230421-PO-City-Hall-Addendum-02-002City of Port Orchard
City Hall Building Improvements
ADDENDUM #2
April 21, 2023
TO ALL BIDDERS:
The Bid Documents issued April 7, 2023 for the project noted above are amended by this
Addendum #2.
Receipt of this addendum shall be acknowledged by inserting its number in the space provided
on the bid form.
PROJECT MANUAL ITEMS
ITEM 1. Geotech Report is attached.
END OF ADDENDUM #2
GEOTECHNICAL ENGINEERING REPORT
SOLAR PANEL ARRAY
DEEP FOUNDATION ASSESSMENT
216 PROSPECT STREET
PORT ORCHARD, WA 98366
PORT ORCHARD, WA
CLIENT:
Jason Ritter-Lopatowski
Rice Fergus Miller, Inc.
275 5t' Street, Suite 100
Bremerton, WA 98337
BY:
N.L. OLSON AND ASSOCIATES, INC.
2453 BETHEL AVE. SE
PORT ORCHARD, WA 98366
(360) 876-2284
Project Jpl237-22
� R. f
�ov wAsyI��J,
3
359
is
JANUARY 2023
� N.L. OLSON &ASSOCIATES, INC.
ENGINEERING, PLANNING AND SURVEYING
January 6, 2023 Project Number: 12237-22
Attn: Jason Ritter-Lopatowski
Rice Fergus Miller, Inc.
275 5' Street, Suite 100
Bremerton, WA 98337
Subject: Geotechnical Engineering Report
Solar Panel Array
Deep foundation Assessment
216 Prospect Street
Port Orchard, WA 98366
Parcel Numbers: 4650-008-001-0106
Mr. Ritter- Lopatowski,
The scope of N.L. Olson and Associates, INC. (NLO)'s work included a review of available site
information (including air photos, and geologic maps), engineering analyses, subsurface
exploration data, and report preparation.
We appreciate the opportunity to be of service to you on this and potential future projects. If we
can be of further assistance or if you have any questions regarding this project, please contact
our office.
Sincerely,
esley. . J � ns .
Geotechnical Engineering Services Manager
P.O. Box 637. 2453 Bethel Avenue 9 Port Orchard, Washington 98366
Phone: 1(800) 755-1282 • Fax: (360) 876-1487
\\SERVER-HOST\Shared Folders\Users\wjohnson\project folder\Project Folder\12237 COPO solar array\geo report mod.docx
TABLE OF CONTENTS
INTRODUCTION.............................................................................................................I
SITELOCATION.....................................................................................................................1
EXISTINGCONDITIONS........................................................................................................1
PROPOSED CONSTRUCTION...............................................................................................1
FIELDINVESTIGATION..........................................................................................................1
SiteSoil Conditions.................................................................................................................................2
SubsurfaceWater...................................................................................................................................2
LaboratoryTesting..................................................................................................................................2
AVAILABLE GEOLOGIC INFORMATION................................................................................2
Washington Division of Geology and Earth Resource............................................................................2
USDASoil Conservation Service............................................................................................................2
Kitsap County Washington, Geologic Map Unit......................................................................................3
SEISMIC..................................................................................................................................
3
Seismic Ground Shaking Parameters.....................................................................................................3
SoilLiquefaction......................................................................................................................................3
SEISMIC FAULT LINES REVIEW...........................................................................................4
CONCLUSIONS AND RECOMMENDATIONS...............................................................4
SITE PREPARATION AND GRADING....................................................................................4
AXIALSUPPORT....................................................................................................................5
STRUCTURALFILL................................................................................................................6
SURFACE RUNOFF AND PERCHED GROUND WATER.......................................................6
EROSION............................ ........................ ............................................................................
6
TEMPORARY AND PERMANENT SLOPES...........................................................................7
REPORTLIMITATIONS..................................................................................................7
PROJECT LOCATION MAP................................................................................ FIGURE 1
SITE PLAN (EXISTING)..................................................................................... FIGURE 2
SITEPLAN (PROPOSED)............................................................................. . FIGURE 3
PILECAP.......................................................................................................FIGURE 4
SCSMAPPING...............................................................................................FIGURE 5
LIQUEFACTION MAPPING...........................................................................FIGURE 6
APPENDIX A — BORING LOG
APPENDIX B — SUPPORTING PILE DATA AND CALCULATIONS
P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone: 1(800) 755-1282 • Fax: (360) 876-1487
GEOTECHNICAL ENGINEERING REPORT
SOLAR PANEL ARRAY
DEEP FOUNDATION ASSESSMENT
216 PROSPECT STREET
PORT ORCHARD, WA 98366
PORT ORCHARD, WA
INTRODUCTION
NLO's scope of work included a review of available geological site information, subsurface
exploration program, deep foundation engineering, and construction recommendations as
presented in this report.
