HomeMy WebLinkAboutApplication APPLICANT 2/1/2022Geotechnical Engineering Report
K & A Engineering, Inc.
5416849399 Kaengineers.com
Established 1998
Restaurant Development
1570 Mohawk Blvd.
Springfield, Oregon
Project: 21031
May 9, 2021
Prepared for:
JCK Birdz LLC
875 Country Club Road
Eugene, OR 97401
Prepared by:
K &A Engineering, Inc.
Coburg, Oregon
kea
engineering
K & A ENGINEERING, INC.
91051 S. WILIAMETTE STREET ! 7
P. 0. Box 8486, COBURG, OR 97408 Q
(541)684-9399 KAENGIN EERS.COM engineering
May 9, 2021 Project: 21031
JCK Birdz LLC
875 Country Club Road
Eugene, OR 97401
Subject: Geotechnical Site Investigation and Report
Restaurant Development
1570 Mohawk Blvd., Springfield, Oregon
K & A Engineering, Inc. is pleased to present our Geotechnical Engineering Report for the subject
development.
Our Services were completed in accordance with our Contract for Engineering Services, March 30, 2021
and meet the requirements of 2019 Oregon Structural Specialty Code, Section 1803, Geotechnical
Investigations.
Our report:
• Presents a summary of the existing subsurface conditions at the subject project site,
• Identifies and characterizes geologic hazards, and
• Presents geotechnical design criteria and other recommendations necessary for project.
Thank you for the opportunity to be involved with your project. Please call us if you have any
questions.
Sincerely,
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Michael Remboldt, P.E., G.E.
K &A Engineering, Inc.
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Geotechnical Engineering Report
Restaurant Development
1570 Mohawk Blvd., Springfield, Oregon
K & A Engineering, Inc. Project No. 21031
May 9, 2021
TABLE OF CONTENTS
1
Introduction..........................................................................................................................................1
2
Project Information...............................................................................................................................1
2.1 Site Location..................................................................................................................................1
2.2 Surface Conditions........................................................................................................................1
2.3 Subsurface Conditions..................................................................................................................1
2.4 Local Geology................................................................................................................................2
3
Geologic hazards...................................................................................................................................3
3.1 Faulting..........................................................................................................................................3
3.2 Historic Earthquakes.....................................................................................................................3
3.3 Liquefaction and Lateral Spreading..............................................................................................4
3.4 Expansive Soils..............................................................................................................................4
4
Recommendations for design and construction...................................................................................4
4.1 Seismic Design Criteria..................................................................................................................4
4.1.1 Site Class...............................................................................................................................4
4.1.2 Design Spectrum...................................................................................................................4
4.2 Foundations..................................................................................................................................5
4.3 Site Development..........................................................................................................................6
4.3.1 General Discussion................................................................................................................6
4.3.2 Stripping and Clearing...........................................................................................................6
4.3.3 Foundation Pad Construction...............................................................................................7
4.3.4 Foundation Pad Drainage......................................................................................................7
4.3.5 Cuts and Fill Embankments...................................................................................................7
4.3.6 Utility Trenches.....................................................................................................................8
4.3.7 Wet Weather Construction...................................................................................................8
4.4 Slabs-on-Grade..............................................................................................................................8
4.5 Pavements.....................................................................................................................................9
5
Specifications......................................................................................................................................
10
5.1 Approved Subgrade....................................................................................................................
10
5.1.1 General Notes.....................................................................................................................
10
5.1.2 Foundation Pads.................................................................................................................
10
5.1.3 Pavements...........................................................................................................................
10
5.1.4 Slabs-on-Grade....................................................................................................................
10
5.2 Select Granular Fill......................................................................................................................
10
5.2.1 General Requirements........................................................................................................
10
5.2.2 Coarse Select Granular Fill..................................................................................................
10
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Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 e 9 ee.. 9
5.2.3 Fine Select Granular Fill...................................................................................................... 10
5.3 Aggregate Base Rock................................................................................................................... 10
5.4 Pavement Geotextile.................................................................................................................. 11
Limitation and Use of Geotechnical Recommendations.................................................................... 12
Appendix A: Field Exploration
A-1 Vicinity Map
A-2 Boring Location Plan
A-3 Boring Logs
A-4 Laboratory Analysis
Appendix B: Seismic Analysis
B-1 Seismic Design Criteria
B-2 Earthquake Hazard Summary
iiIPage
Executive Summary
We recommend that the site is well suited for the proposed development
We found that there are no significant or unusual geologic hazards at the site such as earthquake -
induced liquefaction or lateral spreading.
Conventional footings are suitable to support structures associated with the development, provided that
our recommendations for site development are followed.
The most significant constraint at this site is the need to remove existing features (buildings, footings,
pavements, etc.) and grade the site to accommodate the proposed project elements. Care will need to
be taken to properly prepare the site after removal by identification of suitable subgrade soils, preparing
the subgrade, and placement of granular FILL to the design grades. We have made specific
recommendations for these steps in this report. However, we strongly recommend that K &A
Engineering, Inc. provide on-site quality assurance inspections during grading to address unforeseen
conditions and approve of subgrades and fill materials and placement.
Geotechnical Engineering Report kea
Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 • 9 •••.• 9
1 INTRODUCTION
This report presents our findings and geotechnical recommendations for a proposed commercial
development. The project, as we understand it, will include:
• Removal of existing site features including a framed building, curbs, pavements, and utilities;
• Grading to accommodate the new site plan,
• Construction of a foundation pad for the restaurant building, and
• Construction of utilities, pavements, final grading, and landscaping.
