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HomeMy WebLinkAbout20200226_Geotechnical Investigation_12-30-2019PA2020-016 R McCARTHY CONSULTING, INC December 30, 2019 Dominic Tucci 3905 Marcus Avenue Newport Beach, CA 92663 Subject: Geotechnical Investigation Proposed Residential Construction 3905 Marcus Avenue Newport Island Newport Beach, California File No: 8393-00 Report No: R2-8393 Legal Description: Lot 3 of Block 339 of Canal Section, in the City of Newport Beach, County of Orange, State of California. APN: 423-076-05 INTRODUCTION This report presents the results of our geotechnical investigation for 3905 Marcus Avenue, Newport Island, in Newport Beach, California, which was performed to determine site and regional geotechnical conditions pertinent to the residential construction currently proposed for the subject property. Analyses for this investigation are based upon a brief description of the project as a new two-or three- story, single-family residence, which will replace the existing site structures. The purpose of our review and investigation was to evaluate the subsurface conditions, determine the compatibility of the proposed development with respect to the geotechnical features of the site, and provide preliminary geotechnical recommendations and design parameters for site precise grading and planned improvements. Specific information and recommendations for site development are provided herein. Portions of the lot were covered by existing on-site improvements at the time of the investigation. Our investigation is, therefore, preliminary and should be supplemented by additional geotechnical evaluation following demolition of these structures or during subsequent grading. The conclusions and recommendations of this report are considered preliminary due to the absence of specific foundation and grading plans, the preparation of which are partially dependent upon recommendations presented herein. Project Authorization The work performed was per your authorization based on our Proposal No. Pl-8393, dated November 13, 2019. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 06 co2020-o o~G for o(>..2020· p._\Jenue r Marcus 3905 t p._rcnitect f.(1c p._us PA2020-016 December 30, 2019 Scope of Investigation File No: 8393-00 Report No: R2-8393 Page No: 2 The investigation included the following: 1. Review of collected geologic, geotechnical engineering and seismological reports and maps pertinent to the subject site. A reference list is included in Appendix A. 2. Subsurface exploration consisted of one (1) auger boring and one (1) Cone Penetrometer Sounding (CPT). This included one hand auger boring to the depth of 7 feet. The CPT sounding was to a depth of 23 feet. 3. Logging and sampling of the exploratory boring, including collection of soil samples for laboratory testing. The Log of the exploration and the CPT Summary data are included in Appendix B. 4. Laboratory testing of soil samples representative of subsurface conditions. The results are presented in Appendix C. 5. Geotechnical engineering and geologic analyses of collected data, including a liquefaction and seismic settlement analysis. 6. Preparation of this report containing our geotechnical recommendations for the design and construction in accordance with the 2016 California Building Code (CBC) and for use by your design professionals and contractors. Site Description The subject property is located on the southwest side of Newport Island, on the southwest side of Marcus Avenue between 39th Street and 40th Street. The southwest side of the property borders the Rivo Alto Channel and developed residential properties are on the northwest and southeast. There is a back yard deck, gangway and boat dock that extend over and into the Rivo Alto channel on the southwest. The Topographic Survey prepared by RDM Surveying Inc. (Reference 1) indicates that the lot has a rectangular shape. The plan was used as a base map for our Geotechnical Plot Plan, Figure 1. The lot is shown as 100.00 feet long by 28.57 feet wide, about 2,857 square feet. The site finished surface elevations on the Topographic Map vary from approximately 6.84 to 8.27 feet above sea level. The adjoining properties on the southeast and the northwest were observed to be nearly even with the subject site at the boundaries to within several inches. The site presently contains a two-story structure with an attached 2-car garage. Tile surfaced concrete side yard walkways and back patio deck covers much of the area around the existing house. The driveway is concrete. Several planter boxes are present; however, landscape vegetation was rare or in potted plants and there was no natural vegetation other than a few scattered volunteer weeds. On-site drainage runoff appears to drain to low spots in the back yard. The driveway slopes to the street. R Mccarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 Proposed Development File No: 8393-00 Report No: R2-8393 Page No: 3 We understand that the proposed development will consist of the demolition of the existing structure to build a new, two-or three-story residence or duplex. Grading is expected to consist of reprocessing surface soils following removal of existing foundation elements, unsuitable fill, weathered soil, planter soils and materials disturbed by demolition. Overexcavation and replacement of the upper soil as densified engineered fill is recommended within structural and improvement areas. Rehabilitation of the existing seawall is expected as part of the new development. Structural loads were not provided. We anticipate wood-frame and light steel construction that is typical of the area and relatively light construction loads. We assume that maximum column loads will be less than 18 kips and wall loads of 2 kip/foot. A mat slab-on-grade construction is anticipated. Our office should be notified when the structural design loads for foundation elements are available to check these preliminary assumptions. GEOTECHNICAL CONDITIONS Geologic Setting The property is situated within the southeasterly edge of the Los Angeles Basin along a harbor channel that is part of Newport Bay. The Pacific Ocean is about 1,200 feet southwest of the site. This triangular shaped island nestled between the mainland and the northern most portion of the Balboa Peninsula is known as Newport Island. Newport Island and the peninsula are generally underlain by recent beach deposits and older dredged fills consisting predominantly of silty sands, sands and occasional clay layers. They typically consist of unconsolidated, active or recently active sandy beach deposits along the coast. Our investigation encountered loose to dense sands with occasional layers of fine-grained silts and clay below the site. Earth Materials The site surface exposed approximately 6-inches of loose, residual planter soil (Af) consisting of brown silty sand. The residual soil ·Iayer was underlain by Marine deposits (Qm) consisting of light gray brown sand, silty sand and occasional silt to the maximum depth explored of 7 feet. Shells were encountered in some sediment layers. The marine deposit sands were loose to medium dense and the silt layers were soft to firm. Moisture content in the marine deposits sampled varied from 16. 9 to 27.9 percent. Water was present in the boring at a depth of 7 feet. Laboratory test results and visual observations indicate that the on-site sands are non-expansive. Geologic Hazard The potential geologic hazards at the site are primarily from liquefaction, flooding and shaking due to movement of nearby or distant faults during earthquake events. These are discussed in greater detail below. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 Groundwater File No: 8393-00 Report No: R2-8393 Page No: 4 Groundwater was encountered at a depth of 7 feet in exploratory Boring B-1. Groundwater levels are anticipated to remain near existing elevations and generally fluctuate to a high of about elevation +3 in the area . Groundwater is tidal influenced and will fluctuate daily. Surficial Run-off Proposed development should incorporate engineering and landscape drainage designed to transmit surface and subsurface flow to the street and/or storm drain system via non-erosive pathways. Portion of: PRELIMINARY DIGITAL GEOLOGICAL MAP OF THE 30' X 60' SANTA ANA QUADRANGLE, SOUTHERN CALIFORNIA, VERSION 2 u. S. Geological Survey, o·pen File Report 99-172 Compiled by D. M. Morton Version 2.0 Digital Preparation by Kelly R. Bovard and Rachel M. Alvarez -2004 Faulting/Seismic Considerations The major concern relating to geologic faults is ground shaking that affects many_ properties over a wide area. Direct hazards from faulting are essentially due to surface rupture along fault lines that could occur during an earthquake. Therefore, geologists have mapped fault locations and established R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 5 criteria for determining the risks of potential surface rupture based on the likelihood of renewed movement on faults that could be located under a site. Based on criteria established by the California Division of Mines and Geology (CDMG), now referred to as the California Geological Survey (CGS), faults are generally categorized as active, potentially active or inactive (Jennings, 1994). The basic principle of faulting concern is that existing faults could move again, and that faults which have moved more recently are the most likely faults to move again and affect us. As such, faults have been divided into categories based on their age of last movement. Although the likelihood of an earthquake or movement to occur on a given fault significantly decreases with inactivity over geologic time, the potential for such events to occur on any fault cannot be eliminated within the current level of understanding. Fault Ma p Newport Beach, California EXPLANATION ,~, .... ~--:.,,,.,I fO) ..... '"!, .................. .,,...~ ... .._...,dt,.""'--"""•..,.;,t-""f"" ... Jn,__. Kl..-..!l ...... &..i. .,...,.,.,,... ..... ......,w ... ,~~~~-...,_.,~-,.-,.,1 ~-"'-;""~"")u ..... -...,.,._ ... ...,,~...,•.....,,.._ .. _..~ ......, ... _"'"""'• By definition, faults with no evidence of surface displacement within the last 1.6 million years are considered inactive and generally pose no concern for earthquakes due renewed movement. Potentially-active faults are those with the surface displacement within the last 1.6 million years. Further refinement of potentially active faults are sometimes described based on the age of the last known movement such as late Quaternary (last 700,000 years) implying a greater potential for renewed movement. In fact, most potentially active faults have little likelihood of moving within the time frame of construction life, but the degree of understanding of fault age and activity is sometimes not well understood due to absence of geologic data or surface information, so geologists have acknowledged this doubt by using the term "potentially active." A few faults that were once thought to be potentially active, have later been found to be active based on new findings and mapping. Active fau lts are those with a surface displacement within the last 11,000 years and, therefore, most likely to move again. The State of California has, additionally, mapped known areas of active faulting R Mccarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 6 as designated Alquist-Priolo (A-P) "Special Studies Zones," which requires special investigations for fault rupture to limit construction over active faults. Based on our review of various published and unpublished reports, maps and documents, the site is located along the northeast edge of the Newport-Inglewood Fault Zone. This fault consists of a series of parallel and en echelon, northwest-trending faults and folds extending from the southern edge of the Santa Monica Mountains to Huntington Beach and then offshore along Newport Beach. This fault zone has historically experienced moderate to high seismic activity. No other active or potentially active faults are known to project through or toward the site. In addition, the