SITE LOCATION
The property is located by the address of 216 Prospect Street, Port Orchard WA 98366, and
situated in Section 26, of Township 24 North Range 1 East, Willamette Meridian, Kitsap County
Washington. The site location is shown on the Vicinity Map, Figure 1.
EXISTING CONDITIONS
The project area is rectangular in shape and extends roughly 130 feet north of Kitsap Street and
bound by Prospect Street to the east, to the south by Kitsap Street, by Cline Street SW and Bay
Street to the west. The subject area currently houses a generator within a detached 500 sf
building with paved parking and an access drive residing to the west, north, and east. The site's
existing conditions are illustrated on the Site Plan, Figure 2.
The site's topography is relatively level across the subject area that was previously benched into
a hillside for placement of the parking area and detached buildings that support courthouse.
The area the perimeters the project area has been vegetated with deciduous trees and other
landscaping to the west, south and east.
PROPOSED CONSTRUCTION
NLO understands that the new solar panel array structure is 20 feet by 40 feet with the long
dimension trending east to west. For foundation support, the proposed structure will utilize six
(6) pile caps each supported by four pin piles. The desired allowable axial capacity is 60 kips
for of each pile cap location. The site's proposed building area is illustrated on the Site Plan,
Figure 3. The proposed pile cap configuration is provided on Figure 4.
FIELD INVESTIGATION
The site soil conditions were explored on July 14, 2022, by drilling one (1) boring to a maximum
depth of 76.5 feet below ground surface (bgs). Advanced Drill, Inc., was subcontracted and
performed drilling operations with a D50 track mounted Drill Rig. The approximate boring
location is shown on the attached Site Plan, Figure 2. The boring log is included in Appendix A
of this report.
P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone: 1(800) 755-1282 • Fax: (360) 876-1487
Project No.: 12237-22
January 6, 2023
Paae No. 2
Site Soil Conditions
Fill soil were encountered that ranged down to about five (5) feet below ground surface (bgs).
The fill consisted of a medium dense silty sand with gravel underlain by a lean clay (CL). The
clay was saturated with a consistency that was very soft to medium stiff to a depth of 15 bgs.
Around 20 feet bgs, elastic silt (MH) was encountered that extended down to roughly the
termination depth of this boring. The consistency of the elastic silt ranged from stiff to hard and
was underlain by a wet, dense sandy silt (ML) at the boring termination of 76.5 feet.
Subsurface Water
during drilling operations, saturated soils were encountered 5 feet to 15 feet bgs and again at 75
feet bgs.
Laboratory Testing
To aid in classifying the soils and to determine general soil gradation, laboratory tests were
performed on selected representative samples. Phoenix Soil Research in Kingston,
Washington was retained to provide geotechnical laboratory analysis. The results of the
laboratory testing have been presented in Appendix A.
AVAILABLE GEOLOGIC INFORMATION
Washington Division of Geology and Earth Resource
The Washington Division of Geology and Earth Resource (WDGER), Geologic Map of
Washington — Northwest Quadrant, dated 2002, indicates that the site is mapped as Quaternary
sediments, dominantly glacial drift and includes alluvium. Glacial till consists of an unsorted,
unstratified, highly compacted mixture of clay, silt, sand, gravel and boulders deposited by
glacial ice.
USDA Soil Conservation Service
The USDA Soil Conservation Service (SCS) classifies the site's native soils as (16) Harstine
gravelly ashy sandy loam, 6 to 15 percent slopes and (63) Urban Land — Alderwood Complex,
0-8 percent slopes. We have discussed the soil types comprising the surface soils in the
following and provided the SCS mapping of the area on Figure 5.
(16) Harstine gravelly ashy sandy loam, 6 to 15 percent slopes, Permeability of this Harstine soil
is moderate to the hardpan and very slow through the pan. The available water capacity is low.
The effective rooting depth ranges from 25 to 40 inches. Runoff is medium, and the hazard of
water erosion is moderate. A perched water table develops for short periods during the rainy
season in winter and spring. However, the seasonal perched water table is of short duration
because water flows laterally above the cemented pan and seeps at the bottom of slopes.
63) Urban Land — Alderwood Complex, 0-8 percent slopes, Permeability of this Alderwood soil
is moderately rapid above the hardpan and very slow in the pan. The available water capacity is
low. The effective rooting depth ranges from 20 to 40 inches. Matting of the roots directly above
P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone: 1(800) 755-1282 • Fax: (360) 876-1487
Project No.- 1223-7-22
January 6, 2023
Page No. 3
the hardpan is common. Runoff is slow, and the hazard of water erosion is slight. A perched
water table is at a depth of 2.5 to 3 feet during the rainy season in winter and spring.
Kitsap County Washington, Geologic Map Unit
NLO has reviewed Kitsap County Washington, Geologic Map Unit, Washington State
Department of Natural Resources, open file Report 2005-3 dated 2005, that indicates the
project area is underlain by Quaternary Alluvium.