The scope of our services induced:
• Fieldwork including:
• Two (2) dynamic cone penetration tests (probes),
• One (1) continuous -sample boring,
• Laboratory analysis of boring samples,
• Analysis of field data,
• Development of Geotechnical design recommendations, and
• This written Geotechnical engineering report.
Our services meet the requirements of the 2019 Oregon Structural Specialty Code, Section 1803 —
Geotechnical Investigations.
2 PROJECT INFORMATION
2.1 SITE LOCATION
The project site is located in downtown Springfield in an area that includes moderately dense
commercial and retail development. This area is centered in the broad alluvial valley bordered by the
McKenzie River and Coburg Hills to the North and the Middle Fork of the Willamette River and foothills
to the south. See the Vicinity map in Appendix A to this Report.
2.2 SURFACE CONDITIONS
Ground surface features are consistent with light commercial development and include an existing
framed structure (formerly a bank building), pavements, curbs, and landscaped areas.
There were no observable indications in the ground surface of unusually soft or unstable subgrade soil
conditions.
2.3 SUBSURFACE CONDITIONS
We investigated subsurface soil conditions at the proposed addition by advancing:
1IPage
Geotechnical Engineering Report kea
Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 • 9 •r•r• 9
• Two (2) dynamic cone penetration probes' and
• One (1) continuous sample boring'.
Subsurface conditions at the area for the proposed building addition consisted of (approximately):
• FILL:
• In paved areas: 2 -inches of asphalt concrete, over 12 -inches of poorly -graded crushed
aggregate (3/4" —0)
• In landscaped areas: 1 -foot of organic sandy -SILT
• ORGANICSOIL: 1 -foot of moderately stiff, ORGANIC, clayey -SAND and desiccated silty -CLAY.
Presumably, original organic topsoil not adequately stripped from the site.
• SILTS: 6 to 7 -feet of brown, moist, moderately stiff slightly plastic sandy -SILT.
• GRAVELS: Gravelly -SILT grading quickly with depth to silty -sandy -GRAVEL then very dense
sandy -GRAVEL.
Groundwater depth at the proposed building location, as observed in boring (B-1) was approximately
8.6 -feet BEG.
See the probe and boring logs for this project in Appendix A to this report.
2.4 LOCAL GEOLOGY
Surficial and bedrock geologies at the project site are mapped' as consisting of:
• Relatively deep "Fan Delta Alluvium (Quaternary) over
• Weathered Sandstone and Siltstone of the Eugene Formation (Tertiary).
In our opinion, the observed brown sandy -SILT and underlying very dense GRAVELS are very consistent
with the described geology.
' A 3.55 -in' cone is pushed into the soil using a 140 -Ib. hammer falling 30 -in. The energy required to advance the
cone is recorded in the field as the number of blows per 6 -inches of penetration. Soil friction on the side of the
cone is measured using a torque wrench. Calculated cone tip pressure is used to estimate soil engineering
properties, and the ratio of side friction to tip pressure identifies soil behavior type.
' 1.5 -in diameter x 4 -foot continuous samples obtained using a G7 2-3/8" direct push dual tube system
manufactured by AMS, Inc.
' Ian P Madin and Robert B. Murray, "Preliminary Geologic Map of the Eugene East and Eugene West 7.5'
Quadrangles, Lane County, Oregon." Oregon Department of Geology and Minerals Industries Open -File Report No.
0-06-17. 2006.
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Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, Oregon
May 9, 2021 - K& A Engineering, Inc. - Project No.: 21031 e n 9.... n y
3 GEOLOGICHAZARDS
3.1 FAULTING
Table 1 summarizes nearby mapped active faults4•s•s within a 50 -mile radius of the project site.
Table I - Nearby quaternary Faults
As there are no active faults mapped through or in the near vicinity of the project site, there is not a
significant hazard of ground rupture due to faulting.
3.2 HISTORIc EARTHQUAKES
Table 2 summarizes historic recorded earthquakes having a magnitude of M3 or greater at the project
site.e
Table 2 -Summary of Lacal Earthquakes
Date
(attitude
Longitude
Magnitude
Depth
(km)
7/4/2015
44.0895
Distance
4.14
Fault
Length
Average
-123-193.1
Slip Rate
Slip
and
Faun Name
ID
(km)
Strike
Dip
(mm/yr)
Sense
Direction
Unnamed Siuslaw
River Anticline
887
12
N10°W
n.s.7
0.2<SR<1.0
A
46(mi)W
White Branch Fault
Zone
1809
18
NVE
E
<.2
N
50(mi)E
Owl Creek Fault
870
15
NVE
E
<.2
R
32 (mi) NW
Upper Willamette
River Fault Zone
863
44
N52°W
Vertical
<.2
RL
21(mi)SE
As there are no active faults mapped through or in the near vicinity of the project site, there is not a
significant hazard of ground rupture due to faulting.
3.2 HISTORIc EARTHQUAKES
Table 2 summarizes historic recorded earthquakes having a magnitude of M3 or greater at the project
site.e
Table 2 -Summary of Lacal Earthquakes
Date
(attitude
Longitude
Magnitude
Depth
(km)
7/4/2015
44.0895
-122.831
4.14
7.95
12/30/2000
44.738
-123-193.1
61.94407
3/13/1995
44.617
-122.8.02
3
23.505
Based on the record, the site is not in an area that has experienced significant seismicity in the
contemporary record.