Newport-Inglewood Fault is not sufficiently well-defined in the area of the subject site to be placed within the boundaries of an "earthquake fault zone," as defined by the State of California in the Alquist-Priolo Earthquake Fault Zoning Act. A potential seismic source near the site is the San Joaquin Hills Blind Thrust Fault (SJHBT), which is approximately 2 to 8 kilometers beneath the site at its closest point, based on the reported fault structure. The SJHBT is a postulated fault that is suspected to be responsible for uplift of the San Joaquin Hills. This fault is a blind thrust fault that does not intercept the ground surface and, therefore, presents no known potential for ground rupture at the property. The potential for surface rupture at the site is considered to be low and the property is not located within a special study zone for fault rupture. The site will experience shaking during earthquake events on nearby or distant faults. Site improvements should take into consideration the seismic design parameters outlined herein. Site Classification for Seismic Design Seismic design parameters are provided in a later section of this report for use by the Structural Engineer. The soil underlying the subject site has been classified in accordance with Chapter 20 of ASCE 7, per Section 1613 of the 2016 CBC. The results of our on-site field investigation, as well as nearby investigations by us and others, indicate that the site is underlain by Class D medium dense to dense sands and gravels. We, therefore, recommend using a characterization of this property as a Class D, Stiff soil, Site Classification. Secondary Seismic Hazards Review of the Seismic Hazards Zones Map (CDMG, 1998) for the Newport Beach Quadrangle, 1997/1998 and the City of Newport Beach Seismic Safety Element (2008) indicates the site is located within a zone of required investigation for earthquake-induced liquefaction. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 STATE OF CALIFORNIA SEISMIC HAZARD ZONES ----_, __ , ..... ~ ..... -c---~- NEWPORT BEACH QUADRANGLE OFFICIAL MAP ·, UquefactionZoneReleased:April 17, 1997 Landslide Zone Released: April 1 s, 1998 Liquefaction Considerations File No: 8393-00 Report No: R2-8393 Page No: 7 The area along Newport Harbor and its channels, is in a Zone of Required Investigation for liquefaction on the State of California Seismic Hazard Zones Map, Newport Beach Quadrangle. Requirements for investigation are included in several documents including the City of Newport Beach Building Code Policy (Revised 7/3/2014), the CBC Section 1803.5 and the Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A. Liquefaction is a phenomenon in which the strength of a soil is reduced by earthquake shaking or other rapid loading. Liquefaction occurs in saturated soils, that is, soils in which the void space between individual sand particles is completely filled with water. This water exerts a pressure on the soil particles that influences how tightly the particles themselves are pressed together. Prior to an earthquake, the water pressure is relatively low. However, earthquake shaking can cause the water pressure to increase to the point where the soil particles can readily move with respect to each other. Liquefaction generally occurs in sandy, granular soils. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 8 When liquefaction occurs, the strength of the soil decreases and, the ability of a soil deposit to support foundations for buildings is reduced. The factors known to promote liquefaction potential include high groundwater level, degree of saturation, relative density, grain size, soil type, depth below the surface, and the magnitude and distance to the causative fault or seismic source. The subject site is in an area with potential for liquefaction (Morton and others, 1976; Toppozada and others, 1988). In order to address liquefaction potential in accordance with the City of Newport Beach building code policy for single-family residential structures, a liquefaction analysis was performed to evaluate seismic settlement. The results of our analysis are included in Appendix E. Based on the results of our analyses, some of the soil layers below the site, in the locations tested, had safety factors of less than 1.0, indicating risk of liquefaction during a seismic event strong enough to induce liquefaction. Layers exhibiting safety factors of 1.3 and less based on Boulanger & Idriss (2010- 16) were evaluated for potential seismic settlement. Seismically-induced settlements were estimated by the procedures developed by Boulanger & Idriss (2010-16), Tokimatsu and Seed (1987). Additionally, seismically-induced settlements were estimated by the procedures developed by Pradel (1998) for dry sand (if present). The GeoAdvanced GeoSuite Software Version 2.4.0.16, developed by Fred Yi, was utilized for the analyses. The resultant potential total seismic settlement in the underlying soil was determined to be 1. 13-inches within the upper 23 feet. Dense sands and/or bedrock materials are expected below this depth. It is our opinion that this settlement potential may be mitigated by the foundation system for support of the proposed structure. Lateral Impacts of Liquefaction Lateral impacts of liquefaction at the subject site such as lateral spreading and lateral loads on foundations are expected to be negligible due to the presence of the existing seawall along the back yard to confine the soil. We understand that the existing seawall will be reinforced as part of the planned development. Flooding Seismically-induced flooding normally includes flooding from inland waters, which is not likely, and tsunami run-up from tidal wave energy. No specific tsunami analysis has been undertaken in this investigation. However, the "Evaluation of Tsunami Risk to Southern California Coastal Cities" (EERI, 2003) provides discussion of the impacts of locally seismic and/or landslide generated tsunamis. The typical maximum run-up heights were estimated from 1 to 2 meters in the Newport Beach area. Because of unknown bathymetry on wave field interactions and irregular coastal configurations, actual maximum run-up heights could range from 2 to 4 meters or more. The City of Newport Beach, in their Seismic Safety Element, describe Newport Beach as somewhat protected from most distantly generated tsunamis by the Channel Islands and Point Arguello, except for those generated in the Aleutian Islands, those off the coast of Chile, and possibly off the coast of Central America. The publication also states that there may generally be adequate warning given within the time frames from such distant events. The warnings would allow for public safety but would not necessarily protect property improvements. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 Other Secondary Seismic Hazards File No: 8393-00 Report No: R2-8393 Page No: 9 Other secondary seismic hazards to the site include deep rupture and shallow ground cracking. With the absence of active faulting on-site, the potential for deep fault rupture is low. The potential for shallow ground cracking to occur during an earthquake is a possibility at any site, but does not pose a significant hazard to site development. Landsliding is not a hazard at the site due to the absence of sloping ground. CONCLUSIONS 1. Proposed development is considered feasible from a geotechnical viewpoint provided the recommendations of this report are followed during design, construction, and maintenance of the subject property. Proposed development should not adversely affect adjacent properties, providing appropriate engineering design, construction methods and care are utilized during construction. 2. The property is underlain by Marine deposits consisting of silty sands, sands and occasional thin fine-grained silt and clay layers to the maximum depth explored. 3. The existing near surface soils may be disturbed by excavation or demolition. Removal, scarification and recompaction to provide a uniform compacted fill cap within the upper 3 feet is recommended. 4. Site grading is expected to include over-excavation of the upper 3 feet, and deep scarification and cement-treatment for a total re-compacted and densified zone of about 4 feet of existing on-site soil. This will be followed with cement-treatment of soil during compaction. The proposed grading will provide a compacted, cement-treated fill cap that includes the re- compacted fill zone plus an additional imported fill zone to raise the existing site grades and top-of-slab to a projected elevation of about +9.0. 5. Densification of the upper 4 feet of the on-site soil may generally be accomplished through conventional grading methods by removal and recompaction of the soil. Other alternatives for remediation of potential settlement due to liquefaction effects may also be considered and can be provided if requested. 6. Groundwater is expected at depths of about 5 to 7 feet below the site and may be a factor during grading. Tidal effects on groundwater levels should be monitored and prepared for throughout the construction time period. Suitable drainage elements need to be installed within excavations and at retaining structures to mitigate possible transient seepage. Hydrostatic forces should be accounted for when building below grade structures, such as spas, wine cellars or elevators, and adequate waterproofing should be provided in sensitive areas. Groundwater conditions should be addressed in accordance with local ordinances and practices, as well as agency requirements. 7. Seismically-induced liquefaction has not historically been observed in the vicinity of the site; however, the liquefaction potential of soils in the general area is considered to be high due to the high groundwater, underlying soil conditions and proximity of nearby earthquake faults. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 10 8. The near surface materials that were encountered have a very low expansion potential based upon laboratory testing. 9. Although the probability of fault rupture across the property is low, ground shaking may be strong during a major earthquake. 10. Tsunami potential for this site is considered moderate; although historically such effects have been subdued in southern California due to topographic protection from distant seismic events and the rarity of significant offshore earthquakes. 11. Adverse surface discharge onto or off the site is not anticipated provided proper civil engineering design and post-construction site grading are implemented. The potential for street flooding is referred to the Civil Engineer. 12. Suitable drainage elements need to be installed within excavations and at retaining structures to mitigate possible transient seepage. 13. Care must also be taken during construction to not disturb the adjoining properties. An appropriate monitoring program is recommended during construction. Grading and construction methods will need to consider lateral and subjacent support of adjacent structures and property improvements. 14. Care must be taken during construction to not disturb the existing bulkhead and associated tie-back anchors, foundations, wall systems, etc. An appropriate setback limit should be established for each bulkhead segment. Evaluation of the existing bulkhead and determination of the structural configuration were not within the scope of this investigation. 15. The proposed structure should be supported by a mat slab foundation supported entirely within recompacted fill materials. RECOMMENDATIONS 1. General 2. Site grading should be performed in accordance with the requirements of the City of Newport Beach, the recommendations of this report, and the Standard Grading Guidelines (Appendix D). Demolition and Clearing Deleterious materials, including those from the demolition, vegetation, organic matter and trash, should be removed and disposed of off-site. Subsurface elements of demolished structures should be removed. Agency requirements also apply as appropriate. Subsurface elements would also include any trench backfills, foundations, cisterns, abandoned utility lines, etc. Care should be taken during demolition and construction to not create excessive vibrations on off-site properties. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 11 3. Subqrade Preparation The site preparation and fill placement should include the following components: 1. Excavation of the on-site materials to a depth of 3 feet within the structural footprint of the house. 2. Scarification and compaction of the removal bottom to a depth of 6 to 12-inches. 3. Stabilization of the exposed, scarified bottom materials by deep mixing with cement. 4. Dewatering the excavation as necessary. 5. Placement of on-site and imported cement-treated fill to design grades. Excavations should be made to remove any soils disturbed by demolition, unsuitable fill and surficial materials where encountered within the planned building areas. Earth removals are recommended to allow densification of the site soils to provide uniform bearing conditions below foundation and slab areas. Removals should be followed by 6 to 12-inches of scarification and deep mixing with recompaction. These remedial excavations should be made within the planned building footprint. Grading activities must be carried out in a manner that doesn't remove lateral support or undermine the existing property line walls. We, therefore, recommend that depths of any existing wall footings be verified when exposed following demolition and prior to the start of grading. Although not expected to be necessary, lateral support may sometimes be achieved by the use of bracing, slot cutting, or trenching where wall footings are shallow relative to excavation depths. Due to the groundwater conditions observed in the area, excavations may become saturated. Groundwater levels are expected at depths of about 5 to 7 feet below grade (about elevation +3). We anticipate that cement-treatment of the exposed soils will provide adequate stability for placement of additional fill. Note that the grading contractor should allow 24 to 48 hours for setup of the cement within the soil. Dewatering may also be necessary. For excavations that expose saturated materials (that are not stabilized by the cement- treatment) we recommend that geofabric (Mirafi S00X or similar) be placed on exposed soil followed by a 1 to 1.5-foot-thick layer of CalTrans Class II filter rock prior to placement of fill soil, if necessary, to help stabilize the work area for compaction equipment and to bridge over soft areas. A 1-to 1.5-foot-thick layer of 3/4-inch crushed rock may be substituted for graded filter rock; however, the 3/4-inch rock should be fully enveloped within the geofabric to prevent migration of sand into the gravel layer. Dewatering may be necessary to perform the grading to required depths. Excavations should be replaced with compacted, cement-treated engineered fill above the stabilized soil layer. Groundwater should be anticipated within excavations for the seawall deadman footing. Backfill around deadman tie-backs should consist of gravel surrounded by geofabric. Removal depths of 12 to 24-inches are expected to be adequate in exterior hardscape areas; however, boundary conditions for removals under exterior improvements may be better addressed subsequent to demolition when equipment can expose the site materials for evaluation and when improvement limits are identified on the plan. R Mccarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 12 4. Light track propelled mini-loader-type equipment should be used for the grading. Rubber tire equipment shall not be used until a stable subgrade is achieved. The depths of overexcavation should be reviewed by the Geotechnical Engineer or Geologist during the actual construction. Any surface or subsurface obstructions, or questionable material encountered during grading, should be brought immediately to the attention of the Geotechnical Engineer for recommendations. Fill Soils (On-Site and Imported) The on-site soils are anticipated to be suitable for use as compacted fill, provided they are moisture conditioned to near optimum. Fill soils should be free of debris, organic matter, cobbles and concrete fragments greater than 6-inches in diameter. Cement-treatment is also recommended for all fill soils below the building pad. Soils, including gravels, imported to the site for use as fill below foundation and slab areas should be predominantly granular, non-expansive, non-plastic and approved by the Geotechnical Engineer prior to importing. 5. Shrinkage 6. Shrinkage losses are expected to be on the order of 4 percent overall. This does not include clearing losses from demolition that could result in volume reductions for available fill soils. These are preliminary rough estimates and actual field results may vary. Expansive Soils Expansive soil evaluations should be performed during grading to determine the expansion potential of the processed fill materials. On-site soils encountered during our investigation were determined to be predominantly non-plastic, fine silty sands, with a very low expansion potential. 7. Compaction Standard The on-site soils are anticipated to be suitable for use as compacted fill. Fill materials should be placed at above optimum moisture content and compacted under the observation and testing of the Soil Engineer. The recommended minimum density for compacted material is 90 percent of the maximum density as determined by ASTM D1557-12. Cement-treatment is recommended as indicated above. 8. Temporary Construction Slopes Temporary slopes exposing on-site materials should be cut in accordance with Cal/OSHA Regulations. It is anticipated that the exposed on-site earth materials may be classified as Type C soil, and temporary cuts of 1:1 (horizontal:vertical) may be appropriate to heights of 4 feet or less; however, the material exposed in temporary excavations should be evaluated by the Contractor during construction. Shoring should be anticipated if deeper excavations for R Mccarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 13 9. construction items such as utilities or elevator shafts, and where space limitations preclude temporary slope layback. Dry or running sands may require flatter laybacks. Saturated sands may require slot cuts, slurry walls or other appropriate methods. Temporary construction slopes should not be left exposed overnight unless approved in writing by the Geotechnical Consultant. Excavations should proceed in a manner so as not to remove lateral or bearing support of adjacent properties or structures. Care will be needed along the property lines. The soils exposed in the excavation cuts should be observed by the Geotechnical Consultant during excavation. The safety and stability of temporary construction slopes and cuts is deferred to the General Contractor, who should implement the safety practices as defined in Section 1541, Subchapter 4, of Cal/OSHA T8 Regulations (2006). The Geotechnical Consultant makes no warranties as to the stability of temporary cuts. Soil conditions may vary locally and the Contractor(s) should be prepared to remedy local instability if necessary. Contract Documents should be written in a manner that places the Contractor in the position of responsibility for the stability of all temporary excavations. Stability of excavations is also time dependent. If unsupported property line cuts are made, the Contractor should monitor the performance of adjacent structures and improvements during construction. If movement or distress is noted, appropriate remedial measures should be immediately implemented. Dewaterinq Dewatering is not expected to be necessary during grading provided that excavations are promptly scarified, cement-treated, compacted and backfilled. Dewatering for deeper footings, including installation of the seawall deadman may be necessary. The contractor should also check tide tables with the construction grading schedule to help facilitate efficient grading conditions. Control of groundwater can usually be achieved with the periodic use of portable pumps along with the placement of the crushed rock and geofabric for stabilization as described above. Longer term dewatering is not expected to be necessary; however, if needed, may be achieved with a well dewatering system around the interior perimeter of the below grade excavation. In order to reduce the potential for settlement of adjoining properties, groundwater drawdown should be controlled during pumping in order to limit the drawdown level outside of excavated areas. Drawdown limits should be based on elevation of the mean lowest low tide elevation of -0.2 feet (NAVD 1988). Permits may be required by the Regional Water Quality Control Board for discharge of water. It is generally the responsibility of the Contractor for permitting and water quality testing. 10. Adjacent Property Assessments and Monitoring The following measures may be considered in order to reduce the potential risks of damage, and perceived damage, to adjoining improvements: R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 14 • Visual inspections and walk-throughs of each of the adjacent properties should be arranged in order to document pre-existing conditions and damages. • Measurements of all existing damages observed, including crack lengths, widths and precise locations should be made. • Photographs should be taken to accompany written notes that refer to damages or even lack of damages. Video may also be considered; however, videos that attempt to show these types of damages are often lacking in detail. • Floor level surveys of nearby structures may be considered especially if pre-existing damage is evident. • Vibrations from construction equipment may be monitored with portable seismographs during excavation. • Surveys to monitor lateral and vertical position of adjacent improvements during excavation and dewatering is recommended. • It is recommended that the Project Geologist be on-site during excavation in order to evaluate conditions as the project advances. Construction activities, particularly excavation equipment, produce vibrations that can be felt by occupants of adjoining properties. People will often be annoyed by the noise and vibration caused by construction activities, which prompts them to personally perform detailed inspections of their property for damage. Pre-existing damage, that previously went unnoticed, can be unfairly attributed to current construction activities, particularly when pre- construction property inspections are not performed. At that point it may be difficult to determine what caused the damage, especially damages such as wall separations, cracks in drywall, stucco and masonry. Other common problems that may be scrutinized can include uneven doors, sticking windows, tile cracks, leaning patio posts, fences, gates, etc. Implementation of measures such as those listed above can help avoid conflicts by monitoring construction activities that may be problematic as well as provide valuable data to defend against unwarranted claims. Foundation Design 1. General It is anticipated that foundation elements for the planned residential structure will bear in compacted fill and will utilize a mat slab foundation. The near surface materials are expected to exhibit a very low expansion potential. The following recommendations are based on the geotechnical data available and are subject to revision based on conditions actually encountered in the field. Foundations and slabs should be designed for the intended use and loading by the Structural Engineer. Our recommendations are considered to be generally consistent with the standards of practice. They are based on both analytical methods and empirical methods derived from experience with similar geotechnical conditions. These recommendations are considered the minimum necessary for the likely soil conditions and are not intended to supersede the design of the Structural Engineer or criteria of governing agencies. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 15 2. Bearing Capacity for Foundations A mat slab may be utilized to support the proposed structure. The purpose of the mat slab system is to mitigate potential static and seismic settlement and to provide an appropriate foundation in the local marine environment. The allowable bearing capacity for a mat slab type system founded in re-compacted fill should not exceed 1,500 pounds per square foot. This value may be increased by one-third for short-term wind or seismic loading; however, there is no increase in bearing value with depth. A minimum slab thickness of 14-inches is recommended. For design of a mat foundation system, a modulus of subgrade reaction of 100 pounds per cubic inch may be considered (172 kips per cubic foot). The subgrade is expected to consist of sand. Actual thickness, depths and widths of the foundation and slab system should be governed by CBC requirements and the structural engineering design. 3. Settlement 4. Static settlement is anticipated to be on the order of ¾-inch total and ¼-inch differential between adjacent similarly loaded columns (approximately 25 feet assumed horizontal distance), provided that the recommended site grading is implemented first and that the bearing capacity values given above are not exceeded. These estimates should be confirmed when structural engineering plans are prepared and foundation load conditions are determined. Dynamic Potential liquefaction-induced settlement based on current estimates of peak ground accelerations during an earthquake was calculated to be approximately 1. 13-inches total within the upper 23 feet (see Appendix E). Additional seismic settlement is possible below that depth. In the absence of site-specific information for materials at depths of 23 to 50 feet below the foundation level it is conservatively assumed that an additional 2-inches of seismic settlement potential may occur during a design earthquake event. The underlying stratigraphy is fairly uniform below the planned development area; therefore, differential seismic settlement can be estimated as approximately one-half of the total estimated settlement, or approximately 1.6-inches across a span of about 30 feet (Martin and Lew, 1999). Seismically- induced settlements were estimated by using the procedure of Boulanger and Idriss (2010-16) and Tokimatsu and Seed (1987). These methods are based on empirical data from past seismic events that have been studied and are, therefore, approximate. Lateral Resistance Lateral loads may be resisted by passive pressure forces developed in front of the slab/foundation system and by friction acting at the base of the mat slab. Allowable lateral resistance should not exceed 150 pounds per square foot per foot of depth equivalent fluid pressure. Resistance to sliding can be calculated using a coefficient of friction of 0.25. These values may be used in combination per CBC 2016 Section 1806.3.1. R Mccarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 16 5. Footing Reinforcement Two No. 5 bars should be placed at the top and two at the bottom of continuous footings in order to resist potential movement due to various factors such as subsurface imperfections and seismic shaking. Dowelled connections between the slab and footings should be provided and should consist of No. 4 bars at 24-inches on center maximum spacing. Quantity and placement of reinforcing steel should be determined by the Structural Engineer. Seismic Design Based on the geotechnical data and site parameters, the following is provided by the USGS (ASCE 7, 2010 -with March 2013 errata) to satisfy the 2016 CBC design criteria: Table 2, Site and Seismic Design Criteria For 2016 CBC Design Recommended Parameters Values Site Class D (Stiff Soil) Site Longitude (degrees) -117.93434 W Site Latitude (degrees) 33.619127 N Ss (g) 1.699 g Sl (g) 0.628 g SMs (g) 1.699 g SM1 (g) 0.942 g SDs (g) 1.133 g SD1 (g) 0.628 g Fa 1.0 Fv 1.5 Seismic Design Category D Supporting documentation is also included in a previous section of this report, Site Classification for Seismic Design, and in Appendix F. Slab-On-Grade Construction Slabs should be designed in accordance with the 2016 CBC and the City of Newport Beach Building Code requirements. Static and dynamic settlements are the governing concerns with regard to slab R Mccarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 17 design and soil expansion is not an issue on this site. Engineered, rigid slabs should be at least 14- inches thick (actual). Slab design and reinforcement should be determined by the Structural Engineer; however, the minimum slab reinforcement should consist of No. 4 bars at 12-inches on-center in each direction placed at the top and bottom of the slab (or approved equivalent). These recommendations assume that the subsurface soils have first been densified as recommended above. Slabs should be underlain by 4-inches of open-graded gravel. Slab underlayment is deferred to the project Architect; however, in accordance with the American Concrete Institute, we suggest that slabs be underlain by a 15-mil thick vapor retarder/barrier (Stego Wrap or equivalent) placed over a layer of woven geofabric (such as Mirafi 140N) over the gravel in accordance with the requirements of ASTM E1745 and E1643. Slab subgrade soils should be well moistened prior to placement of the vapor retarder. All subgrade materials should be geotechnically approved prior to placing the gravel for the slab underlayment. The above recommendations are provided for vapor transmission considerations but do not provide for waterproofing of the slab in the local marine environment. If flooding is a concern, additional underlayment measures may be appropriate and should be addressed by the Civil Engineer and/or project Architect. Exterior flatwork elements should be a minimum 4.5-inches thick (actual) and reinforced with No. 4 bars 18-inches on center both ways. Subgrade soils should be well moistened prior to placing concrete. Structural Design of Retaining Walls 1. Latera I Loads 2. No retaining walls are currently planned at the site. Active pressure forces acting on backfilled retaining walls which support level ground may be computed based on an equivalent fluid pressure of 40 pounds per cubic foot. Restrained retaining walls should add an additional 6H pounds per cubic foot for at-rest loading, where H is the retained height of the soil. Other topographic and structural surcharges should be addressed by the Structural Engineer. Minor wall rotations should be anticipated for walls that are free to rotate at the top and considered in design of walls and adjacent improvements. Earthquake Loads on Retaining Walls The Structural Engineer should determine if there are retaining walls at the site within their purview that will be subject to design lateral loads due to earthquake events. Section 1803.5.12 of the 2016 CBC states that the geotechnical investigation shall include the determination of dynamic seismic lateral earth pressures on foundation walls and retaining walls supporting more than 6 feet (1.83 m) of backfill height due to design earthquake ground motions. No walls are planned and, therefore, the site development is not subject to the design requirements of Section 1803.5.12. A seismic load of 30 pounds per cubic foot (inverted triangle) may be assumed for the existing sea wall. R Mccarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 18 3. Foundation Bearing Values for Walls Footings for retaining walls may be designed in accordance with the recommendations provided above for building foundations and should be embedded in compacted fill at a minimum depth of 18-inches below the lowest adjacent grade. 4. Wall Backfill The on-site soils are suitable for use as retaining wall backfill. Imported backfill, if needed, should consist of select, non-expansive soil or gravel. Gravel may consist of pea gravel or crushed rock. Where space for compaction equipment is adequate, on-site or imported granular, non-expansive sand materials may be compacted into place in thin lifts per the compaction requirements provided herein. Imported pea gravel or crushed rock should be placed in lifts and tamped or vibrated into place. The lift thickness for gravel is dependent on the type of material and method of compaction. Gravel lifts of 18-to 24-inches or less are recommended. The Geotechnical Engineer should observe the backfill placement of soil or gravel behind each wall following approval of wall backdrains. Gravel wall backfill material should be covered with a suitable filter fabric such as Mirafi 140N and capped with on-site soil or concrete. Fill soils should be free of debris, organic matter, cobbles and rock fragments greater than 6- inches in diameter. Fill materials should be placed in 6-to 8-inch maximum lifts at above optimum moisture content and compacted under the observation and testing of the Soil Engineer. The recommended minimum density for compacted material is 90 percent of the maximum dry density as determined by ASTM D1557-12. Field density tests should be performed at intervals of 2 vertical feet or less within the backfill zone and in accordance with agency requirements at the time of grading. 5. Subdrains 6. An approved exterior foundation subdrain system should be used to achieve control of seepage forces behind retaining walls. The details of such subdrain systems are deferred to the Wall Designer, Builder or Waterproofing Consultant. The subdrain is not a substitute for waterproofing. Water in subdrain systems should be collected and delivered to suitable disposal locations or facilities. Additional recommendations may be provided when plans are available. Dampproofing and Waterproofing Waterproofing in consideration of the local marine environment should be installed in accordance with the architectural specifications or those of a Waterproofing Consultant. The criteria in Section 1805 of the 2016 CBC should be followed as a minimum. R Mccarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 Seawall File No: 8393-00 Report No: R2-8393 Page No: 19 The following values may be used in the design of the seawall rehabilitation: 1. Active soils pressure above ground water level 2. Active soils pressure below ground water level 3. Active soils pressure submerged 4. Passive soils pressure submerged 5. Passive soils pressure wet 6. Soil seismic earth pressure 7. Friction coefficient 8. Phi angle = 37 pcf = 84 pcf = 22 pcf = 178 pcf (FS=l.5 included) = 220 pcf (FS=l.5 included) = 24 pcf = 0.25 = 30 deg If the mudline is about 8-10 feet below top of wall, a point of fixity of 5 feet below mudline may be assumed. Care should be taken by the contractors during future construction to not excessively load or damage the seawall. Monitoring of the seawall is recommended as an additional safeguard to detect seawall deformation, in the event that lateral pressures are induced by the construction activities. Hardscape Design and Construction Hardscape improvements may utilize conventional foundations in compacted fill. Cracking and offsets at joints are possible; however, occurrence may be minimized by appropriate drainage and the use of thickened edge beams to limit moisture transfer below slabs. Concrete flatwork should be divided into as nearly square panels as possible. Joints should be provided at maximum 8 feet intervals to give articulation to the concrete panels (shorter spacing is recommended if needed to square the panels). Landscaping and planters adjacent to concrete flatwork should be designed in such a manner as to direct drainage away from concrete areas to approved outlets. Planters located adjacent to principal foundation elements should be sealed and drained; this is especially important if they are near retaining wall backfills. Flatwork elements should be a minimum 4.5-inches thick (actual) and reinforced with No. 4 bars 18- inches on center both ways. Subgrade soils should be well moistened prior to placement of concrete. Concrete Construction Components in Contact with Soil The on-site soils are expected to have a low soluble sulfate content; however, due to shallow sea water levels in the area, a moderate exposure to sulfate can be expected for concrete placed in contact with