Quaternary Alluvium (Qa), is unconsolidated or semi -consolidated alluvial clay, silt, sand,
gravel, and (or) cobble deposits-, locally includes peat, muck, and diatomite; locally includes
beach, dune, lacustrine, estuarine, marsh, landslide, lahar, glacial, or colluvial deposits; locally
includes volcaniclastic or tephra deposits; locally includes modified land and artificial fill.
SEISMIC
Seismic Ground Shaking Parameters
NLO has reviewed the seismic design criteria per 2018 International Building Code (IBC) for
seismic zone, Site Class D, Risk Category 1/II/III, "Stiff Soil". The probabilistic ground motion
values (PGA) is based on the Site Coordinates 47.533453660N,-122.60019919°W and the
interpolated PGA and spectral acceleration are as provided in Table 1.
Seismic Ground Shaking Summary
Table 1
Probability Of exceedance
Approximate
Return Period
Spectral Acceleration (g), Site Class C
Period sec
ears
0.2 sec
1.0 sec
2% in 50 years
1 2475
1.633
0.565
International Building Code (IBC) NLO has reviewed the 2018 IBC to provide a design peak ground acceleration value for
the proposed construction based on a seismic zone, Site Class D.
Seismic Parameters
Values
Mapped Spectral Acceleration Short Period SS
1.633
Mapped Spectral Acceleration for One Second(Si)0.565
MCE Spectral Response Acceleration for short period SMS=SSxFa
1.633
MCE Spectral Response Acceleration for one second SM,=S,xFv
0.98
Desi n Spectral Response Acceleration for Short Period SDS=2/3xSMs
1.089
Design Spectral Response Acceleration for one second So1=2/3xSM1
0.654
Peak Ground Acceleration Design Peak MCEc=0.697
PGAMCEG=0.697/2=0.348
Site Modified Peak Ground Acceleration Design Peak MPca,M=0.767
PGAPGAm=0.654/2=0.383
Soil Liquefaction
NLO has reviewed the "Geologic Hazard Mapping, Seismic Fault Hazards, Kitsap County WA,
Map Publish Date Feb 23, 2017". The referenced liquefaction mapping indicated a high
susceptibility to liquefaction for this property. The liquefaction susceptibility Map of Kitsap
County indicates that the subject property is located along an area with a high potential of
liquefaction.
To generate the necessary ground acceleration to initiate liquefaction, an earthquake of
magnitude 5.0 or greater is typically needed and the liquefaction process is brought about by
seismic waves passing through poorly draining saturated granular soil. As the seismic wave
propagates through the stratum, the soil particles at the individual level are packed into a tighter
P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone- 1(800) 755-1282 • Fax: (360) 876-1487
Project No.: 12237-22
January 6, 2023
Page No. 4
arrangement decreasing the initial void space. Void space is the region between soil particles
where the pore water resides. As a result of the decreased void space, the volume decrease
has a corresponding water pressure increase also known as pore pressure increase. If the pore
pressure is substantial, and cannot be dissipated, the soil fluidizes (or liquefies) and loses its
load carrying ability.
The proposed project area is located within an area indicated as a potentially liquefiable site per
Kitsap County's Geologic Hazardous Mapping, Figure 6. NLO has reviewed the subsurface
exploration program, and determined that a saturated zone of fine-grained soil exists between 5
to 15 feet below ground surface. Given the high fines content of clay, the likelihood liquefaction
is low in this zone of saturated soil.
SEISMIC FAULT LINES REVIEW
NLO has reviewed the Geologic Hazardous Mapping, Kitsap County, WA dated February 23,
2017 that indicates the Seattle Fault is near the subject property. The Seattle Fault resides
roughly two (2) miles to the north. The Seattle Fault trends east to west from Hood Canal to the
Cascades, passing below Bremerton along the Bremerton ship yard, through Manchester and
Bainbridge Island into Seattle. This fault is capable of magnitude 7.1 seismic events with the
most recent seismic event occurring roughly 1,100 years ago.
CONCLUSIONS AND RECOMMENDATIONS
Following our review of City of Port Orchard, WA — Critical Areas 18.08.020 Geologically
hazardous area categories, (2) Areas of Geologic Concern, (e) Seismic areas subject to
liquefaction from earthquakes (seismic hazard areas). It's N.L. Olson's opinion that the soils
underlying the site have a low susceptibly to liquefaction.
However, it should be noted that if the proposed structure was constructed on a standard
shallow foundation system, the combination of building weight and self -weight of the underlying
saturated clay soils will consolidate and result in substantial settlement or cracking of concrete
flatwork.
In order to minimize future building settlement, NLO recommends pin pile support of the
proposed structure to include the floor slab. NLO has provided pin pile recommendations later
in this report.
SITE PREPARATION AND GRADING
All pavement, slab -on -grade, fill and/or building areas should be stripped of all organic soil,
existing fill and debris. However, deeper excavations may be required to remove previously
placed uncontrolled fill disclosed during proof roll operations. Deeper excavations may also be
required to remove large tree root -balls, old foundations, "filled in basement area", septic tanks
and associated drain fields. Stripped soils, contaminated with organics or debris, should be
wasted off site or used in landscape areas.
