chief Executive Officer
Ph: (520) 289 -8811
Email: martin.hausner @schletter.us
RE: Testing and Observations Report
Grounded Piles for Photovoltaic Panel Frames
Clean Water Services
16060 SW 85 Avenue
Tigard, Oregon
Terracon Project No. 82129250
Dear Mr. Hausner,
Terracon has completed field testing and data acquisition for the proposed Grounded Piles for
Photovoltaic Panel Frames to be located at the project site in Tigard, Oregon. This study was
performed in general accordance with our Master Service Agreement P63100188 dated April
29, 2010. The results of our testing and observations are attached.
The purpose of these services is to provide information relative to:
• subsurface soil conditions • vertical test data collection
■ site conditions • horizontal test data collection
This report includes the results of field testing conducted, and laboratory results from soil
samples collected at the site.
Responsive Resourceful Reliable 1
Testing and Observation Report 1 rrrracon
Clean Water Services Tigard, Oregon
October 4. 2012 Terracon Project No. 82129250
PROJECT DESCRIPTION
Five test piles were installed at the project site in an area where the production piles for support
of photovoltaic panels will be constructed. The test piles were installed for pull -out and/or lateral
resistance testing. The information gathered during this project will be used by Schletter to
determine the possible design depths of the production piles.
SITE CONDITIONS
The site is located at the Clean Water Services facility at 16060 SW 85 Avenue in Tigard,
Oregon. As indicated on the attached Test Pile Location Map, the photovoltaic panel frames
are proposed in an open grass field that appears to be previously graded and contains existing
fill areas on the west side of the Clean Water Services facility.
SITE EXPLORATION PROCEDURES
The scope of the services performed for this project included site reconnaissance, observation
of the test pile installation, collection of data during pile load tests, field exploration test pits, and
soil laboratory analysis. The pile load test methods, procedures and equipment were provided
by Schletter, Inc.
Field Observations: Terracon observed installation of five test piles on September 14, 2012.
The test piles were placed in four locations. The locations shown on the attached Test Pile
Location Map were selected by the client. Test pile TP -2 and retest pile TP -2A failed in vertical
pullout and therefore lateral testing was not completed on test pile TP -2 and retest pile TP -2A.
Groundwater conditions were evaluated at each pile location at the time of pile driving and test
pit excavation and are noted on the logs attached to this report. Test piles were advanced
approximately 7 to 8 feet below the existing ground surface with a rubber tracked GAYK HRE
1000 Hydraulic hammer rig. The following pile load tests were completed on the test piles.
Vertical Pile Load Tests: Vertical pull -out load testing was performed following a method
prescribed by the client on all of the five test piles. The pull -out procedure included securing a
bolt through the top of each test pile for loading with a hydraulic jack. The hydraulic jack was
placed in the center of the test pile between the bolt and a steel platform bearing on the ground.
For test pile 4 at (TP -4) the pile length was too long to jack from the ground surface, for this pull-
out test the GAYK was positioned parallel to the embedded pile and the hydraulic jack was
placed plumb to the test pile bearing on the GAYK. Uplift pressure was recorded from a
pressure gauge mounted on the hydraulic jack. Vertical displacement was measured at various
Responsive Resourceful Reliable 3
Testing and Observation Report lierracon
Clean Water Services Tigard, Oregon
October 4, 2012 Terracon Project No. 82129250
pressure increments from 20 to 190 bars from a dial gauge attached to the test pile. Vertical test
load and displacement data collected for each test pile is provided in Appendix B.
Horizontal Pile Load Tests: Horizontal load testing was completed by the client at three test
pile locations, TP -1, TP -3, and TP -4. After the completion of the uplift test, the GAYK was
positioned parallel to the embedded pile with the hydraulic jack oriented horizontally between
the GAYK and the test pile. Horizontal displacement was measured at various pressure
increments from 20 to 120 bars from a dial gauge attached to the test pile. The heights of the
hydraulic jack and the dial gauge were also measured. Horizontal test load and displacement
data collected for each test pile is provided in Appendix B.
