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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, ✓/r'� �-mac•,-:f.�-�- Michael Remboldt, P.E., G.E. K &A Engineering, Inc. 19474 � NFA untuury �y9F.T`��ER 16 TENNIS RENEWS'. 12'3112022 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 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 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. 2 1 P a g e Geotechnical Engineering Report kea 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. 31 Page Geotechnical Engineering Report kea 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. 41 Page 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) • -non-i o�5mcu rvionnuuw wnmuc�cu ryc�u uw �ac�,mn u.�.u� 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. 51 Page Geotechnical Engineering Report kea 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. 61 Page Geotechnical Engineering Report kea 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. 71 Page 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. 81 Page 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. 9 1 P a g e 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 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 oJ 1 2 3 4 5 SURFACE ELEVATION � y� � NORTH EAST � � ¢ � PL MC LL E �¢ `D 9 w � N VALUE,, blow/ft. OESCRPTON OF MAT&lALS O (LABORATORY CLASSIFICATION) 10 20 30 40 5O 60 70 80 90 Pavement -- — \2 HMAC 3/4'- 0 Crushed Agglegnle@oody-graded sandy -GRAVEL) NAHVESILTS 1 50 Dark bmwn/olodk, mob[, modemlely stiff, onatic 2s _-cLav sanay-sly---------- — -- — --I--T- 7--I--r-7--1--r-7 moist Brown, , sandy -SILT I❑ I I I I I I I I I 50 I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 {gg.: _- I I I I I I I I I I I I I I I I I 2.0 7.5 I I I I I I I I I I I I I I I I I I Z 3 ,00• NATIVE GRAVELS Bmwn/mst, loose/soft, Ell gravely -SILT I 1 I 10.0 ____ __ 1 1 1 _J__L_1_J__L_1_J__L_1_ 3.0 pye�ryp7own. weC derue. poolly9mAed ° silty-sandy6RAVEL. 4 ,00 IEl ° ...6Sligay.wel.Aense. PooM-4adeAsanM-dNA4EL .............. ...... {...... {...... {...... {...... {...... {...... {...... {...... {...... 12.5 '' 4.0 5 88 °d' ,5.0°: d° 0.0 C End of Bodog @ 16 feel 5.0 17.5 6.0 20.0 _ _ ____________________ ___ ______________________ 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 FC -1 41 S iI.d 5 01. fi00 So 6846966Mn engineering LOU A: FC -1 CREW: K 8 A Engi eaFO. Yln. PROJECT: JCKMr@LLC ADDRESS: ISID LOCARON SpnnlNgpgm PILECTNYMBER: 21W MRSTMRO: WV -2021 OAR COMPLETED WV -2021 [ERIN COMPUTED IS: 12L SUREACEELEVATCN: N/A STATIC WARR Win ON CCMRfipN III:�� H RNSTENCOIINTRED WATER DEPTH IPI: 92 NAMMfRWMtlIT B3.SM DMH PER MMEEY Reuek YMkxR Mry1919. 4%. Rrbetlxn,KL. CaboIlRdxdmT,2015.'GnYY bCme Pontrlin TeNnp ix GdevM1nblFnpinxtlnp. Gil EdM' RbYIMY.