After site stripping and previously placed unsuitable fill removed, N.L. Olson recommends the
newly exposed subgrade should be proof rolled in parking lot areas. If necessary, compaction
may be necessary to achieve a firm, unyielding condition. As a preliminary guideline the
P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone: 1(800) 755-1282 • Fax: (360) 876-1487
Project No.: 12237-22
January 6, 2023
Paae No. 5
equipment should be of appropriate size and type capable of developing a minimum dynamic
compaction effort rating of at least 25,000 pounds with a static smooth drum weight of 13,000
pounds. Compaction of the stripped subgrade should be continued until field density tests
indicate a minimum compaction of 95% of the maximum dry density, as determined by ASTM
method D-1557, has been achieved in all fill, building, roadway, and parking areas. Soft or
weaving areas disclosed during proof rolling shall be excavated and replaced with compacted
structural fill. Areas, which are to be filled to bring the pavement grades up to the desired
elevation, should be filled with compacted granular material free from roots, trash or other
deleterious materials.
AXIAL SUPPORT
Pin piles consist of 3 and 4 inch diameter pipe driven with a jack hammer. We have provided a
chart below that provides the allowable capacity for the pin piles and hammer sizes. The 3 in
and 4 inch pin piles should consist of schedule 40 galvanized pipe. Pin piles are typically cut in
5 to 10 feet lengths with the ends cut perpendicular to the pipe. As the pin pile is advanced slip
couplers are added between the pipe sections.
NLO has assessed the underlying soil conditions and determined each pile cap comprised of
four (4) pin piles should provide the desired allowable axial capacity 60 kips. The top of pile
was analyzed 4.5 feet below present site grades. The recommended pile will have an inside
diameter of 4.0 inches and be of a schedule 40 pipe. Because of additional welding
requirements for shorter pipe sections, NLO has recommended that that 21 feet sections should
be used to decrease installation cost. For uplift capacity, 21 feet pile sections are
recommended to form up the recommended pile length of 37 feet and the pipe splice welded.
NLO recommends pile tips, should be fitted at the bottom of pile to maximize pile support.
Pin Pile Hammer Size and Refusal Criteria
Table 2
Pin Pile
Hammer
Allowable
Diameter
Size
Refusal Criteria.
Pile
Ibs
Capacity
3 inch
(Schedule
850
Less than one inch penetration for ten seconds of continuous driving at
7 tons
40
one thousand blows a minute for three cycles
4 inch
(Schedule
850
Less than one inch penetration for ten seconds of continuous driving at
10 tons
40)
one thousand blows a minute for three cycles
Slab -on -grade floors rely on non -pliant soil conditions and if a standard floor slab was placed on
present site soil conditions, N.L. Olson anticipates extensive cracking and settlement of the
concrete flat work. To minimize settlement, we recommend structurally connecting the floor
slab to the grade beams and pile caps. In areas that the distance between grade beams is
extensive, N.L. Olson is recommending additional slab support between the grade beams with
pin piles. For slab support, NLO recommends three (3) inch pin piles placed on a grid pattern
between the grade beams and pile caps.
Due to the slenderness of the pin piles, no lateral pile capacity should be assumed. In order to
achieve the pin piles allowable capacities please see the refusal criteria in the table below
identified as Pin Pile Hammer Size and Refusal Criteria in Table 2.
P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone: 1(800) 755-1282 • Fax: (360) 876-1487
Project No.: 12237-22
January 6, 2023
Paae No. 6
Note: The soil conditions were based on a single boring drilled 76.5 feet bgs to determine the
underlying soil conditions; however, there is a possibility of localized areas of unsuitable bearing
soils, i.e. peat or other unforeseen pliant soil conditions could be exist during pile driving
operations. If pliant soil conditions are encountered, the pile length recommendation 37 feet
may require adjustment, increased in length, to the granular soil conditions encountered at the
termination depth of the boring 76.5 feet.
The condition of the soil unit at the base of the pile should be verified by the geotechnical
engineer or NLO's designated representative during pile driving operations.
NLO should be provided with final plans for review to determine if the intent of our
recommendations has been incorporated or if additional modifications are needed.
STRUCTURAL FILL
Structural fill is defined as compacted fill placed under buildings or pavements that consist of
free draining gravelly sand having a maximum size of 1-1/2 inches and no more than 5.0% fines
passing the No. 200 sieve. Soils with a fine content greater than 5 percent passing the 200
sieve will degrade if exposed to excessive moisture and will not meet recommended compaction
requirements. All imported fill material should conform to the above recommendation
regardless of the site's weather conditions. All structural fill should be placed on a firm, properly
prepared subgrade in loose layers approximately 8 inches in thickness, conditioned to a
moisture content suitable for compaction, and compacted to 95% of the maximum dry density
as determined by ASTM D-1557 (Modified Proctor). All Structural fill material should be
submitted for approval to the Geotechnical Engineer at least 48 hours prior to delivery to the
site.