Test Pit Observations: Test piles were excavated from the existing ground surface after the
completion of pile load testing. Test pits were excavated to depths of approximately 7 to 8 feet
below ground surface (bgs). The subsurface soil profile was logged and representative soil
samples were collected from the test pits. Test Pit Logs are provided in Appendix A.
RESULTS
Laboratory Testing: Selected soil samples were tested for Sieve Analysis and Atterberg limits
tests. Two composite soil samples were tested for resistivity and pH. Laboratory tests results
are shown on the test pit logs and provided in Appendix C.
Soil Conditions: Existing fill was encountered in all of the test pile locations and extended to
depths of approximately 2 to 4 feet below existing ground surface in test pits TP -1 and TP -4
excavated at the western portion of the site. Existing fill extended to the maximum depth
explored (8 feet) in test pits TP -2 and TP -3 excavated within the berm embankment area at the
eastern portion of the site. Existing fill was observed to consist of silt with sand and gravel and
contained organic debris. Native silt and sandy silt soils were observed underlying existing fill in
test pits TP -1 and TP -4. The subsurface soil profile was logged and representative soil samples
were collected from the test pits. Test Pit Logs are provided in Appendix A.
Pile Support on Existing Fill
Pile support of the racking system in areas containing variable fill conditions as observed at the
site has a high risk of not performing as expected. The risk of unforeseen conditions cannot be
eliminated without embedding the piles completely through existing fill to sufficient depths for
support, but can be reduced by performing additional testing and evaluation. We recommend
further investigation and testing of the production piles for the racking system.
Groundwater Conditions: Groundwater was not observed in test pits at the time of field
exploration. These observations represent groundwater conditions at the time of the field
Responsive Resourceful Reliable 4
Testing and Observation Report 1FFrracon
Clean Water Services Tigard, Oregon
October 4, 2012 • Terracon Project No. 82129250
exploration and may not be indicative of other times, or at other locations. Groundwater
conditions can change with varying seasonal and weather conditions, and other factors.
Field Test Data: Results of the vertical and horizontal load tests are presented in Appendix B.
GENERAL COMMENTS
This report was generated exclusively for Schletter, Inc., Solar Mounting Systems, 3761 E.
Farnum Place, Tucson, AZ 85706, U.S.A. (Schletter), which holds any and all rights to this
report. All results presented in this report were obtained with the proprietary pile profile
manufactured by Schletter and based on testing protocols specifically prescribed by Schletter.
Extrapolation of the data for use with different profile geometries manufactured by others is
prohibited. Additionally, interpretation of the data provided in this report for comparison to any
other refined test procedures is not considered valid. If you have received this report as basis
for calculations for mounting systems other than the ones by Schletter, please inform Schletter
immediately at +1- 520 - 289 -8700 and forward all reports and documents you received to
Schletter. If you are using this report for design calculations without the permission of Schletter
or its client, you are rendering yourself liable to prosecution in accordance with the
nondisclosure agreement between Schletter and its clients.
No engineering analyses were performed for this report due to the limited scope of services and
purpose of the report. No engineering recommendations are presented in this report. This report
does not reflect variations that may occur between test pits or test pile locations, across the site,
or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that evaluation and recommendations can be provided.
We appreciate being of service to you in the geotechnical engineering phase of this project. If
you have any questions concerning this report or any of our testing, inspection, design and
consulting services, please do not hesitate to contact us.
Sincerely,
Terracon Consultants, Inc.
PR OfFs s oy
rs0. awit:
•R '
Michael A. Kath, P.E. 'qN ;�.� ° �� Kristopher T. Hauck, P.E.