4 Personius, S.F., Dark, R.L., Bradley, L.A., and Haller, K.M., "Map of Quaternary Faults and Folds in Oregon', U.S.
Geologic Survey, OFR -03-095 (2003).
s Active defined as having ruptured within the current geologic age (Quaternary —1.6 Myr).
`U.S. Geological Survey, Quaternary fault and fold databasefor the United States, accessed November 24, 2020,
at: https://www.usgs.gov/natural-hazards/earthquake-hazards/fauhs.
7 None Specified
a USGS Earthquake Catalog, httP$:Hearthquake.usgs.gov/earthquakes/search/, accessed April, 2021.
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Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 engineering
3.3 LIQUEFACTION AND LATERAL SPREADING
Due to the dense gravels and depth of groundwater at the site, there is not a hazard of earthquake -
induced liquefaction or lateral spreading at this project site.
3.4 EXPANSIVESOILS
The native sandy -SILT is only slightly plastic based on laboratory testing. We recommend that the
hazard of expansive soils at this site is low.
4 REC®MMENDATO®NS FOR DESIGN AND CONSTRUCTION
4.1 SEISMIC DESIGN CRITERIA
4.1.1 Site Class
Based on the observed subsurface soil conditions and criteria in ASCE 7-16, we recommend that a
seismic site class is "C— Very Stiff Soil or Soft Rock" is appropriate for this site. The shallow gravels are
very dense, and based on local geologic mapping, bedrock is likely to exist less than 100 -feet below the
existing ground surface.
Based on analysis using current modeling of local sources of earthquake ground motion (crustal, deep,
and subduction zone), the greatest contributor to total seismic hazard is a Cascodia Megathrust event
with a magnitude between 9.34 at a distance of 41-mles (68 km).
4.1.2 Design Spectrum
The seismic design criteria, in accordance with 2019 OSSC and ASCE 7-16, are summarized in Table 2.
Table 3 - Recommended Seismic Design Criteria
Parameter _MEELDesign
Values
0.2 -Second
1 -Second
MCERGround Motion
Ss-
0.663g
S,=0.382g
Site Class
C
Site Coefficient
IPGA,
F,=1.235
F.=1.500
e Modified Spectral Response Acceleration
Sas=0.8198
SM,
=0.573g
0.2 -second Design Value
S.=0.546g
S.=0.382g
(Site Modified Peak Ground Acceleration)
0.377g
A summary of seismic hazards for this location is attached to this report in Appendix B.
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Geotechnical Engineering Report
Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, Oregon
May 9, 2021 - K & A Engineering, Inc. - Project No.: 21031
0.90
0.80
1 1
0.70
0.60
0.50
0.40
0.30
0.20
0.10
Response Spectrum
-Design Response Spectrum (Section 11.4.5)
•
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1
1
I
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0
Period, T (sec)
Figure 1- Seismic Design Spectrum
4.2 FOUNDATIONS
Conventional shallow spread footing foundations are suitable for support of the proposed building
addition. Site constraints which have influence on the allowable bearing capacity for spread footings
include:
• Disturbance due to removal of existing site features,
• Total settlement due to the underlying relatively low -modulus sandy -SILT,
• The presence of organic clayey soils which were not properly stripped prior to construction of
the existing features at the site.
Considering these constraints, we recommend the following allowable design criteria:
• Allowable Bearing Capacity:
• Static Load Combinations: 1.5-ksf
• Load Combinations including Transient Wind and Earthquake: 2.0-ksf
• Passive Lateral Earth Pressure (to resist sliding): 350-psf/ft
• Coefficient of Sliding at Base: 0.30
These recommendations are made to limit the estimated total settlement to 1 -inch and estimated
differential settlement to 0.5 -inches.
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Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 engineering
Footings shall be constructed so that the bottom of the footings (footing grade) is a minimum of 2 -feet
below final grade around the perimeter of the addition or 2 -feet below finished floor grade for a slab -
on -grade floor system.
4.3 SITE DEVELOPMENT
4.3.1 General Discussion
Of primary importance for site development is adequately addressing:
• Existing site conditions: Care should be taken during grading and filling to render the site
suitable for foundation and pavement support after existing site features have been removed
(e.g., the existing structure, pavements, utilities).
• Underlying Organics: Especially under the foundation area for the new structure, all organic
clay mixtures shall be stripped, removed, and replaced with Select Granular Fill.
Because removing existing structures and other site features necessarily causes considerable
disturbance, K & A Engineering, Inc. should provide quality assurance inspections during site preparation
to:
• Confirm subsurface conditions,.
• Identify and approve foundation and pavement subgrades,
• Make recommendations for unforeseen (latent) subsurface conditions revealed during site
preparation, and
• Inspect materials and placement methods for fills needed to replace removed materials.
4.3.2 Stripping and Clearing
Areas to be cleared include:
Existing Building: Removal shall include:
• Footings,
• Concrete slabs -on -grade,
• Underlying granular FILL
• Organic soils
Pavements: Our observations indicate that the existing pavement is in very poor condition and
the underlying granular base may be of poor quality. Existing pavement and base rock shall be
removed. Base rock may be stockpiled and recycled if inspected and approved by K & A
Engineering, Inc.
During clearing operations, in areas to receive new footings, additional exploration during site
preparation (shallow test pits with a backhoe) should be made to verify the nature and depth of these
fills prior to use to support new footings. K &A Engineering, Inc. should be on site to inspect the test
Pits, visually verify subsurface conditions, and give directions for foundation Pad construction.