SURFACE RUNOFF AND PERCHED GROUND WATER
Only minor storm water related problems are anticipated if site grading and preparation are
undertaken during the normally drier portions of the year. If site work is undertaken during wet
weather, it should be expected that the near surface silty and fine-grained soils would become
over -saturated and unworkable. If the site work is undertaken during wet weather the contractor
should be fully prepared to deal with soil and water problems normally encountered in these
materials during wet weather work, including the filtering of runoff, as needed to prevent the
siltation of down slope areas. To aid in minimizing potential erosion, it is recommended that the
site not be stripped and left without erosion protection for an extended period of time prior to the
actual start of construction and/or landscaping. Silt fencing and other erosion control devices
and measures may be required to control water runoff over slope areas and sediment transport
off the site.
EROSION
It is our experience that this risk of erosion can be mitigated through normal landscaping and
the control of surface runoff. During construction and until fully surfaced and/or landscaped, the
exposed site soils may be subject to some erosion. Erosion of the exposed soils would be most
noticeable during periods of intense rainfall and may be controlled by the use of normal erosion
control measures, i.e., silt fences, hay bales, mulching.
P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone: 1(800) 755-1282 • Fax: (360) 876-1487
Project No.: 12237-22
January 6, 2023
Page No. 7
In a disturbed condition, the site soils may be eroded by channelized water or storm runoff from
sheet flow. Therefore, it is recommended that all site preparation and excavation work be
completed during the normally drier portion of the year. During periods of heavy rainfall, ditching
should be used to divert water away from stripped areas and visqueen should be used to cover
the slopes and soil stockpiles to aid in preventing excessive surface erosion. This covering also
aids in preventing infiltration of water into the unprotected soils. All disturbed soil areas and
slopes should be replanted with fast-growing, deep-rooted grass, shrubs and other ground
cover as soon after final grading as possible. If the vegetation is not fully established prior to the
onset of wet weather, the slopes should be covered with visqueen to aid in preventing excessive
erosion and water infiltration.
TEMPORARY AND PERMANENT SLOPES
As a preliminary guideline for temporary cuts less than 10 feet in height not including footing
subgrade areas, we recommend temporary slopes be made no steeper than 1 H:1V for the
dense granular soils and no steeper than 2H:1V in medium dense soils or structural fill placed
and compacted as outlined above. For temporary cut slopes in existing fill, topsoil, or loose
materials exceeding a vertical height of 10 feet, we recommend temporary slopes no steeper
than 1 1/2H:1V for the full height of the cut. Temporary slopes or excavations should be
benched as required by safety regulations in effect at the time of construction. These temporary
slope recommendations are for native soils and fill materials; flatter slopes may be required in
wet weather or if soil conditions other than those previously described are encountered. The
contractor should be aware that slope height, slope inclination, and excavation depths (including
utility trench excavations) should in no case exceed those specified in local, state, or federal
safety regulations; e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926,
or successor regulations. Such regulations are strictly enforced and, if not followed, the owner,
the contractor, or the earthwork or utility subcontractors could be liable for substantial penalties.
The contractor should be made responsible for the stability of all excavations and slopes during
construction because they are continually on site and can observe the stability of the exposed
soils. In addition, the contractor should be prepared to shore any unstable slope area and
provide shoring as required by local, state, or federal laws or codes. The provision of shoring
design recommendations is beyond the authorized scope of this report.
REPORT LIMITATIONS
This report has been prepared for the client regarding the subject property. Information
presented in this report has been collected and interpreted in a manner consistent with the level
of care and skill ordinarily exercised by members of the profession currently practicing under
similar conditions, and in accordance with sound and generally accepted principles consistent
with normal consulting practice. No other warranty, expressed or implied, including (but not
limited to) any warranty or merchantability or fitness for a particular use has been made.
In the event that change in the nature, design, or location of the proposed construction is made,
or any physical changes to the site occur, recommendations are not be considered valid unless
the changes are reviewed by NLO and conclusions of this report are modified or verified in
writing.
P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone: 1(800) 755-1282 • Fax: (360) 876-1487
Project No.: 12237-22
January 6, 2023
Paqe No. 8
NLO should be retained to provide geotechnical services during construction. This is to observe
compliance with the design concepts, specifications or recommendations and to allow design
changes in the event subsurface conditions differ from those anticipated prior to the start of
construction. We do not accept responsibility for the performance of the foundation or earthwork
unless we are retained to review the construction drawings and specifications, and to provide
construction observation.