on-site soils. Various components within the concrete may be subject to corrosion over time when exposed to soluble sulfates. To help mitigate corrosion, sulfate resistant cement should be used in concrete that may be in contact with on-site soils or ground source water. Attention to maximum water-cement ratio and the minimum compressive strength may also help mitigate R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 20 deterioration of concrete components. The results of corrosivity tests on the on-site soil are provided in Appendix C. Type V cement is, therefore, recommended with a maximum water-cement ratio of 0.5 percent. The minimum concrete compressive strength should be at least 4,000 pounds per square inch. It is recommended that a Concrete Expert be retained to design an appropriate concrete mix to address the structural requirements. In lieu of retaining a Concrete Expert, it is recommended that the 2016 California Building Code, Section 1904 and 1905 be utilized, which refers to ACI 318. Testing should be performed during grading when fill materials are identified to confirm the sulfate concentration. Metal Construction Components in Contact with Soil Metal rebar encased in concrete, iron pipes, copper pipes, lift shafts, air conditioner units, etc. that are in contact with soil or water that permeates the soil should be protected from corrosion that may result from salts contained in the soil. Recommendations to mitigate damage due to corrosive soils, if needed, should be provided by a qualified Corrosion Specialist. A series of corrosivity test results is provided in Appendix C. Finished Grade and Surface Drainage Finished grades should be designed and constructed so that no water ponds in the vicinity of footings. Drainage design in accordance with the 2016 CBC, Section 1804.4, is recommended or per local City requirements. Roof gutters should be provided and outflow directed away from the house in a non-erosive manner as specified by the Project Civil Engineer or Landscape Architect. Surface and subsurface water should be directed away from building areas. Proper interception and disposal of on-site surface discharge is presumed to be a matter of civil engineering or landscape architectural design. Foundation Plan Review The undersigned should review final foundation plans and specifications prior to their submission to the Building Official for issuance of permits. The review is to be performed only for the limited purpose of checking for conformance with design concepts and the information provided herein. Review shall not include evaluation of the accuracy or completeness of details, such as quantities, dimensions, weights or gauges, fabrication processes, construction means or methods, coordination of the work with other trades or construction safety precautions, all of which are the sole responsibility of the Contractor. R McCarthy Consulting, Inc.'s review shall be conducted with reasonable promptness while allowing sufficient time in our judgment to permit adequate review. Review of a specific item shall not indicate that R McCarthy Consulting, Inc. has reviewed the entire system of which the item is a component. R McCarthy Consulting, Inc. shall not be responsible for any deviation from the Contract Documents not brought to our attention in writing by the Contractor. R McCarthy Consulting, Inc. shall not be required to review partial submissions or those for which submissions of correlated items have not been received. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 Utility Trench Backfill File No: 8393-00 Report No: R2-8393 Page No: 21 Utility trench backfill should be placed in accordance with Appendix D, Standard Grading Guidelines. It is the Owner's and Contractor's responsibility to inform Subcontractors of these requirements and to notify R McCarthy Consulting, Inc. when backfill placement is to begin. It has been our experience that trench backfill requirements are rigorously enforced by the City of Newport Beach. The on-site soils are anticipated to be generally suitable for use as trench backfill; however, silt materials may be difficult to mix and compact to a uniform condition. The use of imported backfill is sometimes more efficient when silt soil materials are at high moisture contents. Fill materials should be placed at near optimum moisture content and compacted under the observation and testing of the Soil Engineer. The minimum dry density required for compacted backfill material is 90 percent of the maximum dry density as determined by ASTM D1557-12. Pre-Grade Meeting A pre-job conference should be held with representative of the Owner, Contractor, Architect, Civil Engineer, Geotechnical Engineer, and Building Official prior to commencement of construction to clarify any questions relating to the intent of these recommendations or additional recommendations. OBSERVATION AND TESTING General Geotechnical observation and testing during construction is required to verify proper removal of unsuitable materials, check that foundation excavations are clean and founded in competent material, to test for proper moisture content and proper degree of compaction of fill, to test and observe placement of wall and trench backfill materials, and to confirm design assumptions. It is noted that the CBC requires continuous verification and testing during placement of fill, pile driving, and pier/caisson drilling. A R McCarthy Consulting, Inc. representative shall observe the site at intervals appropriate to the phase of construction, as notified by the Contractor, in order to observe the work completed by the Contractor. Such visits and observation are not intended to be an exhaustive check or a detailed inspection of the Contractor's work but rather are to allow R McCarthy Consulting, Inc. as an experienced professional, to become generally familiar with the work in progress and to determine, in general, if the grading and construction is in accordance with the recommendations of this report. R McCarthy Consulting, Inc. shall not supervise, direct, or control the Contractor's work. R McCarthy Consulting, Inc. shall have no responsibility for the construction means, methods, techniques, sequences, or procedures selected by the Contractor, the Contractor's safety precautions or programs in connection with the work. These rights and responsibilities are solely those of the Contractor. R McCarthy Consulting, Inc. shall not be responsible for any acts or omission of any entity performing any portion of the work, including the Contractor, Subcontractor, or any agents or employees of any of them. R McCarthy Consulting, Inc. does not guarantee the performance of any other parties on the project site, including the Contractor, and shall not be responsible for the Contractor's failure to R Mccarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 22 perform its work in accordance with the Contract Documents or any applicable law, codes, rules or regulations. Construction-phase observations are beyond the scope of this investigation and budget and are conducted on a time and material basis. The responsibility for timely notification of the start of construction and ongoing geotechnically-involved phases of construction is that of the Owner and his Contractor. We request at least 48 hours' notice when such services are required. Geotechnical Observation/Testing Activities during Grading and Construction The Geotechnical Consultant should be notified to observe and test the following activities during grading and construction: • To observe proper removal of unsuitable materials; • To observe the bottom of removals for all excavations for the building pad grading, trenching, exterior site improvements, etc.; • To observe placement of rock and geofabric within excavations; • To observe tie-back foundation installations (for the sea wall if necessary); • To observe side cut excavations for grading, retaining walls, trenches, etc.; • To test for proper moisture content and proper degree of compaction of fill; • To check that foundation excavations are clean and founded in competent material; • To check the slab subgrade materials prior to placing the gravel, vapor barrier and concrete; • To check retaining wall subdrain installation; • To test and observe placement of wall backfill materials; • To test and observe placement of all trench backfill materials; • To test and observe patio, driveway apron and sidewalk subgrade materials; • To observe any other fills or backfills that may be constructed at the site. It is noted that this list should be used as a guideline. Additional observations and testing may be required per local agency, code, project, Contractor and geotechnical requirements at the time of the actual construction. LIMITATIONS This investigation has been conducted in accordance with generally accepted practice in the engineering geologic and soils engineering field. No further warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. Conclusions and recommendations presented are based on subsurface conditions encountered and are not meant to imply that we have control over the natural site conditions. The samples taken and used for testing, the observations made and the field testing performed are believed representative of the general project area; however, soil and geologic conditions can vary significantly between tested or observed locations. Site geotechnical conditions may change with time due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur as a result of the broadening of knowledge, new legislation, or agency requirements. The recommendations presented herein are, therefore, arbitrarily set as valid for one year from the report R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 December 30, 2019 File No: 8393-00 Report No: R2-8393 Page No: 23 date. The recommendations are also specific to the current proposed development. Changes in proposed land use or development may require supplemental investigation or recommendations. Also, independent use of this report without appropriate geotechnical consultation is not approved or recommended. Thank you for this opportunity to be of service. If you have any questions, please contact this office. Respectfully submitted, R MCCARTHY CONSULTANTS, INC. Robert J. McCarthy Principal Engineer, G.E. 2490 Registration Expires 3-31-2018 Date Signed: 12/31/19 Distribution: Addressee (pdf) Accompanying Illustrations and Appendices Text Figure - Text Figure - Text Figure - Figure 1 - Figure 2 - Figure 3 - Appendix A - Appendix B - Appendix C - Appendix D - Appendix E - Appendix F - Geologic Map of Santa Ana Quadrangle Fault Map, Newport Beach, California CDMG Seismic Hazards Location Map Geotechnical Plot Plan Location Map Geologic Hazard Map References Field Exploration Figures B-1 and B-2 CPT Summary Data Laboratory Testing Figure C-1 Chemical Test Results Standard Grading Guidelines Results of Liquefaction Analysis Table E-1, Figures E-1 and E-2 Data Interpretations Seismicity Supporting Data R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-0160 25 50 i----.~---I SCALE, FEET -----7 I I I I I I I I I I I I I I I I I I I I _vi l . Af Qm HA·1-$-CPT•1♦ EXPLANATION Artificial Fill Marine Deposits Estimated Location of Exploratory Boring Estimated Location of CPT Sounding Base map source: Topographic Survey for 3905 Marcus Avenue, Newport Beach, CA, by RdM Surveying Inc., dated 11/9/2017. Figure 1 -Geotechnical Plot Plan 3905 Marcus Avenue Newport Beach, CA File: 8393-00 December 2019 RMcCARTHY == C□NSULTING,INC PA2020-016NBGiS NEWPORT BEACH 0 0 200 Feet FILE NO: 8393-00 DECEMBER 2019 400 Disclaimer: Every reasonable effort has been made to assure the accuracy of the data provided, however, The City of Newport Beach and its employees and agents disclaim any and all responsibility from or relating to any results obtained in its use. FIGURE 2 -LOCATION MAP PA2020-016NBGiS NEWPORT BEACH 0 0 200 Feet FILE NO: 8393-00 DECEMBER 2019 400 Disclaimer: Every reasonable effort has been made to assure the accuracy of the data provided, however, The City of Newport Beach and its employees and agents disclaim any and all responsibility from or relating to any results obtained in its use. FIGURE 3 -GEOLOGIC HAZARDS MAP PA2020-016 APPENDIX A REFERENCES PA2020-016 APPENDIX A REFERENCES (3905 Marcus Avenue) 1. RDM Surveying Inc., 2017, "Topographic Survey," Job 68-17, 3905 Marcus Avenue, Newport Beach, california, November 9, Scale: 1" = 8', Sheet 1 of 1. 