Project Engineer 4/4, -NEL p. ' ' Office Manager
Attachments: EXPIRES: I -1 " 1
Responsive Resourceful Reliable 5
Testing and Observation Report lierracon
Clean Water Services Tigard, Oregon
October 4, 2012 Terracon Project No. 82129250
APPENDIX A Test Pile Location Map
Logs of Test Pits
General Notes
Unified Soil Classification System
APPENDIX B Vertical Test Data
Horizontal Load Test Data
APPENDIX C Results of Laboratory Testing
APPENDIX D Site Photos
Responsive Resourceful Reliable 4
APPENDIX A
SIM 4111111
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I- 111, 1.- w a a 19� """"i'll 1111
PROPOSED PHOTOVOLTAIC PANEL FRAMES
I ! u l `E1� � EE ''�i 1
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LEGEND 4,-
% TP -1 TEST PILE AND TEST PIT NUMBER ,,�,.,,, ®
D
AND APPROXIMATE LOCATION D'"" MAK �� CLEAN WATER SERVICES
TEST PILE LOCATION MAP E n on
0H5 1 Consulting rr r � •
«��' MN.. Engineers 16060 SW S5 AVENUE A_1
MAIL 82129250 A"1
DNORAN IS FOR GENERAL LOCATION ONLY AND R NOT •10lEY Wy,Om Ra�110RlRPm
'W'°"�„ TIGAR D. OREGON
INTENDED FOR CONSTRUCTION PURPOSES
KTH h� 7,74 P•I FAX MOB
TEST PIT LOG NO. TP -1 Page 1 of 1
PROJECT: Clean Water Services, Ground CLIENT: Schletter, Inc.
Mount PV System
SITE: 16060 SW 85th Ave.
Tigard, Oregon
~ ATTERBERG
LOCATION See Exhibit A -2 w Z d Y a e LIMITS
> > [n (n _ 0 a - — O H� . > _V H O w Z
= F �> � 0 7 = =' E �Z <
a
w H w w m> 3 0 LL -PL -PI
Approximate Surface Elev: 180 (Ft.) +/- ❑ < m < g o O
DEPTH ELEVATION (Ft.) H
O••• FILL - SILT WITH SAND AND GRAVEL , brown, 9 - inch
• • rootzone
•
♦•
• ,•,•
O.
•p - —
•p•
•�•�
•p
•
••O
•
!•!•! 2.0 178 + /-
SILT WITH FINE SAND (MU, gray to with brown mottling
- - -- -
N
a ., ;fdY 3,000 27 30 -23 -7
a
N
•
w
H
H
O
❑
O
CL —
q
vi
0
0
H
a
H
w 5—
H .
0
N
N
D]
J 6.0 174 +1 -
t. t) . SILTY FINE SAND (SMI, gray to brown
o I • 6.0 4,700 (HP) 25
O 1
co
c)
w , • - 8.0 172+/ -
H Test Pit Terminated at 8 Feet
0
0
a
w
5
0
0
2
0
U
• Stratification lines are approximate. In -situ, the transition may be gradual.
LL Advancement Method: See Exhibit Testing Report for description of Notes:
Backhoe field procedures
See Appendix B for description of laboratory
procedures and additional data, (if any).
z Abandonment Method: See Appendix C for explanation of symbols and
Borings backfilled with soil cuttings upon completion. abbreviations.
WATER LEVEL OBSERVATIONS
Test Pit Started: 9/14/2012 Test Pit Completed: 9/14/2012
m Groundwater not encountered
lierraco
n Excavator: John Deere 310K Operator: Schletter
4103 SE International Way, # 300
Portland, Oregon Project No.: 82129250 Exhibit A -2
TEST PIT LOG NO. TP -2 Page 1 of 1
PROJECT: Clean Water Services, Ground CLIENT: Schletter, Inc.
Mount PV System
SITE: 16060 SW 85th Ave.
Tigard, Oregon
o LOCATION See Exhibit A -2 w z a w a A U T M ITS
- LL W O I- W }- > v _
J Q J W
a a W � 0 co y Q W
W w o O¢ ? Z LL -PL -PI
Approximate Surface Elev: 190 (Ft.) +/- O a m a LL a> O
0
O O U
DEPTH ELEVATION (Ft.) r
�O•'• FILL - SILT WITH SAND , trace gravel, light brown,
•••• 14 -inch root zone ryY
• ••••••
N • • • • • ••
. • •O•• •
• a
v
�• •'• 6,000
(HP)
o ■*::*
o
vi j•••
P&
•
N
∎•• • • m
•
• organics (root hairs and small woody debris), trace gravel,
gray, moderate to strong organic odor �
• �
6.3 3,800 25
•
CC Q -
w 41 '►8.0 182+/ -
Test Pit Terminated at 8 Feet
cc
cc
0
0
W
w
5
4'
Q
0.