P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366
Phone: 1(800) 755-1282 • Fax: (360) 876-1487
•.s ,�
f � I .�� - Y� .i .'1V� �•` •�t ib: .Y Mfi •. .Y�, r' ''
1 ' ate ,irk g � � a ii> I ^'�+�•,t� � �,, ���}� �'�' ;' �_'
� J• Yt
' •"„ - . t "io ` � } i �`iJf- .� '(ram
Sri � "`9F( hwy _ ,.,ikt" =" %�(: ►i' � x ,{
s
- i � ■ .," � BUJ r� l � 1 � �i _
+ir +qu
'1 `7
' •ate--.,��-� _ '�!}, 4j'y a � r
j4 <
"
s
I 'M
16
� t
a _
Orlh ex.
CJ
0.' •
i
.ram -a a --... .f-- •A'r'
F •
t�'+. °N•^ ~� fir_ •_+i:� I•"'.'W
wr'
�t j �{ -�• ���
to
77�
N
LLJ TO N mN
i
" N
T ZN
< 0:
0 0
O
Y O
C
O _ c� i
CO
O O
Q —_ (n
O Q
L
C
2) U) O
O L.L l j O
N U L N
N CO
0
I&
L
Z d i C�
fn M N N Q
5R 0-
w L c
M p Q
m'Q
acn °o�
a c a
m
~ c N
cC a
L
a Q
Nt
Q)
z
Ir o C3
C)
C:)
CO
0 CO
co
U) CY))
0 <
(D
(D
2) U) 0
LL Lo
0 E
0
0
JML-Jliw
� CL
17-
71�
LU
to
414'
cd
QL
>
--j CL IC�
w 4) CO CD
—J r +5
z
-4 2
a u-,
CL U) ch
Z
Z
<
fr > --If if 0ii
0
z
< 0 U) tu
4 0
z 70 L)
L 1, j
4) 0
U)
LL r
0
CL CL 0
0. 4) a.
a-
Uj cf)
<
0 a
- -
---------- ----- -----------
2� w
ei
ri
Z U)
On
Z D
mm
FIGURE 5
A N. L. Olson&Associates, Inc. NRCS GEOLOGIC MAPPING FOR: Jason Ritter-Lopatowski SCALE: none
A J Engineering. Planning and Surveying Proposed Solar Panel Array Rice Fergus Miller, Inc. DATE: January 2022
Deep foundation Assessment Suite 100 DRAWING NUMBER
216 Prospect Street 275 5th Street, S12237-22
(sso) 876-2284 Port Orchard, WA 98366 Bremerton, WA 98337
2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 1 1
Z C/)
00
—
MM
"Geologic Hazard Mapping, Seismic Hazards, Kitsap County WA, Map Publish Date Feb 23, 2017". FIGURE 6
A N. L.Olson&Associates, Inc.
LIQUEFACTION MAPPING
FOR: Jason Ritter-Lopatowski
SCALE: none
L=i Engineering. Planning and Surveying
Proposed Solar Panel Array
216 Prospect Street
Rice Fergus Miller, Inc.
DATE: January 2022
DRAWING NUMBER
Port Orchard, WA 98366
275 5th Street, Suite 100
72237-22
(3so) 876-2284
Bremerton, WA 98337
2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366„��_
--
APPENDIX A
BORING LOG
The site soil conditions were explored on July 14, 2022, by drilling one (1) boring to a maximum
depth of 76.5 feet below ground surface (bgs). Advanced Drill, Inc., was subcontracted and
performed drilling operations with a D50 track mounted Drill Rig. The approximate boring
location is been shown on the attached Site Plan, Figure 2. The boring log is included in this
appendix.
Standard Penetration Test: During drilling operation the split spoon sampler was used to
determine soil strength parameters and recover soil samples. The dimension of the split tube
sampler is 2" outside diameter x 1 3/8" inside diameter x 18" long. The sampler is driven into
the soil with a 140-pound hammer dropped a vertical distance of 30 inches. Soil strength
parameters are related to the cumulative number of blows (N-Value) necessary to drive the
sampler tube one foot into the soil. Prior to determining the N value, the sampler is driven 6
inches into the undisturbed soil. The samples recovered from the split spoon are suitable for
atterberg, gradation, and moisture content tests.
Water Drill
Shoe Split tine J-Port r--rod
I
35 mm � 1.38 in. 3b mm = 1.42 ira.t(to 38 mm) Check valve
76 rnrn = 3 in. ( 460 rnm = 18 in. ( 150 mm = 6 in.
To aid in classifying the soils and to determine general soil gradation, laboratory tests were
performed on selected representative samples. Phoenix Soil Research in Kingston was
retained to provide geotechnical laboratory analysis. The laboratory results have been included
in this appendix.
The subsurface exploration logs and related information depicts conditions only at the specific
locations and at the particular time designated on the logs. The passage of time may result in a
change of subsurface conditions at these exploration locations. Subsurface conditions at other
locations may differ from conditions occurring at the exploration locations. The nature and
extent of variations of subsurface conditions between explorations are not known. If variations
appear during additional explorations or construction, reevaluation of recommendations in this
report may be necessary.
a
T
A:':A N. L.Olson&Associates, Inc.