Foundation areas should be stripped to approved foundation subgrade. Pavement areas should be
stripped to approved pavement subgrade.
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Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 engineering
4.3.3 Foundation Pad Construction
The foundation pad shall be cleared as discussed in section 4.3.2 and, after inspection and verification
by K & A Engineering, Inc., the foundation pad subgrade shall be graded level on undisturbed native
brown sandy -SILT. Loose soils shall be either removed or compacted.
The depth of foundation pad subgrade shall be a minimum of 2 -feet below finished slab grade or
finished grade around the perimeter of the foundation, whichever is deeper. Select Granular Fill shall
be placed on Approved Subgrade to the specified footing grade.
The foundation pad subgrade shall extend, laterally, from the outside edge of the perimeter foundation,
and minimum horizontal distance equal to the vertical distance between footing grade and subgrade.
See Figure 1.
B+2A
SELECT
GRANULAR FILL
FOUNDATION
r GRADE
A
I APPROVED
Figure 2 — Lateral Excavation Requirement for New Footings.
4.3.4 Foundation Pad Drainage
Drainage of the foundation area shall be accommodated as follows:
• Final grading design and construction should provide for the grade to slope away from the
perimeter of the foundation with a slope of 2 -percent or more. Care should betaken to avoid
creation of any areas where surface runoff may collect.
• Roof drainage shall be hard -piped and routed to appropriate storm drain facilities.
No additional footing drain systems are required if these recommendations are implemented into
design and construction.
4.3.5 Cuts and FIII Embankments
Since the site is generally level, we do not anticipate any significant cuts or fills. K & A Engineering, Inc.
should be contacted to provide additional recommendations if necessary, for cut and fill embankments.
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Geotechnical Engineering Report kea
Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 • 9 •••r• 9
4.3.6 Utility Trenches
The moderately stiff sandy -SILT maybe characterized' as soil type "B." Under dry conditions, we
recommend that trenches may be cut vertically to depths up to 4 -ft.
For trench cuts greater than 4 -ft in depth, trenches shall be either:
• Benched or sloped to achieve a maximum allowable slope of 111: 1V or
• Shored.
Utility trenches shall not extend below the groundwater surface without additional shoring to prevent
collapse.
Pipe bedding shall consist of Fine Select Granular Fill. A well -graded sand or fine gravel -sand mixture
may be used if evaluated and approved by K & A Engineering, Inc. prior to placement. 'Pea gravel" is
not recommended for pipe bedding.
Care should be taken to ensure that backfill of utility trenches in foundation pads be property backfilled
and compacted. All utility trenches across, though, or in foundation pads shall be neatly excavated so
as to cause minimum disturbance to the adjacent prepared foundation pad.
Backfill over utilities shall consist of Fine Select Granular Fill placed in 12 -inch minimum lifts and
compacted to a minimum dry density of maximum as per ASTM D698 (standard Proctor).
4.3.7 Wet Weather Construction
The underlying native brown sandy -SILT which is specified for Approved Subgrade is moderately
sensitive to changes in water content. Drying these soils may not be possible from a practical
standpoint considering the likely short time frame of excavation for a project of this nature. Therefore,
we recommend not attempting to grade and prepare Approved Subgrade during wet, rainy conditions.
During intermittent wet weather conditions, excavations may proceed as long as exposed subgrade soils
are excavated, prepared, and covered with Select Granular Fill in smaller areas to limit damage due to
saturation.
4.4 SLABS -ON -GRADE
Areas to support slabs -on -grades for unoccupied spaces shall be prepared by:
• Clearing and Stripping according to our recommendations in section 4.3.2;
• Excavation and removal of underlying FILL to accommodate placement of a minimum of 12 -
inches of Fine Select Granular Fill on approved subgrade.
• Placing compacted Fine Select Granular Fill on Approved Subgrade (or on Select Granular Fill
placed in areas of deeper striping) to the specified slab grade, and
• Placing a vapor barrier between the bottom of the slab -on -grade and compacted Select
Granular Fill.
9 Per OSHA Standard 1926, Subpart P "Excavations', App A and B.
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Geotechnical Engineering Report kea
Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 engineering
Slabs -on -grade shall have a minimum thickness of 4 -inches and shall be constructed to include:
• Steel Reinforcement: Grade 40-#4 reinforcing steel located in the center of the slab -on -grade
spaced a maximum of 24 -inches each way. Reinforcing steel shall have a minimum yield
strength of 40-ksi and shall meet the requirements of ASTM 615 for deformed bars.
• Control Joints: Control joints shall be made in the slab, spaced at a maximum of 10 -feet each
way. Control joints will limit, but not eliminate, concrete cracking.
• Sawcut control joints shall be cut immediately as soon as the concrete is cured enough
to support sawcutting equipment. Sawcuts shall be a minimum of Y." wide x 1/2" deep.
• Formed Control Joints shall be formed during concrete finishing with a minimum
dimension of Y." wide x 1/2" deep.
4S PAVEMENTS
We assume that pavements will consist of flexible asphalt concrete. We recommend the following
pavement designs:
Parking lots and areas with relatively low traffic:
3 -inches of HMAC pavement, over
8 -inches of Aggregate Base Rock, over
Pavement Geotextile, over
Undisturbed Approved Pavement Subgrade
Primary driveways and drive-through lanes:
3 -inches of HMAC pavement, over
• 12 -inches of Aggregate Base Rock, over
• Pavement Geotextile, over
• Undisturbed Approved Pavement Subgrade
Pavement Subgrade shall consist of clean, non-organic native sandy -SILT, inspected and approved by K &
A Engineering, Inc.