U-
U-
3
W
Stratification lines are approximate. In -situ, the transition may be gradual.
a.
w _
Ux Advancement Method: See Exhibit Testing Report for description of Notes:
Backhoe field procedures
0
See Appendix B for description of laboratory
procedures and additional data, (if any).
o Abandonment Method: See Appendix C for explanation of symbols and
co Borings backfilled with soil cuttings upon completion. abbreviations.
° WATER LEVEL OBSERVATIONS
i Test Pit Started: 9/14/2012 Test Pit Completed: 9/14/2012
m Groundwater not encountered
iferracon
Excavator: John Deere 310K Operator: Schletter
N 4103 SE International Way, # 300
Portland, Oregon Project No.: 82129250 Exhibit A-3
TEST PIT LOG NO. TP -3 Page 1 of 1
PROJECT: Clean Water Services, Ground CLIENT: Schletter, Inc.
Mount PV System
SITE: 16060 SW 85th Ave.
Tigard, Oregon
LOCATION See Exhibit A -2 w z y a r > - S AT CO In
U LL O F- W I- O W
Q W ,- {L
a w W w 0 . W w n o O< 3 Z LL-PL-PI
Approximate Surface Elev: 189 (Ft.) +!- p ¢ m 4 LL K O
�O to O U
DEPTH ELEVATION (Ft.) 1-
•V• FILL -SILT WITH GRAVEL , organics (root hairs and
❖.•� grass)„ brown, 18 -inch root zone
•••• '6 3,000
• • • • • • (HP)
•� •it
4 •• •�
• • • %V
41 02.0 18z +l- .-
N � FILL - SILT WITH SAND , trace gravel, gray to with
.., brown mottling
a : ❖:! ,,-, -,' 4,500
pp! (HP)
-, • iii
r- •iii
8 • • • • • i •
o . ❖.:
u
�- •iii
'a •iii
I
U •.•■
1- 4Vit
r`i •
M OO •
AkP
XP
z • •••••.
X . •••••■ ;.0 181+1 -
1 - Test Pit Terminated at 8 Feet
I-
z
0
a
W
z
z
0
z
0
re
LL
❑
Stratification lines are approximate. In -situ, the transition may be gradual.
a
W -
rn Advancement Method: See Exhibit Testing Report for description of Notes:
'L Backhoe field procedures
o
n See Appendix B for description of laboratory
> procedures and additional data, (if any).
o Abandonment Method: See Appendix C for explanation of symbols and
to • Borings backfilled with soil cuttings upon completion. abbreviations.
0
WATER LEVEL OBSERVATIONS
Z
- Test Pit Started: 9/14/2012 Test Pit Completed: 9/14/2012
Ft
O Groundwater not encountered - 1 ierracon Excavator John Deere 310K Operator: Schletter
co
4103 SE International Way, # 300 -- - - --
Portland, Oregon Project No.: 82129250 Exhibit A-4
TEST PIT LOG NO. TP-4 Page 1 of 1
PROJECT: Clean Water Services, Ground CLIENT: Schletter, Inc.
Mount PV System
SITE: 16060 SW 85th Ave.
Tigard, Oregon
0 LOCATION See Exhibit A -2 w z a y ATTERBERG
IT K 0- ae
`� J r �J
U W
U O
°' o W W d w 4 m 0 ? CC O Z LL-PL-P1
Approximate Surface Elev: 182 (Ft.) +f- o ¢ m Q a O
DEPTH ELE (Ft.) O O� U
�•�•� FILL - SILT WITH SAND . trace gravel, brown
••Oi
•ii
— — -
•••
••••••
N •
a•
•••
C7 •••••
••• woody gray
44. trace wood debris, ra Y
•• 3.5 178.5 + / - 01 5,000
2 SILT (MLI. trace fine sand, dark brown (HP)
0
vi
8
5 —
trace gravel, brown to with orange and black oxidation
specks
22 29 -23 -6
-J I
w
0
0
J
7.0 175+/ -
Test Pit Terminated at 7 Feet
U)
z
0
cr
U)
w cc
u.