2. American Society of Civil Engineers (ASCE), 2019, ASCE 7 Hazard Tool, https://asce7hazardtool.online/ 3. Bagahi Engineering, Inc., 2000, "Preliminary Geotechnical Investigation, Proposed Single Family Residence, 3600 Marcus Avenue, Newport Beach, CA," Job No: 105y-200-00, May 22. 4. Barrows, A. G., 1974, "A Review of the Geology and Earthquake History of the Newport-Inglewood Structural Zone, Southern California," California Division of Mines and Geology, Special Report 114. 5. Building Seismic Safety Council, 2004, National Earthquake Hazards Reduction Program (NEHRP) Recommended Provisions for Seismic Regulations for New Buildings and Other Structures (FEMA 450), 2003 Edition, Part 2: Commentary, Washington, DC. 6. California Building Code, 2016 Edition. 7. California Division of Mines and Geology, 1998, "Seismic Hazards Zones Map, Newport Beach Quadrangle." 8. California Divisions of Mines and Geology, 2008, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publication 117A. 9. City of Newport Beach, 2014, Community Development Department, Building Division, Building Code Policy, "Liquefaction Study Mitigation Measures," revised July 14. 10. Coast Geotechnical, 2003, "Geotechnical Engineering Investigation or Proposed New Residence at 3302 Marcus Avenue, Newport Beach, California," W. 0. 233603, October 27. 11. Department of the Navy, 1982, NAVFAC DM-7.1, Soil Mechanics, Design Manual 7.1, Naval Facilities Engineering Command. 12. Environmental Geotechnology Laboratory, Inc., 2005, "Report of Geotechnical Engineering Investigation, Proposed New Single Family Residence, 3903 Marcus Avenue, Newport Beach, California," EGL Project No. 05-257-004EL, October 13. 13. Environmental Geotechnology Laboratory, Inc., 1998, "Report of Geotechnical Investigation, 3915 Marcus Avenue, Newport Beach, California," Project No.: 97- 125-002, January 21. 14. Hart, E. W., and Bryant, W. A., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act: California Division of Mines and Geology, Special Publication 42 (Interim Supplements and Revisions 1999, 2003, and 2007). 15. Jennings, Charles W., et al., 1994, "Fault Activity Map of California and Adjacent Areas," California Division of Mines and Geology, Geologic Data Map No. 6. 16. Legg, Mark R., Borrero, Jose C., and Synolakis, Costas E., 2003, "Evaluation of Tsunami Risk to Southern California Coastal Cities," Earthquake Engineering Research Institute (EERI), 2002 NEHRP Professional Fellowship Report, Funded by the Federal Emergency Management Agency (FEMA), January. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 APPENDIX A REFERENCES (3905 Marcus Avenue) 17. Martin, G. R. and Lew, M., 1999, "Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California", SCEC, March. 18. Morton and Miller, 1981, Geologic Map of Orange County, CDMG Bulletin 204. 19. Morton, P. K., Miller, R. V., and Evans, J. R., 1976, Environmental Geology of Orange County, California, California Division of Mines and Geology, Open File Report 79-8 LA. 20. Morton, D. M., Bovard, Kelly H., and Alvarez, Rachel M., 2004, Preliminary Digital Geological Map of the 30' X 60' Santa Ana Quadrangle, Southern California, Version 2.0, Open-File Report 99-172, Version 2.0 -2004. 21. Morton, Douglas M., and Miller, Fred K., compilers, 2006, "Geologic Map of the San Bernardino and Santa Ana 30' X 60' Quadrangles, California," U. S. Geological Survey Open File Report 2006-1217. 22. Petersen, M. D., Bryant, W. A., Cramer, C. H., Cao, T., Reichle, M. S., Frankel, A. D., Lienkaemper, J. J., McCrory, P.A., and Schwartz, D. P., 1996, "Probabilistic Seismic Hazard Assessment for the State of California," Department of Conservation, Division of Mines and Geology, DMG Open-File Report 96-08, USGS Open File Report 96-706. 23. Petra Geotechnical, Inc., 1994, "Updated Geotechnical Investigation, Proposed Single-Family Residence, 3312 Marcus Avenue, Newport Beach, California," J. N. 327-89, January 7. 24. R Mccarthy Consulting, Inc., 2017, "Geotechnical Investigation, Proposed Residential Construction, 3803 Marcus Avenue, Newport Island, Newport Beach, california," File No: 8154-00, Report No: 20170310-1, March 31. 25. Schmertmann, Dr. John H., 1977, "Guidelines for CPT Performance and Design," Prepared for the Federal Highway Administration, U. S. Department of Transportation, FHWA-TS-78-209, February. 26. Seed, Bolton H., and Idriss, I. M., 1974, "A Simplified Procedure for Evaluating Soil Liquefaction Potential," Journal of Soil Mechanics, ASCE, Vol. 97, No. SM9, Sept. 1974, pp. 1249-1273. 27. Structural Engineers Association of California (SEAOC), 2019, OSHPD Seismic Design Maps, https://seismicmaps.org/ 28. Tan, Siang, S., and Edgington, William J., 1976, "Geology and Engineering Geology of the Laguna Beach Quadrangle, Orange County, California," California Division of Mines and Geology, Special Report 127. 29. Terzaghi, Karl, Peck, Ralph B., and Mesri, Ghoamreza, 1996, "Soil Mechanics in Engineering Practice, Third Edition," John Wiley & Sons, Inc. 30. Tokimatsu, K., and Seed, H. B., 1987, "Evaluation of Settlements in Sands Due to Earthquake Shaking," Journal of the Geotechnical Engineering Division, ASCE, 113(8), pp.861-878. 31. Vedder, J. G., Yerkes, R. F., and Schoellhamer, J. E., 1957, Geologic Map of the San Joaquin Hills-San Juan Capistrano Area, Orange County, california, U. S. Geological Survey, Oil and Gas Investigations Map OM-193. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 APPENDIX B FIELD EXPLORATION R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 General APPENDIX B FIELD EXPLORATION (3905 Marcus Avenue) Subsurface conditions were explored by performing a Cone Penetrometer (CPT) Sounding and excavating one auger boring on November 25, 2019. The CPT sounding was performed by Kehoe Testing & Engineering, Inc. to a depth of approximately 23 feet where it encountered refusal in very dense sands or bedrock. One hand-auger boring was excavated to a depth of 7 feet on November 25, 2019. The hand auger was terminated due to caving. The approximate locations of the exploratory CPT and boring are shown on the Geotechnical Plot Plan, Figure 1. The Key to Logs and Boring Log are included as Figures B-1 and B-2. CPT Data Profiles are attached along with the CPT interpretation files used in our liquefaction analysis. Soundings for the Cone Penetrometer Tests and boring excavation were observed by our field engineer who logged the soils and obtained samples for identification and laboratory testing. The exploratory excavations for the current investigation were located in the field by pacing from known landmarks. The locations as shown are, therefore, within the accuracy of such measurements. The exploration locations are shown on the attached Geotechnical Plot Plan, Figure 1. Sample Program 1. Hand Augers -Relatively undisturbed drive samples were obtained by utilizing a sampler lined on the inside with brass rings, each 1-inch long and 2.5-inches outside diameter. The sample is typically driven for a total length of about 6-inches. The number of blows per 6-inches of driving are recorded on the boring logs. The slide hammer used to drive the samples has a weight of 10.3 pounds with effort. The slide hammer drop height was 18-inches. The hammer weight alone is not sufficient to drive the sample; additional energy is applied by the drilling operator by thrust force on the hammer from the topmost position. The brass rings were removed from the sampler and transferred into a plastic tube and sealed. 2. The cone penetration or cone penetrometer test (CPT) is a method used to determine the geotechnical engineering properties of soils and delineating soil stratigraphy. The test method consists of pushing an instrumented cone, with the tip facing down, into the ground at a controlled rate (controlled between 1.5 -2.5 cm/s). The cone tip cross- sectional area was 10 cm 2, corresponding to a diameter of 3.6 cm. The CPT soundings were performed by Kehoe Testing & Engineering, Inc. 3. Bulk samples representative of subsurface conditions were collected from the excavations and sealed in plastic bags. Summary The soils were classified based on field observations and laboratory tests. The classification is in accordance with ASTM D2487 (the Unified Soil Classification System). Collected samples were transported to the laboratory for testing. Groundwater was encountered in the hand auger boring at a depth of about 7 feet on November 25, 2019. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 UN IFIE D SOIL CLASSIFICATION CHART MAJOR DIVISIONS GROUP SYMBOL T YPICAL NAMES SYMBOLS GW O·': · ...... Well graded gravels and gravel-sand mixtures, little or GRAVELS: CLEAN .• I:\· no fines •·.a·· 50% or more of GRAVELS GP v~c Poorly graded gravels and gravel-sand mixtures, little or no fines coarse fraction ti 1c. COARSE-GRAINED SOILS: retained GRAVEL GM Silty gravels, gravel-sand-silt mixtures WITH more than 50% retained on on No. 4 sieve FINES GC ~h Clayey gravels, gravel-sand-clay mixtures No. 200 sieve (based on the .. . . material passing the 3-inch SW .. .. : .. Well graded sands and gravelly sand, little or no fines SANDS: CLEAN .· .. [75mm] sieve) SANDS : ·: ·::· :.::-:-·. Poorly graded sands and gravelly sands, little or no more than 50% of SP . ::: ...... fines coarse fraction . .. ··. SANDS SM .. Silty sands, sand-silt mixtures .. passes No. 4 sieve WITH ... 1//; FINES SC ·.·· . .':,1 Clayey sands, sand-clay mixtures ML Inorganic silts, very fine sands, rock flour, silty or clayey fine sands SILTS AND CLAYS: CL 11/// Inorganic clays of low to medium plasticity, gravelly Liquid Limit 50% or less clays, sandy clays, silty clays, lean clays FINE-GRAINED SOILS: OL . . ... Organic silts and organic silty clays of low plasticity . . ... 50% or more passes MH I 11 Inorganic silts, micaceous or diatomaceous fine sands No. 200 sieve* SILTS AND CLAYS: or silts, elastic clays Liquid Limit greater CH ~ Inorganic clays of high plasticity, fat clays than 50% OH . . . .. Organic clays of medium to high plasticity ... . . HIGHLY ORGANIC SOILS PT ·-Peat, muck, and other highly organic soils KEY TO LOGS NOTATION SAMPLER TYPE SYMBOL C Core barrel □ Modified California Sampler (3" O.D.) CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch □ inside diameter Modified California Sampler, no recovery D&M Dames & Moore piston sampler using [I] Standard Penetration Test, ASTM D 1586 2.5-inch outside diameter, thin-walled tube [I] 0 Osterberg piston sampler using 3.0-inch Standard Penetration Test, no recovery outside diameter, thin-walled Shelby tube ~ Thin-walled tube sample using Pitcher barrel PTB Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube [ill Thin-walled tube sample, pushed or used Osterberg sampler S&H Sprague & Henwood split-barrel sampler ~ with a 3.0-inch outside diameter and a Disaggregated (bulk) sample 2.43-inch inside diameter .I Water level SPT Standard Penetration Test (SPT) - split-barrel sampler with a 2.0-inch outside diameter and a 1.5-inch inside diameter ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure Figure B-1: NR No Recovery Unified Soil Classification R McCARTHY Chart / Key To Logs == C □NSULTING,INC PA2020-016 SITE LOCATION: 3905 Marcus Avenue EQUIPMENT: Hand auger DATE: 11/25/19 SURFACE ELEVATION: 8.3' +/-BY: SPC u:::-UJ u BORING NO: HA-1 ..J 0.. 0.. ,......, ~ I-:E ::R ~ z <t: LU e.., :::, l/l ..J UJ 0.. l/l 0 UJ :E cl!: z u u <t: :::, UJ I I :'.':i t; 0 Ei: l/l $ l/l Ei: u 0 0.. t9 0 ~ UJ l/l ..J ~ ca MATERIAL DESCRIPTION NOTES UJ 0 :::, cc :E 0 0 At O -6": RESIDUAL SOIL (Af) Maximum Density -(119.0 pcf, 11.0 %) - At 6" -7': MARINE DEPOSITS Expansion Index -14 ---(EI= 0) -SM -27.9 87 Light gray brown silty SAND, moist, medium dense, occasional 6" ,...