General
Notes
L o
a E
cc �,
USCS
SYMBOL
oy
r'
c
a
Q
Blow
per (ft)
(N-Value)
9Moisture
Pee
3 3
—of—
Content
(% )
Job Number
11746
Job Name
Courthouse Solar Array
Logged B
SMC
Baring:
9
B — 1
B1, 50.0 ft
5014
EO
E 1
42
Gray Elastic SILT, Very Stiff, Moist
- Trace Fine Grained Sand
18
24
2
3
4
B1, 55.0 ft
55
zo
6
9
30
At 55', grades to very stiff
encountered sandy silt layer with fine grained sand
12
18
7
8
9
B1,6Mft
0
PPR=4.5tsf
6
9
1
MH
14
23
2
3
4
B1, 65.0 ft
65
PPR = 3.5 tsf
9
10
E
6
13
23
7
8
9
B1, 70.0 ft
70
At 70', Increase in Sand content
8
1
1
00 1
25
2
3
4
B1, 75.0 ft
ML
co
1
2
6
2
7
44
Dark Gray silt with sand, dense, water bearing
- Fine to Medium grained sand grained sand
End of boring at 76.5 ft bgs
8
9
80
ivu
90
80
70
W 60
Z_
tL
z 50
W
U
W
W 40
a.
30
2a
1C
Particle Size Distribution Report
C C O O O
C C C CCC m CD O O O O O_ V O
CO <n N
I I I I I I I I
,
,
I' I
It
--
�I
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
+3"
% GRAVEL
% SAND
% SILT %CLAY
USCS
LL
PL
PI
0.0
10.5
22.7
66.8
CH
62
29
33
0.0
0.0
8.5
91.5
MI E
74
_ 45
29
0.0
0.0
20.9
79.1
MH
103
64
39
SIEVE
PERCENT FINER
inches
size
O
0.75
100.0
0.5
95.4
0.375
95.4
GRAIN SIZE
D60
D30
D10
COEFFICIENTS
Cc
Cu
Depth: 15 Sample Number: B1
* Depth: 25 Sample Number: B 1
o Depth: 35 Sample Number: B 1
SIEVE
PERCENT FINER
number
size
C
❑
G
44
89.5
100.0
I 100.0
910
86.8
100.0
99.4
#20
85.2
99.7
97.3
'440
83.0
99.0
93.4
460
79.8
97.7
89.1
# 14(}
73.7
94.0
82.2
4200
66.8
91.5
79.1
Material Description
O sandy fat clay
❑ elastic silt
v elastic silt with sand
REM/
0
0
Phoenix Soil Research client: N.L. Olson & .-associates
Project: Solar Array Foundation 12237
Kingston, WA Project No.: PSR22-15-0707 Fiaure l
5C
4C
X
W
r)
Z
L 3C
U_
H
a.
2C
1(
LIQUID AND PLASTIC LIMITS TEST REPORT
Dashed line indicates t-he approximate
upper limit hotJnciary for natural soils
,/
,r
17
xi
I
i
i
i
I
ill L o r O LIT
1-
I
Ju +u ou ou ru Ou yu luu 11u
LIQUID LIMIT
SOIL DATA
NATURAL
SOURCE
SAMPLE { DEPTH
WATER
PLASTIC
LIQUID PLASTICITY
NO.
CONTENT
LIMIT
LIMIT INDEX
USCS
N
N
t°/u ) {°/u)
•
B I
15 53.0 29 62 33
CI-1
•
B1
20 56.6 41 ` 73 32
[AH
B l
25 49.4 45 74 29
.NLH
•
B 1
30 48.8 34 50 16
MH
•
B 1
35 70.3 64 103 39
i
MH
Phoenix Soil Research Client: N.L. Nson &Associates
Project: Solar ,array Foundation 12237
Kingston, WA Project No.: PSR22-15-0707 Figure 2
1
APPENDIX B
Supporting Data and Calculations
N.L. Olson has utilized AIIPIle and liquefypro for our pile and liquefaction analysis. N.L. Olson
has provided a summary of each of the programs below.
Allpile is a Windows -based analysis program that handles virtually all types of piles, including
steel pipes, H-piles, pre -cast concrete piles, auger -cast piles, drilled shafts, timber piles, jetted
piles, tapered piles, piers with bell, micropiles (minipiles), uplift anchors, uplift plate, and shallow
foundations. It calculates compression (with settlement), uplift, lateral capacity, and group
analysis all together.
The results of our analysis results will be provided at final.
*****************************************************************
ALLPILE 7
VERTICAL ANALYSIS SUMMARY OUTPUT
Copyright by CivilTech Software
www.civiltechsoftware.com
*****************************************************************
Licensed to
Date: 1/6/2023 File: E:\Allpile7\Work Folder\11746 solar panel foundation\pile group
foundation cl.alp
Title 1: city hall
Title 2: solar panel foundation
ALLPILE INPUT DATA:
* Pile Type Page
Unit: English
Displacement pile: Closed End pipe. Soil is displaced during driving. Higher friction
expected. Total area is used in bearing calculation.