0
F-
H
0
t7
a
w
o:
Z
0
I
w
Stratification lines are approximate. In -situ, the transition may be gradual.
a.
w
Lo Advancement Method: See Exhibit Testing Report for description of Notes:
Backhoe field procedures
❑
See Appendix B for description of laboratory
procedures and additional data, (if any).
z Abandonment Method: See Appendix C for explanation of symbols and
Borings baddilled with sail cuttings upon completion. abbreviations.
En
C7
WATER LEVEL OBSERVATIONS
z Test Pit Started: 9/1412012 Test Pit Completed: 9/14/2012
Groundwater not encountered erracon
m
Excavator John Deere 310K Operator. Schletter
w 4103 SE International Way, # 300
Portland, Oregon Project No.: 82129250 Exhibit A-5
APPENDIX B
PROJECT
Project Name: Clean Water Services - Durham 7.000
Project Location: Tigard, OR 1
Project Number: 82129250
6.000
Pile No. 1 e TP -1 E
E 5.000
Horizontal Test Data '
E
Horizontal Horizontal S 4000
•
Horizontal Horizontal Displacement Displacement a
Pressure (bar) Force (kN) (inch) (millimeter) 0 3.000
0 0.0 0.000 0.000
20 2.9 0.031 0.787 i 2.000
40 5.8 0.071 1.803
60 8.8 0.120 3.048 t.000
80 11.7 0.159 4.039
100 14.6 0.206 5.232 0.000
120 17.5 0.258 6.553 0.0 5.0 10.0 15.0 20.0
HorktonW Force Q (kN)
Vertical Test Data 180
Vertical i
Displacement Vertical
Vertical Vertical (inches) Displacement 1.40
Pressure (bar) Force (kN) Cumulative (millimeter)
0 0.0 0.000 0.00 1.20
20 2.9 0.000 0.00 E
E
40 5.8 0.001 0.03 1 1.00
60 8.8 0.004 0.10
80 11.7 0.006 0.15 X 0.
100 14.6 0.009 0.23 w
120 17.5 0.016 0.41 °
140 20.4 0.021 0.53 - 8 0.60
160 23.4 0.036 0.91 0
180 26.3 0.043 1.09 1 0.40 -
190 27.7 0.059 1.50
0.20
Surface Conditions
Height of Dial Indicator 9.38 (inches) NA 0.0 5.0 10.0 15.0 20.0 26.0 30.0
Height of Jack 23 (inches) NA Vertical Force C (kN)
Embedment Depth 84 (inches) NA
' Vertical and horizontal test procedures based on protocols specified by Schletter. Inc.
PROJECT
Project Name: Clean Water Services - Durham 1.2 _ _ — i
Project Location: Tigard, OR
Project Number: 82129250
1
Pile No. 2 @ TP -2 e
E
Hor Test Data 1
Horizontal Horizontal
•
Horizontal Horizontal Displacement Displacement 0.6 - -
Pressure (bar) Force (kN) (inch) (millimeter) c
0 No Horizontal deflection test was performed 1 0.4
due to the vertical test failure.
x °
0.2
0
0.0 5.0
Horizontal Force Q (kN)
Vertical Test Data -
25.00 — —
Vertical
Displacement Vertical
Vertical Vertical (inches) Displacement
Pressure (bar) Force (kN) Cumulative (millimeter) 20.00
0 0.0 0.000 0.00
20 2.9 0.004 0.10 E
E
40 5.8 0.045 1.14 '
50 7.3 0.816 20.73 E ts.00
e
Test stopped at 50 bar due to displacement
exceeding 0.75 inch 1 10.00 -
5.00
Surface Conditions 0.00
Height of Dial Indicator n/a (inches) NA 0.0 5.0 10.0
Height of Jack n/a (inches) NA Vertical Force Q (kN)
Embedment Depth 84 (inches) NA 1
' Vertical and horizontal test procedures based on protocols specified by Schletter, Inc.