% H 1m Pok SPFNx (w'M lawma I SOt9LNAVIMR Orrynt ada-tlry ! Clrya-alydry ro rhy 1 10 100 1000 0% GnvelymJm M—and 6% 1N4 1 10 100 1000 IL 6i Y.M TYPE 1801 ICH" LfM1W.S 16 T -1 19 T i 2"NMACmer T 14 1 12"N4" 00arel so 2 5 21 d 21 _ Organic CIayYSAND 9 2 22 9 9 21 9 d 2 19 4 1 21 — s Moderately Siifl -5 9 22 4 Sandy SILT 1 18 _ 3 6 2 15 4 1 15 3 a 2 is 4 _ 2 19 e 2 1z 2 20 3 9 16 28 6 -10 46 88 1 n Corte 90 TT _ _ Y %eS'SfNY -11 91 67 r n GMNF% 96 ST e 12 64 dT e 19 -14 ...... ... .. ......_. .- .... _._...- ..r. ..e GeMe GmnnNr 271195. No.6. sJ P%.RdNvn, 2[f0.'ShctlxtlFaldl uaFp Me An. 1, maaJ i[n la9,'Cana] GeflIA ""Joann .2]Ip. SGenrannx'7 JUK 2JW rJdin N. svM1maNmnn,"9m¢ nl �T',Jmmf olrM fndeJiniolE jnxtlnp exam, AmMran srdYy of MNlFnpinxrt. Mry1919. 4%. Rrbetlxn,KL. CaboIlRdxdmT,2015.'GnYY bCme Pontrlin TeNnp ix GdevM1nblFnpinxtlnp. Gil EdM' GmW Ming and Testing, Inc H 1m xG.:GrN w.wMPexx•+YxexxWNM+Hlxwrr.�. 2xe SNBWVM a SK M snaMve,ine Pana] Orrynt ada-tlry ! Clrya-alydry ro rhy d MiNmx-ciii nsiryday Sand! MU— -dlyxnd..and Ai sands -chain xndmary.am GnvelymJm M—and Very Nll addled yymJ 9 Poe 'ed weft , ®nnilm"xt anurNre IMxNM FrtM Raw, F. 1. Project: 21031 K 8 A Engineering, Inc. Client: JCK Birdz LLC 5/10/2021 DYNAMIC PROBE LOG FC -2 kaK &A Engineering. Inc. 541-684-6966 keen AIneels.enm 9ineer ny HOIfA fC-2 CREW K SAtnpmoounp. lnc FRWECi: JCN&r@LLC ADERESS: 1570 Mon. BNJ. LOCATCN: spending, Qwan PROJECTNUMBER: 21W OAIESTARTEO:- [[ DAM CCMPLEM WV -2021 DIFTH00MPLEmdo: 110 9JNACE ELEVATOR: N/A STATE "ATR DIFTH ON COMPLETION on: Nene M -.d CAST ENCOUNTERED WATER DEPTH dic Neneo'..w HAMMERMUM-C IL q5k� OF1, PFR IORWF Tpflevsey IWYs2 PoMISRaY.% fyN.8PIN®e lRawaN Nxsa0N) 8ON ENEAMWR 1 10 1W 1000 0% 5% 1N4 1 10 100 IL 6# Lh lYR gror IIXiLe LfM1ffi8 1 10 a organic -1 2 10 5 SAND anx SILTS 2 12 Menefee .2 1 19 9 0td — 9 D..MLMed SIWIS -9 1 15 d < d 2 19 A 1 12 a Mad moySAO -5 1 11 I /, 4 Bendy SILT t 2 6 z tz 1 a 9 a 9 3 0 12 8 0 0 3 0 15 3 9 d 21 4 29 20 ' fi -10 90 20 I`tl f fi Door58 19 _ _ Say Seedy -11 69 19 r fiNNF% -12 19 Gtletlnld end Geo nri ridel Engree., W 135. No. 6. stl P%. Robertson, M 'S olnlas9¢aNsuer, in. ane ryntrlin lE', Canons GeaxnnnalJwma, 21111. 'Jonax. ScmaNiann,°Soo o11Pr,Jwma n11M fnae@mal Enamm�nearisen, Amaian smny n10M1Fn9mm�. M, RON 4N. RebeNn,KL. Candi lRebeNnl.2015. Guid, to Cme Ponrefun TesinOin Gdeci nianin ineedr ,GM1 EJ&n' GmW Ming and Record, Inc xM.: B.aN w.wM Mesx• W xexxaONrw.@.r.weme LLe SNBWVM a SR M ssexre,Fnepana] d dig. n Slmide -ch"al loeryday seen mind— -NO—tlmesd)d l sanh-tlaanvndaaiyand r estlm Meeestl VNd The And xx tllotlapymtl 9 The etl M VN, smNM,MCeWtlnre 0.1 IMxaQNi9eM RWaf 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 F gK si 50 40 MK er ax F 50 ]9x0-- CLwOL 9: M._mihlem quefx,x.r.T If..G LL m "aaarfaem ngwa�Om n.>o.eu. w&L w m zoo no zzo vo LIQwQUMIT(LL) tf� Z z0 Not Susceptible Mad ately y 5 Susceptible z5 Susceptible 0 L 0 x0 40 W ma 1x0 .0 w/LL(%) a Pna.xrcc Mxangt elate M�enaeonsuer.�uMnyelnwvawa me. zeumdyCuxnnedem fcmwervnameley,re:.ms]xzlsl'ttsSnn. Re4aa, to. re 111, lease.. vanrrner,. xn ""ax re,"xa.,, va[nynmuy:nupeem oats Er4raM Paeaicnranta PeYrtNV EEKKxOJ.M 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 5 of 5 5/9/2021, 8:34 PM