We recommend proof -roll testing of the subgrade prior to construction of the pavement structure.
Proof -roll testing consists of slowly moving a loaded 40 -kip (or more) loaded dump truck (steering axle,
tandem axle) over the pavement subgrade while observed by K & A Engineering, Inc. and the contractor.
Areas that show significant deflection or "pumping" under wheel loads shall be excavated, removed,
and replaced with compacted Aggregate Base Rock or Coarse Select Granular Fill as directed by K & A
Engineering, Inc. The minimum depth of removal and replacement shall be 1 -foot.
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Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 e 9 ee.. 9
5 SPECIFICATIONS
5.1 APPROVED SUBGRADE
5.1.1 General Notes
All Subgrades shall be inspected and approved by K & A Engineering, Inc. prior to placement of fills,
construction of footings, slabs -on -grade, and pavements.
5.1.2 Foundation Pads
Approved Subgrade for foundation pads shall consist of native, undisturbed non-organic brown sandy -
SILT and shall be at a minimum depth of 2 -ft below the final grade around the exterior of the perimeter
foundation or 2 -feet below slab finished grade, whichever is deeper.
5.1.3 Pavements
Approved Subgrade for paved areas and slabs -on -grades shall be inspected and approved by K & A
Engineering, Inc. prior to placement of pavement geotextile and Aggregate Base Rock. All subgrades
shall be free of deleterious material such as construction debris and coarse organics.
5.1.4 Slabs -0n -Grade
Approved Subgrade for slabs -on -grade shall consist of native, firm, undisturbed or compacted sandy -
SILT.
5.2 SELECTGRANULAR FILL
5.2.1 General Requirements
Select granular fill may consist entirely of fine select granular fill or a minimum of 9 -inches of coarse
select granular fill covered with a minimum of 3 -inches of fine select granular fill.
52.2 Coarse Select Granular Fill
Coarse select granular fill shall consist of clean, well -graded quarry stone having a maximum particle size
of 5 -inches. Quarry stone should be durable and have 100 -percent fractured faces.
5.2.3 Fine Select Granular Fill
Fine select granular fill should consist of clean, durable, well -graded material with a maximum particle
size of 3/4 -inches and a maximum of 10 -percent passing the no. 200 sieve. Select granular fill shall be
placed in layers not to exceed 12 -inches (loose) and mechanically compacted to a dry density exceeding
95 -percent of maximum as determined by ASTM D698 (Std. Proctor).
5.3 AGGREGATE BASE ROCK
Aggregate base rock, used to support pavements, shall consist of a clean, durable, well -graded material
with a maximum particle size of 1.5 -inch and a maximum of 10 -percent passing the no. 200 sieve.
Aggregate Base rock shall be placed in layers not to exceed 12 -inches (loose) and mechanically
101 Pa g
Geotechnical Engineering Report kea
Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 engineering
compacted to a dry density exceeding 95 -percent of maximum as determined by ASTM D1557
(Modified Proctor).
5.4 PAVEMENT GEOTEXTILE
Pavement Geotextile, to be placed on approved subgrade underneath Aggregate Base Rock supporting
pavements, should consist of a woven, polypropylene fabric having minimum average roll values
meeting the specifications in Table S.
Table 0 -Pavement Grate#ile Properties
Property I
Test Method
Specification
u
Apparent Opening Size (AOS)
ASTM D4751
< U.S. Std. Sieve 30
C
ASTM D4491
>0.05 -sec'
QPermittivity
v= a
Flow Rate
ASTM D4491
> 4-gal/min/ft2
Puncture Strength
ASTM D6241
>700 -Ib
g
Trapezoid Tear Strength
ASTM D4533
>75 -Ib
i
Grab Tensile Strength
ASTM D4632
>200 -Ib
Grab Tensile Elongation
ASTM D4632
<50%
m
S
> SOY. strength retained
UV Resistance
ASTM D4355
after 500 hr. exposed
A manufacturer's printed certification is acceptable as proof of compliance in lieu of laboratory testing.
Subgrade geotextile should be placed free of wrinkles or other discontinuities. Torn, punctured, or
damaged fabric should be replaced. Subgrade geotextile should have a minimum overlap at the seams
of 12 -inches.
11)Pa g
Geotechnical Engineering Report kea
Restaurant Development - 1123 W. 1570 Mohawk Blvd., Springfield, OregonMay 9, 2021 - K & A Engineering, Inc. - Project No.: 21031 e 9 ee.. 9
6 LIMITATION AND USE OF GEOTECHNICAL RECOMMENDATIONS
This report has been prepared for the exclusive use of JCK Birdz LLC for the subject project.
This geotechnical investigation, analysis, and recommendations meet the standards of care of
competent geotechnical engineers providing similar services at the time these services were provided.
We do not warrant or guarantee site surface subsurface conditions. Exploration test holes indicate soil
conditions only at specific locations (i.e. the test hole locations) to the depths penetrated. They do not
necessarily reflect soil/rock materials or groundwater conditions that exist between or beyond
exploration locations or limits.
It is not unusual for actual soil types, depths, and water levels may vary from those observed in our field
work. Therefore, it is imperative that each foundation pad constructed be evaluated and approved by a
field representative of K & A Engineering, Inc. prior to placing granular fill or construction of concrete
foundation elements.