PROJECT
Project Name: Clean Water Services - Durham 1.2
Project Location: Tigard, OR
Project Number: 82129250
1 - —
Pile No. 2A e TP -2 i I
Horizontal Test Data
Horizontal Horizontal
Horizontal Horizontal Displacement Displacement • ° 01
Pressure (bar) Force (kN) (inch) (millimeter) c
0 No Horizontal deflection test was performed
04
due to the vertical test failure. z
0.2
0
0.0 5.0
Horizontal Force Q (kN)
Vertical Test Data 25.00
Vertical
Displacement Vertical
Vertical Vertical (inches) Displacement ,
Pressure (bar) Force (kN) Cumulative (millimeter) 20.00
0 0.0 0.000 0.00
20 2.9 0.000 0.00 E
40 5.8 -0.005 -0.13 E 15.00
J
60 8.8 -0.004 -0.10 I
80 11.7 0.243 6.17
90 13.1 0.778 19.76 1 to.00
g
Test stopped at 90 bar due to displacement
exceeding 0.75 inch i 5.00
>
0.00• •
Surface Conditions 00 5.0 1ti.0 If .0
Height of Dial Indicator n/a (inches) NA __ I
Height of Jack n/a (inches) NA 5.00 Vertical Force Q (kN)
Embedment Depth 96 (inches) NA
' Vertical and horizontal test procedures based on protocols specified by Schletter. Inc.
PROJECT
Project Name: Clean Water Services - Durham 9.000
Project Location: Tigard, OR
Project Number: 82129250 8.000
Pile No. 3 @ TP -3 e 7.000
E
Horizontal Test Data m 6.000
E
Horizontal Horizontal 5.000 -
Horizontal Horizontal Displacement Displacement N
Pressure (bar) Force (kN) (inch) (millimeter) o 4.000
0 0.0 0.000 0.000 c 3.000
20 2.9 0.026 0.660 z
40 5.8 0.099 2.515 1 2.000
60 8.8 0.152 3.861
80 11.7 0.205 5.207 1.000
100 14.6 0.254 6.452 0.000 '
120 17.5 0.300 7.620 0.0 5.0 10.0 15.0 20.0
Horizontal Force Q (kN)
Vertical Test Data
3.00 --
Vertical
Displacement Vertical '
Vertical Vertical (inches) Displacement 2.50
Pressure (bar) Force (kN) Cumulative (millimeter)
0 0.0 0.000 0.00
20 2.9 0.001 0.03 E 2.00
40 5.8 0.003 0.08
60 8.8 0.005 0.13
80 11.7 0.007 0.18 I 150
100 14.6 0.010 0.25
120 17.5 0.020 0.51
140 20.4 0.033 0.84 i 100
160 23.4 0.051 1.30
180 26.3 0.089 2.26
190 27.7 0.111 2.82 0.50
Surface Conditions
0.00 •
Height of Dial Indicator 10.13 (inches) NA 0.0 5.0 10.0 15.0 20.0 25.0 30.0
Height of Jack 22 (inches) NA Vertical Force Q (kN)
Embedment Depth 96 (inches) NA
Vertical and horizontal test procedures based on protocols specified by Schletter, Inc.
PROJECT
Project Name: Clean Water Services - Durham 7.000 -
Project Location: Tigard, OR - -
Project Number: 82129250
6.000 l - -
Pile No. 4 • TP -4 'e
E 5.000
Horizontal Test Data E
H Horizontal 4.000 -
Horizontal Horizontal Displacement Displacement a
Pressure (bar) Force (kN) (inch) (millimeter) i3 3.000
0 0.0 0.000 0.000 D
20 2.9 0.022 0.559 c 2.000
40 5.8 0.063 1.600 q
60 8.8 0.104 2.642 1.000
80 11.7 0.150 3.810
100 14.6 0.185 4.699 0.000
120 17.5 0.231 5.867 11 6.0 10.0 15.0 20.0
Horizontal Force Q (kN)
Vertical Test Data 025
----1
Vertical
Displacement Vertical
Vertical Vertical (inches) Displacement
Pressure (bar) Force (kN) Cumulative (millimeter) 0.20
0 0.0 0.000 0.00
20 2.9 0.000 0.00 E
E
40 5.8 0.001 0.03
60 8.8 0.002 0.05 E 0.15
80 11.7 0.002 0.05 • !