Pile Type: Driving Steel Pile (Closed end)
* Pile Profile *
Foundation Depth: 37.0 -ft
Top Height: -4.5 -ft
Slope Angle: 0
Pile Angle: 0
* Pile Properties
Zs Width Area Perim. I E Weight Mix Out In Other. Type
-ft -in -in2 -in -in4 -kp/i2 -kp/f % Side Side Par.
0.0 4.474 3.1 14.1 7.0 29000 0.011 80.0 2 2 1.0 Steel
(smooth)
37.0 4.474 3.1 14.1 7.0 29000 0.011 80.0 2 2 1.0 Pile
Tip
* Group -Head -Loading Conditions
Head Condition: 1
Vertical Load, Q: 60 -kp
Shear Load, P: 0 -kp
Shear Condition: Static
Number of Cycles: 2
Moment, M: 0-kp-f
Displacement, yt: 0 -in
Slope, St: 0
Stiffness, Kt: 1 -kp-f
Group Type: 2
Top Type: 1
Diameter: 100 -in
Sx: 16.32 -in
Sy: 16.32 -in
Nx: 2
Ny: 2
No Water Table
No Elevation Input
* Soil Properties *
Zs
Gamma
Phi
-ft
-lb/f3
o
0.0
110.9
31.3
5.0
110.8
26.7
20.0
133.9
0.0
35.0
139.6
0.0
40.0
139.7
0.0
45.0
139.7
0.0
50.0
139.5
0.0
C
K
E50/Dr
Nspt
Type
Soil
-kp/f2
-lb/i3
-
0.00
26.7
26.74
7
4
Sand/Gravel
0.19
41.5
1.81
3
3
Silt
(Phi + C)
3.13
1086.8
0.50
25
2
Stiff
Clay
5.63
2199.5
0.35
45
2
Stiff
Clay
6.13
2406.2
0.33
49
2
Stiff
Clay
6.00
2355.5
0.34
48
2
Stiff
Clay
5.38
2092.6
0.36
43
2
Stiff
Clay
* Zero Tip Resistance *
The tip resistance is zero
* Zero Friction *
Zero 1 Friction Start: 0 -ft
Zero 1 Friction End: 20 -ft
ALLPILE ANALYSIS AND RESULTS:
TOTAL LOADS:
Vertical Load, Q: 60.0 -kp
Load Factor for Vertical Loads: 1.0
Loads Supported by Pile Cap: 100
PILE PROFILE:
Pile Length, L= 37.0 -ft
Top Height, H= -4.5 -ft
Slope Angle, As= 0
Batter Angle, Ab= 0.00 Batter Factor, Kbat= 1.00
GROUP PILES:
Group Configuration:
Fixed Head
Average Pile Diameter= 0.37 -ft
Sx= 16.32 -in
Sy= 16.32 -in
Nx= 2
Ny= 2
1. Single Pile Vertical Analysis (in Group):
Vertical Load in Each Pile= 15.00 -kp
Results:
Total Ultimate Capacity (Down)= 98.85-kp, Total Ultimate Capacity (Up)= 99.25-kp
Total Allowable Capacity (Down)= 32.95-kp, Total Allowable Capacity (Up)= 99.25-kp
At Work Load= 15.00-kp, Settlement= 0.051-in
At Work Load= 15.00-kp, Secant Stiffness Kqx= 295.54-kp/-in
At Allowable Settlement= 1.000-in, Capacity= 99999.00-kp
Work Load, 15.00-kp, OK with the Capacity at Allowable Settlement= 1.00-in, Capacity=
99999.00-kp
Work Load, 15.00-kp, OK with the Allowable Capacity (Down)= 32.95-kp
2. Group Pile Vertical Analysis (in Group):
Vertical Load= 60.00 -kp
Results:
Total Ultimate Capacity (Down)= 395.39-kp, Total Ultimate Capacity (Up)= 397.02-kp
Total Allowable Capacity (Down)= 131.80-kp, Total Allowable Capacity (Up)= 397.02-kp
At Work Load= 60.00-kp, Settlement=__0.074-0-in
At Work Load= 60.00- p Secant Stiffness Kqx= 808.67-kp/-in
At Allowable Settlement= 1.000-in, Capacity= 99999.00-kp
Work Load, 60.00-kp, OK with the Capacity at Allowable Settlement= 1.00-in, Capacity=
99999.00-kp
Work Load, 60.00-kp, OK with the Allowable Capacity (Down)= 131.80-kp
FACTOR OF SAFETY:
FSside FStip FSuplif FSweight
3.0 3.0 1.0 1.0
Note: If the program cannot find a result or the result exceeds the upper limit. The result
will be displayed as 9999.
0 1 0 0 1
a C/
3
le-
0
c ur.� 1D o 1 , -
S