The scope of our services does not include construction safety precautions, techniques, sequences, or
procedures, except as specifically recommended in this report. Our services should not be interpreted
as an environmental assessment of site conditions.
121Pa g
K & A Engineering, Inc.
541-684-9399 Kaengineers.com
Established 1998
Appendix A
Field Exploration
• Vicinity Map
• Boring Location Plan
• Logs
Geotechnical Engineering Report
Restaurant Development
1570 Mohawk Blvd.
Springfield, Oregon
Project: 21031
May 9, 2021
Prepared for:
JCK Birdz LLC
875 Country Club Road
Eugene, OR 97401
Prepared by:
K & A Engineering, Inc.
Coburg, Oregon
•a
engineering
PROJECT SITE
1570 MOHAWK
BLVD.
0 2000' 4000'
Scale: 1"= 2000'
K & A Engine kring,inc VICINITY MAP
Geotechnical Site Investigation
91051 S. Willamette St. �� JCK Birdz LLC
Coburg, OR 97408 1570 Mohawk Blvd., Springfield, Oregon
541 684 9399 541 684 9358 tax engineering 5/4/21 Project: 21031 Drawing 1 / 2
U"' 19474 9L��
g wiQ
EGONgR 16•NNI
RENEWS: 12/31/2022
N
+E
S
0 2000' 4000'
Scale: 1"= 2000'
K & A Engine kring,inc VICINITY MAP
Geotechnical Site Investigation
91051 S. Willamette St. �� JCK Birdz LLC
Coburg, OR 97408 1570 Mohawk Blvd., Springfield, Oregon
541 684 9399 541 684 9358 tax engineering 5/4/21 Project: 21031 Drawing 1 / 2
U"' 19474 9L��
g wiQ
EGONgR 16•NNI
RENEWS: 12/31/2022
0 50' 100'
Scale: 1"=50'
K & A Engineering,lnc
91051 S. Willamette St.
Coburg, OR!
541 684 9399 5411364006=
B-1 CONE PENETRATION TEST PROBE AND CONT. SAMPLE BORING LOCATION
--- PROPERTY BOUNDARY (APPROXIMATE)
— — — — PROPERTY BOUNDARY (APPROXIMATE)
19474
TEST LOCATION PLAN Fq OREGON
Geotechnical Site Investigation �Sq TIBER is • 0°y
JCK Birdz LLC P� TENNISk6a Qw�
1570 Mohawk Blvd., Springfield, Oregon
engineering 5/4/21 Project 21031 Drawing 2 / 2 RENEWS: 12/31/2022
N
+E
S
0 50' 100'
Scale: 1"=50'
K & A Engineering,lnc
91051 S. Willamette St.
Coburg, OR!
541 684 9399 5411364006=
B-1 CONE PENETRATION TEST PROBE AND CONT. SAMPLE BORING LOCATION
--- PROPERTY BOUNDARY (APPROXIMATE)
— — — — PROPERTY BOUNDARY (APPROXIMATE)
19474
TEST LOCATION PLAN Fq OREGON
Geotechnical Site Investigation �Sq TIBER is • 0°y
JCK Birdz LLC P� TENNISk6a Qw�
1570 Mohawk Blvd., Springfield, Oregon
engineering 5/4/21 Project 21031 Drawing 2 / 2 RENEWS: 12/31/2022
K & A Engineering, Inc.
CLIENT. J CK Bordz LLC
PO Box 8466
PROJECT Proposed Commercial Development
koaCoburg,OR 97408
517E ADDRESS: 1570 Mohawk Blvd., Springfield, Oregon
Telepho
Telephone: 541-652-6939
Job No. 21031
BOHING NUMBER
Unconfiad Compressive Strength, tons/8.'
B-1 Sheat 1 of 1
O
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SURFACE ELEVATION
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Pavement
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____________________
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44 Cnlib
ed Penetrometer Unconfined Compassion
WATER LEVEL MEASUREMENTS
BORING STARTED
4/27/21
DALE
TME SAMPLED
CASING CAVE -N WATER
BOR ING COMPLETED
4/27/21
4/27/21
12:15 ACR
8.6
DRILLER
K 8 A
RIG
AMS 9410VTR
4/27/21
12:55 ACR
NGINEER
MDR
DYNAMIC PROBE LOG
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Project: 21031 K 8 A Engineering, Inc.
Client: JCK Birdz LLC 5/10/2021
DYNAMIC PROBE LOG
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541-684-6966
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Project: 21031 K 8 A Engineering, Inc.
Client: JCK Birdz LLC 5/4/2021
Atterberg Limits
OMs: 4/29/2021
Sample No.: &l at 5'
Clara: 1CK BIN. LLC
projeR: 21031
Liquid Limit Testing
Mean plastic Limit(PO 32%
Pan Na.
Pan Welght,
g
Pan Wright,
pan+Wet
pamOrY
Water
No Blues Panna.
g
Sample, I,
Sampl%g
Content,%
15 7
160
33.0
272
453%
25 6
16.1
35.0
29.1
45A%
37 1
15.9
342
290
0.3.5%
30 8
159
35.4
29.5
0.3±%
w m zoo no zzo vo
Uquld LM&=
44A%
Sax
Li Mid Lirnit Gr chic LQ
v
0
00
xo. Moe
Plastic Om& Testing
Mean plastic Limit(PO 32%
Pan Na.