100 14.6 0.003 0.08
120 17.5 0.003 0.08 _ 0.10 -
140 20.4 0.004 0.10
160 23.4 0.005 0.13
180 26.3 0.008 0.20
190 27.7 0.009 0.23 0.05 - -- f ±
Surface Conditions
0.00♦
Height of Dial Indicator 8.81 (inches) NA 0.0 5.0 10.0 15.0 20.0 25.0 30.0
Height of Jack 19 (inches) NA Vertical Force 0 (kN)
Embedment Depth 84 (inches) NA
Vertical and horizontal test procedures based on protocols specified by Schletter. Inc.
APPENDIX C
,
ATTERBERG LIMITS RESULTS
ASTM D4318
60
50
P
A 40
C (+
• 30
Y v
O
N 20 0 —
D
E G� MH or OH
X
10
CL-ML ML or OL
0
0 20 40 60 80 100
° LIQUID LIMIT
Boring ID Depth LL PL PI Fines USCS Description
o • TP -1 2.0 30 23 7 ML SILT
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PROJECT: Clean Water Services, Ground
Mount PV System PROJECT NUMBER: 82129250
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SITE: 16060 SW 85th Ave. 1 f'rracon CLIENT: Schletter, Inc.
Tigard, Oregon
0 4103 SE International Way, # 300
5 Portland, Oregon EXHIBIT: B -1
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 1-'1e" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin - Walled Tube — 2' O.D., 3" O.D., unless otherwise noted PA Power Auger (Solid Stem)
RS: Ring Sampler - 2.42"1.D., 3" O.D., unless otherwise noted HA Hand Auger
DB: Diamond Bit Coring - 4 ", N, B RB: Rock Bit
BS: Bulk Sample or Auger Sample WB Wash Boring or Mud Rotary
The number of blows required to advance a standard 2 -inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18 -inch
penetration with a 140 -pound hammer falling 30 inches is considered the "Standard Penetration" or "N- value°.
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level WS: While Sampling BCR: Before Casing Removal
WCI: Wet Cave in WD: While Drilling ACR: After Casing Removal
DCI: Dry Cave in AB: After Boring N /E: Not Encountered
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In
low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils
have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as Gays if they are
plastic, and silts if they are slightly plastic or non - plastic. Major constituents may be added as modifiers and minor constituents may
be added according to the relative proportions based on grain size. In addition to gradation, coarse- grained soils are defined on the
basis of their in -place relative density and fine- grained soils on the basis of their consistency.
CONSISTENCY OF FINE - GRAINED SOILS RELATIVE DENSITY OF COARSE - GRAINED SOILS
Unconfined Standard Penetration Standard Penetration
Compressive or N -value (SS) Consistency or N -value (SS) Relative Density
Strength, Qu, psf Blows/Ft. Blows/Ft.