Pan Welght,
g
pan+Wet pamOry
Sampleg Sample,g
Water
Concept,%
915.9
10
158
22.0 20.3
23.4 21A
38.6%
35.2%
10(i 100.3
159.1
Meanplastle Llmlt=
322%
NMYMI Water ConPoM
Mean plastic Limit(PO 32%
IranW¢Ight,
pan+WM
pamOry
Water
Math pan No. g
Sample,g
Sample,g
Conte M,%
10(i 100.3
159.1
143.4
36A%
Summary Chan (Seed, at al., 10o))
Mean plastic Limit(PO 32%
Liquid Limit (LU= 44% 1
Natural Water Content= 36%
plaztkM Index(pp= 2%
Lquido Index = AM
80
- to
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si 50
40
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w/LL(%)
a Pna.xrcc Mxangt elate M�enaeonsuer.�uMnyelnwvawa me.
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Re4aa, to. re 111, lease.. vanrrner,. xn ""ax re,"xa.,,
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urimrsgnoi �..u, xnery_
OImF. JCK Udd. LLC
Fget: 21IM1 K&A Englnaann9. Inc. &4/2021
K & A Engineering, Inc.
541-684-9399 Kaengineers.com
Established 1998
Appendix 8
Reference Reports
• Seismic Design Criteria
• Earthquake Hazard Summary
Geotechnical Engineering Report
Restaurant Development
1570 Mohawk Blvd.
Springfield, Oregon
Project: 21031
May 9, 2021
Prepared for:
JCK eirdz LLC
875 Country Club Road
Eugene, OR 97401
Prepared by:
K & A Engineering, Inc.
Coburg, Oregon
koa
engineering
ATC Hazards by Location
WCHazards by Location
hUps://hazards. arc ounci1.orglNscismic?lar�4.0590424&b,-- 123.0003...
Search Information
Willamette
Eugoeo
National Forest
siuslaw
Address:
1570 Mohawk Blvd, Springfield, OR 97477, USA
floral Forest
Coordinates:
44.0590424,-123.0003761
Codage G.ove
Elevation:
465R
j Mapleton
MCER ground motion (period=1.0s)
Map data Q2021 Google
ace
Timestamp:
2021-05-10T0305:42.923Z
0.573
Hazard Type:
Serena.
0.546
Reference
ASCE7-16
gGo gle
Document:
Risk Category:
II
Site Class:
C
Sweet Home
v
Junction 465ft
MCER Horizontal Response Spectrum Design Horizontal Response Spectrum
Sa(g)
Willamette
Eugoeo
National Forest
D
Seismic design category
Springfield
Value
Creswell
Ss
Codage G.ove
MCER ground motion(period=0.29)
0.40
lake+riga
MCER ground motion (period=1.0s)
Map data Q2021 Google
MCER Horizontal Response Spectrum Design Horizontal Response Spectrum
Sa(g)
S i
0.80
Basic Parameters
D
Seismic design category
Name
Value
0.50
Ss
0.60
MCER ground motion(period=0.29)
0.40
0.382
0.40
0.20
0.00
0
5
10 15 Penod(s)
Basic Parameters
D
Seismic design category
Name
Value
Description
Ss
0.663
MCER ground motion(period=0.29)
St
0.382
MCER ground motion (period=1.0s)
SMS
0.819
Sitemodified spectral acceleration value
SMt
0.573
SRemodified spectral acceleration value
Spa
0.546
Numeric seismic design value at 0.29 SA
Sol
0.382
Numeric seismic design value at 1.09 SA
-Additional Information
Name
Value
Description
SDC
D
Seismic design category
Fa
1.235
Site amplification factor 90.2s
Fv
1.5
Site amplification factor 91.0s
CRS
0.868
Coefficient & risk (0.2s)
0.30
0.20
0.10
0.00
0 5 10 15
Period (s)
1 of 2 5/9/2021, 8:11 PM
ATC Hazards by Location
htipsJ/hazards. arc canto 1.orglNsciani c?lar�4.0590424&b,-- 123.0003...
CRt
0.858
Coefficient of risk (1 Dal
PGA
0.314
A1CF, peak ground acceleration
Fpr
1.2
Site amplification factor at PGA
PGP,
0.377
Site modified peak ground acceleration
Tc
16
Long -period transition period (s)
SsRT
0.663
Probabilistic ask -targeted ground motion (0.2s)
SsUH
0.764
Factored uniform -hazard spectral acceleration (2"b probability of
exceedance in 50 years)
SsD
1.5
Factored determinisfic acceleration value (0.2s)
S1 RT
0.382
Probabilistic risk -targeted ground motion (1 Dal
S1UH
0.445
Factored uniform -hazard spectre) acceleration (2% probability of
exceedance in 50 years)
S1
0.619
Factored determin istic acceleration value, (1.0s)
PGAd
0.503
Factored deterministic acceleration value (PGA)
The results
in dicaled here
DO NOT ni any state or local amendments to the values crany delineation lines made during the building rode
adoption process.
Users should roMirm any output obtained from this tool with the local Authorty Having Jurisdiction before proceeding with
design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services
Mile the information presented on this website is believed to be carted, ATC and its sponsors and contributors assume no responsibility or liability
for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination
and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this
information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute
for the standard of care required of such professionals in interpreting and applying the results ofthe report provided by this website. Users of the
information from this website assume all liability arising from such use. Use &the output ofthiswebsite does not imply approval by the governing
building code bodies responsible for building code approval and interpretation for the building site described by latitudefiongitude location in the
report.