< 500 0 —1 Very Soft 0 — 3 Very Loose
500 —1,000 2 — 3 Soft 4 — 9 Loose
1,000 - 2,000 4 — 6 Medium Stiff 10 — 29 Medium Dense
2,000 — 4,000 7 —12 Stiff 30 — 49 Dense
4,000 — 8,000 13 — 26 Very Stiff 50+ Very Dense
8,000+ 26+ Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s) Percent of Major Component
of other constituents Dry Weight of Sample Particle Size
Trace 0 —14 Boulders Over 12 in. (300mm)
With 15 — 29 Cobbles 12 in. to 3 in. (300mm to 75mm)
Modifier 30+ Gravel 3 in. to #4 sieve (75mm to 4.75mm)
Sand #4 to #200 sieve (4.75 to 0.075mm)
Silt or Clay Passing #200 Sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s) Percent of Plasticity
of other constituents Dry Weight Term Index
Trace 0 — 4 Non - plastic 0
With 5 —12 Low 1 —10
Modifier 12+ Medium 11 — 30
High 30+
Exhibit C -1
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group Group Name B
Symbol
Gravels: Clean Gravels: Cu Z 4 and 1 s Cc s 3 E GW Well-graded gravel F
More than 50% of Less than 5% fines C Cu < 4 and /or 1 > Cc > 3 GP Poorly graded gravel F
coarse fraction retained Gravels with Fines: Fines dassify as ML or MH GM Silty gravel F•G•"
Coarse Grained Soils: on No. 4 sieve More than 12% fines C Fines dassify as CL or CH GC Clayey gravel F.G•H
More than 50% retained
on No. 200 sieve Sands: Clean Sands: Cu >_ 6 and 1 s Cc 5 3 E SW Well -graded sand 1
50% or more of coarse Less than 5% fines ° Cu < 6 and/or 1 > Cc > 3 E SP Poorly graded sand'
fraction passes No. 4 Sands with Fines: Fines classify as ML or MH SM Silty sand G• "1
sieve More than 12% fines ° Fines dassify as CL or CH SC Clayey sand G• "•I
PI > 7 and plots on or above "A" line' CL Lean day Kl
Inorganic: K3-14 Silts and Clays: PI < 4 or plots below "A" line"' ML Silt
Liquid limit less than 50 Liquid limit - oven dried Organic day KI.M•"
Fine - Grained Soils: Organic: Liquid limit - not dried < 0.75 OL Organic silt KL-rn
50% or more passes the K
No. 200 sieve PI plots on or above "A° line CH Fat day
Inorganic:
Silts and Clays: PI plots below "A" line MH Elastic Silt KLM
Liquid limit 50 or more Liquid limit - oven dried Organic day KI-M
Organic: < 0.75 OH KU"
limit - not dried Organic silt
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3 -in. (75 -mm) sieve " If fines are organic, add "with organic fines" to group name.
B If field sample contained cobbles or boulders, or both, add "with cobbles I If soil contains Z 15% gravel, add "with gravel" to group name.
or boulders, or both" to group name. " If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay.
C Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded K If soil contains 15 to 29% plus No. 200, add "with sand° or "with gravel,"
gravel with silt, GW -GC well- graded gravel with day, GP-GM poorly whichever is predominant.
graded gravel with silt, GP-GC poorly graded gravel with day. L If soil contains z 30% plus No. 200 predominantly sand, add "sandy" to
° Sands with 5 to 12% fines require dual symbols: SW -SM well -graded group name.
sand with silt, SW-SC well -graded sand with day, SP-SM poorly graded M If soil contains z 30% plus No. 200, predominantly gravel, add
sand with silt, SP-SC poorly graded sand with day "gravelly" to group name.
z 1 ' PI z 4 and plots on or above "A° line.
E Cu = Deo/D,o Cc = (D�) ° PI < 4 or plots below "A" line.
D1,, x D P PI plots on or above "A" line.
F If soil contains z 15% sand, add "with sand" to group name. ° PI plots below "A" line.
G If fines classify as CL -ML, use dual symbol GC-GM, or SC-SM.
60 I I 1 I
For classification of fine - grained Li
soils and fine - grained fraction
5 0 . coarse - grained soils — •���,'' "e
Equation of "A" - line + J�'� op.
IT Horizontal at P1=4 to LL =25.5.
W 40 — then PI =0.73 (LL -20) — #411‘ i ' �l
p Equation of "U" line
Z Vertical at LL =16 to P1=7, Cr
30 ` then PI=0.9 (LL-8) ,,
v ' O •
I= m ot
SQ. 20 G MH or OH
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10 —
7 r _ I
4
,. CL' ML ` ML or OL
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0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
Exhibit C -2
APPENDIX D
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Figure 3: Horizontal load test
Figure 1: Vertical load test
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Figure 2: Preparing to drive test pile looking to Figure 4: Preparing to drive test pile looking
north across the site southeast across the site