2 of 2 5/9/2021, 8:11 PM
Unified fiam'd Tool
U.S. Geological Survey - Earthquake Hazards Program
Unified Hazard Tool
ht4)s://earthquake.usgs.gov/hazards/intuactivei
Please do not use this tool to obtain ground motion parameter values for the design code
reference documents covered by the U.S. Seismic Design Maps web tools (e.g., the
International Building Code and the ASCE 7 or 41 Standard). The values returned by the
two applications are not identical.
A Input
Edition
Spectral Period
Dynamic: Conterminous U.S. 2014...
Peak Ground Acceleration
Latitude
Time Horizon
Decimal degrees
Return period in years
44.059
2475
Longitude
Decimal degrees, negative values for western longitudes
-123
Site Class
537 m/s (Site class C)
1 of 5 5/9/2021, 9:34 PM
Lhified fiam d Tool
^ Hazard Curve
Hazard Curves
Ground Mczfon(g)
O,nnnna Oirv,r for PaakGround AutleraYon
Ground MMbn(g)
View Raw Data
ht4)s://earthquake.usgs.gov/hazards/intuactivei
unaorm Hazard crncescerrrum
sp«o-al wr�ad Izl: ru
Ground Meson (8):0Aga3
Sp dNOW (0
2 of 5 5/9/2021, 9:34 PM
Lhified fiam d Tool
Deaggregation
Component
Total
ht4)s://earthquake.usgs.gov/hazards/intuactivei
■E=(--.. -2.5)
0 &=[-2.5..-2)
E _ [-1.. -0.5)
❑ E=[-0.5.. 0)
❑ E=[0..0.5)
0 E _ [0.5.. 1)
E=[1..1.5)
E=[1.5..2)
E-[2..2.5)
E=[2.5..+w)
3 of 5 5/9/2021, 9:34 PM
Lhified Hazard Tool
ht4)s://euthquake.usgs.gov/hmuds/intuactivei
Summary statistics for, Deaggregation: Total
Deaggregation targets
Return period: 2475 yrs
Exceedancerate: 0.0004040404yr'
PGA ground motion: 0.42034825g
Totals
Binned: 100%
Residual: 0%
Trace: 0.54%
Mode (largest m -r bin)
m: 9.34
r: 67.83 km
E.: 0.20 a
Contribution: 17.14%
Discretization
r: min=0.0, max=1000.0,0=20.0 km
m: min=4.4, max=9.4,4=0.2
E: min= -3.0, max=3.0,A=0.5a
Recovered targets
Return period: 2468.7007 yrs
Exceedance rate: 0.00040507138yr'
Mean (over all sources)
m: 8.64
r: 82.3 km
c.: 0.81 a
Mode (largest m -r -E. bin)
m: 9.34
r: 67.83 km
w 0.17u
Contribution: 13.08%
Epsilon keys
e0: [-m..-2.5)
el: [-2.5..-2.0)
E2: [-2.0.. -1.5)
E3: [-1.5.. -1.0)
E4: [-1.0..-0.5)
E5: [-0.5..0.0)
E6: [0.0..0.5)
f7: [0.5..1.0)
e8: [1.0..1.5)
E9: [1.5..2.0)
E30: [2.0..2.5)
Ell: [2.5..+..]
4 of 5 5/9/2021, 9:34 PM
Lhified Hiusird Tool
Deaggregation Contributors
ht4)s://euthquake.usgs.gov/hmuds/intuactivei
Source Set 4 Source
Type
r
on
as
Ion
W
az
%
sub0 ch bot.in
Interface
42.37
Cascadia Megathrust-whole CSZ
67.83
9.10
0.41
123.764°W
43.882°11
252.40
42.31
Characteristic
auto _ch_mid.in
Interface
18.79
Cascadia Magathrust-whole CSZ
11].5]
8.92
1.17
124.492°W
43.863°N
260.16
18.79
Characteristic
coastaloft_deep.in
Slab
5.86
sub0_ch top.in
Interface
4.84
Cascadia Megathrust-whole CSZ
129.84
8.82
1.39
124.630°W
43.858°N
260.86
4.84
Characteristic
sub2_ch_bot.in
Interface
3.94
Cascadia Megathrust-Goldfnger CaseC
6].46
8.13
0.62
123.]64°W
43.882°N
252.40
3.94
Characteristic
coastalOR_deep.in
Slab
3.81
sub3_ch_bot.in
Interface
299
Cascadia Megathrust-GDldfnger CaseD
79.06
8.58
0.88
123380°W
43.700°N
237.71
2.]9
Characteristic
subl GRb0 bot.in
Interface
2.32
Cascadia floater over southern zone-
69.36
8.44
0.82
123.764°W
43.882°N
252.40
2.32
Goldfinger CaseB
subl_ch_bot.in
Interface
1.95
Cascadia Megathrust- Goltlfnger Case
67.44
8.86
0.54
123]64°W
43.882°N
252.40
1.95
Characteristic
subl_G1db1_1tot.in
Interface
1.85
Cascadia floater over southern zone -
]0.34
8.33
0.91
123.764°W
43.882°111
252.0
1.85
Goldfnger Case B
sub2_ch_aid.in
Interface
1.22
Cascadia Megathrust- Goldfinger Case
117.36
8.4]
150
124.492°W
43.863°N
260.16
1.22
Characteristic
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