__ Corrosion Tests -thin silt layers -15 ---SM 6" .,____ 16.8 5-......_ 5- -- - Total Depth: 7 feet Groundwater at 7 feet - -- 10-10- -- -- -- -- 15-15- -- -- -- -- 20-20- - - - - 25-25- - - - - FILE NO: 8393-00 LOG OF BORING FIGURE B-2 R MCCARTHY CONSUL TING, INC. PA2020-016 SUMMARY OF CoNE PENETRATION TEST DATA Project: 3905 Marcus Avenue Newport Beach, CA November 25, 2019 Prepared for: Mr. Stephan Cousineau R McCarthy Consulting, Inc. 23 Corporate Plaza Drive, Ste 150 Newport Beach, CA 92660 Office (949) 629-2539 / Fax (949) 629-2501 Prepared by: Kr"/17 KEHOE TESTING & ENGINEERING 5415 Industrial Drive Huntington Beach, CA 92649-1518 Office (714) 901-7270 I Fax (714) 901-7289 www.kehoetesting.com PA2020-016 TABLE OF CONTENTS 1. INTRODUCTION 2. SUMMARY OF FIELD WORK 3. FIELD EQUIPMENT & PROCEDURES 4. CONE PENETRATION TEST DATA & INTERPRETATION APPENDIX • CPT Plots • CPT Classification/Soil Behavior Chart • CPT Data Files (sent via email) PA2020-016 SUMMARY OF CONE PENETRATION TEST DATA 1. INTRODUCTION This report presents the results of a Cone Penetration Test (CPT) program carried out for the project located at 3905 Marcus Avenue in Newport Beach, California. The work was performed by Kehoe Testing & Engineering (KTE) on November 25, 2019. The scope of work was performed as directed by R McCarthy Consulting, Inc. personnel. 2. SUMMARY OF FIELD WORK The fieldwork consisted of performing CPT soundings at one location to determine the soil lithology. A summary is provided in TABLE 2.1. DEPTH OF LOCATION CPT (ft) COMMENTS/NOTES: CPT-1 22 TABLE 2.1 -Summary of CPT Soundings 3. FIELD EQUIPMENT & PROCEDURES The CPT soundings were carried out by KTE using an integrated electronic cone system manufactured by Vertek. The CPT soundings were performed in accordance with ASTM standards (D5778). The cone penetrometers were pushed using a direct push rig anchored with 3/4-inch concrete anchors. This rig has a pushing capacity of approximately 15 tons. The cone used during the program was a 1 0 cm/\2 and recorded the following parameters at approximately 2.5 cm depth intervals: • Cone Resistance (qc) • Inclination • Sleeve Friction (fs) • Penetration Speed • Dynamic Pore Pressure (u) The above parameters were recorded and viewed in real time using a laptop computer. Data is stored at the KTE office for up to 2 years for future analysis and reference. A complete set of baseline readings was taken prior to each sounding to determine temperature shifts and any zero load offsets. Monitoring base line readings ensures that the cone electronics are operating properly. PA2020-016 4. CONE PENETRATION TEST DATA & INTERPRETATION The Cone Penetration Test data is presented in graphical form in the attached Appendix. These plots were generated using the CPeT-IT program. Penetration depths are referenced to ground surface. The soil behavior type on the CPT plots is derived from the attached CPT SBT plot (Robertson, "Interpretation of Cone Penetration Test. .. ", 2009) and presents major soil lithologic changes. The stratigraphic interpretation is based on relationships between cone resistance (qc), sleeve friction (fs), and penetration pore pressure (u). The friction ratio (Rf), which is sleeve friction divided by cone resistance, is a calculated parameter that is used along with cone resistance to infer soil behavior type. Generally, cohesive soils (clays) have high friction ratios, low cone resistance and generate excess pore water pressures. Cohesionless soils (sands) have lower friction ratios, high cone bearing and generate little (or negative) excess pore water pressures. The CPT data files have also been provided. These files can be imported in CPeT-IT (software by GeoLogismiki) and other programs to calculate various geotechnical parameters. It should be noted that it is not always possible to clearly identify a soil type based on qc, fs and u. In these situations, experience, judgement and an assessment of the pore pressure data should be used to infer the soil behavior type. If you have any questions regarding this information, please do not hesitate to call our office at (714) 901-7270. Sincerely, KEHOE TESTING & ENGINEERING Steven P. Kehoe President 12/02/19-hh-1418 PA2020-016 APPENDIX PA2020-016Project: R. McCarthy Consulting Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com Location: 3905 Marcus Ave, Newport Beach, CA IC 2 11 '-' 1 2 ..c. ...., fil" I 3 0 1,1 I S I 6 I 7 2C 2 I Cone resistance qt ... ··•• ····•····· ·············· ·•····· 2s-,..---.... ----.-----.-----1 Tip resistance (tsf) Sleeve friction j,, ••• ,.,,.,.!'•• ••••·•• •+••••,,,,..,I•• ••••••••• i ...... ·--~-... •····•·f· .. , ., .. ~---······ ... , ............ . 1 5 I 5 I 7 ·········•·• IE .. -~-··········•• ......... . 2 I 2 3 2 3 Friction ( tsf) s Pore pressure u ·······• 0 .... s l .......... (. .... 5 IC ,-,. I I q:'. ~12 ..c. fil" I} 0 I -1 IS 16 I 7 ···•····•·····•········••· ····f·• J:; I 9 2C, 2 I :! 2 23 2 ,1 .; s ~ 1 C• ::, Pressure (psi) CPeT-IT v.2.3.1.8 -CPTU data presentation & interpretation software -Report created on: 11/26/2019, 9:02:42 AM Project file: Friction ratio 2~-,..-------------~ 0 3 •1 ~ Rf(%) 5. 0 2 J -1 5 5 7 E ·;, I~ ,......11 q:'. ~12 ..c. fil" I:; Cl 1-1 I -15 I 7 I 5 19 ~0 2 I 22 2} :! ·1 2 !; { CPT-1 Total depth: 22.91 ft, Date: 11/25/2019 Soil Behaviour Type ---~~~--~ ~.J:! ~n4~ Silt :,.,r,,f 3 '1'1n4y ,ilt : +·•· Cla;r ~ ,ilt clay c1.;.-. . . ·· SilT ,.,nd\~ ,_..n4'y ,llt .,. •··········•·········•··········•··········? ....... ; ... ····· ········~----. .... ,0,.. . ... .;. ..• ; : ········-··· ·•···••·····"-········ ....... .. l .... S•nd S•nd ~ ~It, ,.nd · · Silt->•nd/,.n4pilt ' .. ····~·· ··Sl'IM j lil.t Ytnd .S•nd ...... ~-.... ··~· .. ······~··· .... ~ -'1 6 S. 1 C 1 2 l•l S BT (Robertson, 2010) I 5 1 lfi PA2020-016 K •.ti 11) L ol) C Co (_) T E 0.1 Kehoe Testing & Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com SBT plot 1 Friction Ratio ) Rf(%) SBTlegend ■ 1. Sensitive fine grained Ii] 2, Or,;iani: material ■ 3. Cl.ay to :silty clay ■ 4. Clayey sit to :silty clay [JI 5, Siky sand to sandy silt 0 6. Clean sand to siky sand Q 7, Gravely sar,:I to sand E] 8 , Very stilf sand to clayey sand 0 9 , Vety stiff fine grained 1 0 PA2020-016 APPENDIX C LABORATORY TESTING PA2020-016 General APPENDIX C LABORATORY TESTING (3905 Marcus Avenue The laboratory testing program was designed to fit the specific needs of this project and was limited to testing the soil samples collected during the on-site exploration. The test program was performed by our laboratory and supplemented with testing by HDR, Inc. Soils were classified visually and per the results of our laboratory testing according to ASTM D2487, the Unified Soil Classification System (USCS). The field moisture content and dry densities of the soils encountered were determined by performing laboratory tests on the collected samples. The results of the moisture tests, density determinations and soil classifications are shown on the Boring Logs, Figures B-2. Maximum Density The maximum dry density and optimum moisture content relationships were determined for representative samples of the on-site soil. The laboratory standard used was ASTM D1557 . The test results are presented below and on Figure C-6 and C-7. RESULTS OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT ASTM D1557 Test Location Soil Soil Description Maximum Dry Optimum Classification Density pcf Moisture Content% HA-1@ 1-5' SM Gray brown Silty SAND 119.0 11.0 Expansion Index Test Expansion index tests were performed in accordance with ASTM D4829. The results are summarized below. Test Location HA-1@ 1-5' Soil Classification SM RESULTS OF EXPANSION INDEX ASTM D4829 Expansion Expansion Index Potential 0 Very Low R McCarthy Consulting, Inc. Moisture Content% 12.1 Initial 18.5 Final 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Saturation % 100 Final PA2020-016 Sulfate Test APPENDIX C LABORATORY TESTING (3905 Marcus Avenue Sulfate test results indicated negligible soluble sulfates as shown below: Soluble Sulfates Test Soil (mg/kg) Location Classification ASTM D4327 Sulfate Exposure HA-1 @ 1-5' SM 118 Low Corrosivity Testing A series of corrosivity tests were performed on the sample B-1 @ 0-5 feet. The test results are as follows: Soluble Sulfates Soluble Min. Resistivity Test Soil (mg/kg) Chlorides (mg/kg) (ohm-cm) Location Classification pH ASTM D4327 ASTM D4327 ASTM G187 HA-1@ 1-5' SM 6.9 118 595 600 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 130.0 I 125.0 1---- 1 I 120.0 !_ __ _ 115.0 '-----+-- 'tJ 110.0 1---- o.. c 'vi C Q) 0 c:- 0 105.0 100.0 95.0 90.0 -----+--------+--- 85.0 -----+-----+----------+--- 80.0 0 5 10 15 20 25 Moisture Content (%) Sample Identification HA-1 @ 1-5' Sample Description Gray brown Silty SAND Maximum Dry Density (pcf) 119.0 Optimum Moisture Content(%) 11.0 30 RMc C ARTHY MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT DETERMINATION -C ONSU LTIN G , INC File No.: 8393-00 Date: December -2019 Figure: C-1 PA2020-016 DATE: ATTENTION: TO: SUBJECT: COMMENTS: TRANSMITTAL LETTER December 17, 2019 Rob McCarthy R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 Laboratory Test Data 8393-00 Your #8393-00, HOR Lab #19-0872LAB Enclosed are the results for the subject project. James T. Keegan, MD Corrosion and Lab Services Section Manager 431 West Baseline Road· Claremont, CA 91711 Phone: 909.962.5485 · Fax: 909.626.3316 PA2020-016 Sample ID Resistivity as-received saturated pH Electrical Conductivity Chemical Analyses Cations calcium Ca2• magnesium Mg2• sodium Na1• potassium K1+ Anions carbonate CO32- Table 1 -Laboratory Tests on Soil Samples R McCarthy Consulting, Inc. 8393-00 Your#8393-00, HDR Lab #19-0872LAB 17-Dec-19 HA-1 @ 1-5' Units ohm-cm 2,480 ohm-cm 600 6.9 mS/cm 0.58 mg/kg 145 mg/kg 33 mg/kg 382 mg/kg 13 mg/kg ND bicarbonate HCO3 1· mg/kg 207 fluoride F1-mg/kg 4.0 chloride c11-mg/kg 595 sulfate SO42-mg/kg 118 phosphate PO/-mg/kg ND Other Tests ammonium NH41+ mg/kg 4.0 nitrate NO31-mg/kg 106 sulfide s2-qual na Redox mV na Resistivity per ASTM G187, Cations per ASTM D6919, Anions per ASTM D4327, and Alkalinity per APHA 2320-B. Electrical conductivity in millisiemens/cm and chemical analyses were made on a 1 :5 soil-to-water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed 431 West Baseline Road· Claremont, CA 91711 Phone: 909 .962.5485 · Fax: 909 .626.3316 Page 2 of 2 PA2020-016 APPENDIX D STANDARD GRADING GUIDELINES PA2020-016 GENERAL APPENDIX D STANDARD GRADING GUIDELINES (3905 Marcus Avenue) These Guidelines present the usual and minimum requirements for grading operations observed by R McCarthy Consulting, Inc., or its designated representative. No deviation from these guidelines will be allowed, except where specifically superseded in the geotechnical report signed by a registered geotechnical engineer. The placement, spreading, mixing, watering, and compaction of the fills in strict accordance with these guidelines shall be the sole responsibility of the Contractor. The construction, excavation, and placement of fill shall be under the direct observation of the Geotechnical Engineer or any person or persons employed by the licensed Geotechnical Engineer signing the soils report. If unsatisfactory soil-related conditions exist, the Geotechnical Engineer shall have the authority to reject the compacted fill ground and, if necessary, excavation equipment will be shut down to permit completion of compaction. Conformance with these specifications will be discussed in the final report issued by the Geotechnical Engineer. SITE PREPARATION All brush, vegetation and other deleterious material such as rubbish shall be collected, piled and removed from the site prior to placing fill, leaving the site clear and free from objectionable material. Soil, alluvium, or rock materials determined by the Geotechnical Engineer as being unsuitable for placement in compacted fills shall be removed from the site. Any material incorporated as part of a compacted fill must be approved by the Geotechnical Engineer. The surface shall then be plowed or scarified to a minimum depth of 6-inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment used. After the area to receive fill has been cleared and scarified, it shall be disced or bladed by the Contractor until it is uniform and free from large clods, brought to the proper moisture content and compacted to minimum requirements. If the scarified zone is greater than 12- inches in depth, the excess shall be removed and placed in lifts restricted to 6-inches. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines or others not located prior to grading are to be removed or treated in a manner prescribed by the Geotechnical Engineer. MATERIALS Materials for compacted fill shall consist of materials previously approved by the Geotechnical Engineer. Fill materials may be excavated from the cut area or imported from other approved sources, and soils from one or more sources may be blended. Fill soils shall be free from organic (vegetation) materials and other unsuitable substances. Normally, the material shall contain no rocks or hard lumps greater than 6-inches in size and shall contain at least 50 percent of material smaller than 1/4-inch in size. Materials greater than 4-inches in size shall be R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 APPENDIX D STANDARD GRADING GUIDELINES (3905 Marcus Avenue) placed so that they are completely surrounded by compacted fines; no nesting of rocks shall be permitted. No material of a perishable, spongy, or otherwise of an unsuitable nature shall be used in the fill soils. Representative samples of materials to be utilized, as compacted fill shall be analyzed in the laboratory by the Geotechnical Engineer to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material shall be conducted by the Geotechnical Engineer in a timely manner. PLACING, SPREADING, AND COMPACTING FILL MATERIAL Soil materials shall be uniformly and evenly processed, spread, watered, and compacted in thin lifts not to exceed 6-inches in thickness. Achievement of a uniformly dense and uniformly moisture conditioned compacted soil layer should be the objective of the equipment operators performing the work for the Owner and Contractor. When the moisture content of the fill material is below that specified by the Geotechnical Engineer, water shall be added by the Contractor until the moisture content is near optimum as specified. Moisture levels should generally be at optimum moisture content or greater. When the moisture content of the fill material is above that specified by the Geotechnical Engineer, the fill material shall be aerated by the Contractor by blading, mixing, or other satisfactory methods until the moisture content is near the specified level. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to 90 percent of the maximum laboratory density in compliance with ASTM D1557 (five layers). Compaction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compacting equipment. Equipment shall be of such design that it will be able to compact the fill to the specified density. Compaction shall be continuous over the entire area and the equipment shall make sufficient passes to obtain the desired density uniformly. A minimum relative compaction of 90 percent out to the finished slope face of all fill slopes will be required. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 2 to 5 feet in elevation gain or by overbuilding and cutting back to the compacted inner core, or by any other procedure, which produces the required compaction. GRADING OBSERVATIONS The Geotechnical Engineer shall observe the fill placement during the course of the grading process and will prepare a written report upon completion of grading. The compaction report shall make a statement as to compliance with these guidelines. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 APPENDIX D STANDARD GRADING GUIDELINES (3905 Marcus Avenue) As a minimum, one density test shall be required for each 2 vertical feet of fill placed, or 1 for each 1,000 cubic yards of fill, whichever requires the greater number of tests; however, testing should not be limited based on these guidelines and more testing is generally preferable. Processed ground to receive fill, including removal areas such as canyon or swale cleanouts, must be observed by the Geotechnical Engineer and/or Engineering Geologist prior to fill placement. The Contractor shall notify the Geotechnical Engineer when these areas are ready for observation. UTILITY LINE BACKFILL Utility line backfill beneath and adjacent to structures; beneath pavements; adjacent and parallel to the toe of a slope; and in sloping surfaces steeper than 10 horizontal to 1 vertical (10: 1), shall be compacted and tested in accordance with the criteria given in the text of this report. Alternately, relatively self-compacting material may be used. The material specification and method of placement shall be recommended and observed by the Soil Engineer, and approved by the Geotechnical Engineer and Building Official before use and prior to backfilling. Utility line backfill in areas other than those stated above are generally subject to similar compaction standards and will require approval by the Soil Engineer. The final utility line backfill report from the Project Soil Engineer shall include an approval statement that the backfill is suitable for the intended use. PROTECTION OF WORK During the grading process and prior to the complete construction of permanent drainage controls, it shall be the responsibility of the Contractor to provide good drainage and prevent ponding of water and damage to adjoining properties or to finished work on the site. After the Geotechnical Engineer has finished observations of the completed grading, no further excavations and/or filling shall be performed without the approval of the Geotechnical Engineer. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2020-016 APPENDIX E RESULTS OF LIQUEFACTION ANALYSES PA2020-016 Needs to be updated Table E-1 Results of Liquefaction Analyses Summary 3905 Marcus Avenue Figure Condition E-1/E-2 Existing Boring# CPT-1 Smax (inches) 1.13 (Boulanger and Idriss -2010-2016) Smax = Calculated maximum settlement of potential liquefiable layers in the upper 50 feet (above bedrock and/or very dense sand layers) Please see the associated figures for additional details. Computation: GeoAdvanced GeoSuite Software Version 2.4.0.16, developed by Fred Yi, PhD, PE, GE www.geoadvanced.com R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 PA2020-016;;: l'; ~' ~ ii i g .c C. Q) 0 2 4 6 8 10 12 14 16 18 20 22 24 0 SBTn 5 0 ■ Sensitive fine grained ■ Organic soils -peats ■ Clay to silty clay ■ Silty clay to clayey silt qc (tsj) 100 200 300 0 \. ■ Sandy silt to silty sand ■ Silty sand to clean sand f, (tsf) 2 ■ Dense sand to gravelly sand ■ Clayey sand to very stiff sand 3 Very stiff fine grained • • Overconsolidated or cemented ~IC~ FS 0.6 0 0.5 1 0 \ Earthquake & Groundwater Information: Magnitude= 7.1 Max. Acceleration= 0.75 g Project GW = 4 ft Maximum Settlement = 1.13 in Settlement at Bottom of Footing = 1.13 in Liquefaction: Boulanger & Idriss (2010-16) Settl.: (dry] Yi (2010); [sat] Idriss & Boulanger (2008) Lateral spreading: Idriss & Boulanger (2008) M correction: ov correction: Idriss & Boulanger (2008) Stress reduction: Blake (1996) il-------------------------------~------------------------------------------------1 Liquefaction Potential -CPT Data ~ I r--,, n. .n r--, H IVICLARTHY CONSULTING, INC Project: Tucci Location: 3905 Marcus Ave I Job Number: 8393-00 CPT No.: CPT-1 Enclosure: E-1 ti LG-eo-S-uit_8':>_V_e_rs_;0-n 2-.4-.0-.1-6.-D-ev_e_lope-d-by-F-,ed-Y-;,-p-hQ-,.,-PE"°,.,-G.,-E---------------:C:-or,;--,-rig-:-Jh~~20:::0::-2--2:::0.,-19:-G::-e-oA:-dv:-a-n-ce-.:d,~M."':A'::"II ri"."g':"':ht-s ,-es-erv-e-:d-_C::-o,_m,_m"."er°'.'cia~l::"Co,_p_y _____ ...._ _______ .._ _____ """'":p:'.'.,e""pa"'.'red~at-.:1::-212::::7~12::"01::"9::"8:::"31:'.'::1,:"7 A':':M-:--' PA2020-016SBTn 2 4 6 8 10 g 12 .c a. Q) 0 14 16 18 20 22 24 ■ Sensitive fine grained ■ Sandy silt to silty sand ■ Organic soils -peats ■ Silty sand to clean sand ■ Clay to silty clay ■ Dense sand to gravelly sand ■ Silty clay to clayey silt ■ Clayey sand to very stiff sand r---,, !',,. ~ ,--,,, H IVICGARTHY CONSULTING, INC GeoSuiteC>Version 2.4.0.16. Developed by Fred YI, PhD, PE, GE FS 0 Yma, (%) 20 40 0 e,,(%) 2 4 0 .ES; (in) 0.5 c===:tU.t.:.:.:it------r----Very stiff fine grained • • Overconsolidated or cemented Earthquake & Groundwater Information: Magnitude= 7.1 Max. Acceleration= 0.75 g Project GW = 4 ft Maximum Settlement= 1.13 in Settlement at Bottom of Footing = 1.13 in Liquefaction: Boulanger & Idriss (2010-16) Settl.: [dry] Yi (2010); [sat] Idriss & Boulanger (2008) Lateral spreading: Idriss & Boulanger (2008) M correction: av correction: Idriss & Boulanger (2008) Stress reduction: Blake (1996) Seismic Settlement Potential -CPT Data Project: Tucci Location: 3905 Marcus Ave Job Number: 8393-00 CPT No.: CPT-1 Enclosure: E-2 CopyrightCl 2002. 2019 GeoAdvancednl.AII rights reserved _Commercial Copy Prepared at 12/27/2019 6:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) Zm (ft) q c (fSj) ls (!sf} 112 (tsj) qt (fSj) 0.30 0.15 41.8 0.14 0.07 41.8 0.40 0.35 37.8 0.12 0.07 37.8 0.50 0.47 34.7 0.10 0.06 34.7 0.70 0.60 35.3 0.10 0.06 35.3 0.80 0.74 36.4 0.12 0.05 36.4 0.90 0.86 36.8 0.13 0.05 36.8 1.10 0.99 36.5 0.14 0.05 36.5 1.20 1.13 33.2 0.14 0.04 33.2 1.30 1.26 28.8 0.14 0.04 28.8 1.40 1.39 24.7 0.16 0.04 24.7 1.60 1.52 21.4 0.23 0.05 21.5 1.70 1.66 17.9 0.27 0.06 17.9 1.80 1.79 16.4 0.27 0.06 16.4 2.00 1.92 17.7 0.23 0.06 17.7 2.10 2.04 16.4 0.22 0.05 16.4 2.30 2.18 13.6 0.22 0.05 13.6 2.40 2.32 11.9 0.25 0.05 12.0 2.50 2.45 9.1 0.27 0.04 9.1 2.60 2.58 8.4 0.27 0.03 8.4 2.80 2.70 8.6 0.28 0.03 8.6 2.90 2.84 10.2 0.29 0.04 10.2 3.00 2.96 16.3 0.28 0.05 16.3 3.20 3.10 44.5 0.25 0.05 44.5 3.30 3.22 59.7 0.21 0.05 59.7 3.40 3.36 62.1 0.21 0.04 62.1 3.50 3.49 60.2 0.20 0.04 60.2 3.70 3.62 60.0 0.20 0.04 60.0 3.80 3.77 63.1 0.22 0.05 63.1 4.10 4.01 60.2 0.21 0.05 60.2 4.20 4.14 56.5 0.16 0.05 56.5 4.40 4.29 54.7 0.23 0.05 54.7 4.50 4.43 55.5 0.27 0.05 55.5 4.60 4.56 55.3 0.29 0.06 55.3 4.70 4.68 54.4 0.31 0.07 54.4 4.90 4.80 54.8 0.29 0.07 54.8 5.00 4.93 57.6 0.28 0.07 57.6 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) R1 SBT Y (pcj) a v0 (tsj) a ,,o '(tsj) Qi 0.34 8 108 0.01 0.01 158.0 0.31 8 106 0.02 0.02 142.7 0.29 7 105 0.03 0.03 131.0 0.30 7 105 0.03 0.03 133.2 0.32 7 106 0.04 0.04 137.5 0.36 7 107 0.05 0.05 139.1 0.38 7 108 0.05 0.05 137.9 0.41 7 107 0.06 0.06 125.1 0.48 7 107 0.07 0.07 108.8 0.66 7 108 0.07 0.07 93.1 1.06 6 110 0.08 0.08 80.8 1.52 6 111 0.09 0.09 67.3 1.67 6 111 0.10 0.10 61.8 1.29 6 110 0.10 0.10 66.6 1.31 6 109 0.11 0.11 61.7 1.64 5 109 0.12 0.12 51.1 2.13 5 109 0.13 0.13 44.7 3.02 4 109 0.13 0.13 33.9 3.27 3 109 0.14 0.14 31.2 3.29 3 109 0.15 0.15 31.8 2.84 4 110 0.15 0.15 38.0 1.72 6 111 0.16 0.16 61.1 0.56 8 113 0.17 0.17 167.7 0.35 8 112 0.17 0.17 225.2 0.34 8 112 0.18 0.18 233.9 0.33 8 111 0.19 0.19 226.8 0.34 8 112 0.20 0.20 226.1 0.36 8 113 0.21 0.21 237.6 0.35 8 112 0.22 0.22 226.9 0.29 8 110 0.23 0.22 212.6 0.42 8 112 0.23 0.23 205.8 0.4 8 11 0.2 0.23 208.8 0.52 8 114 0.25 0.23 208.1 0.56 8 115 0.26 0.24 204.8 0.52 8 114 0.26 0.24 206.3 0.48 8 114 0.27 0.24 216.7 Qhl 79.0 71.4 65.5 66.6 68.8 69.5 69.0 62.6 54.4 46.6 40.4 33.7 30.9 33.3 30.9 25.6 22.4 16.9 15.6 15.9 19.0 30.6 83.8 112.6 117.0 113.4 113.0 118.8 113.5 106.3 102.9 104.4 104.1 102.4 103.2 108.3 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy FR 0.34 0.31 0.29 0.30 0.32 0.36 0.38 0.41 0.48 0.66 1.06 1.52 1.68 1.30 1.32 1.65 2.14 3.05 3.32 3.35 2.88 1.72 0.56 0.35 0.34 0.33 0.34 0.36 0.36 0.29 0.43 0.48 0.52 0.56 0.53 0.48 Lateral spreading: Idriss Boulanger (2008) M correction: SET,, le qc/N K C (q cJN) ~, 6 1.74 79.0 1.00 79.0 6 1.76 71.4 1.00 71.4 6 1.79 65.6 1.00 65.6 6 1.79 66.6 1.00 66.6 6 1.79 68.8 1.00 68.8 6 1.80 69.6 1.00 69.6 6 1.82 69.1 1.00 69.1 6 1.87 62.7 1.00 62.7 6 1.95 54.5 1.00 54.5 6 2.08 46.7 1.41 65.7 5 2.24 40.6 1.76 71.2 5 2.39 33.8 2.27 77.0 5 2.45 31.1 2.51 78.0 5 2.36 33.5 2.14 71.6 5 2.39 31.1 2.25 70.0 5 2.51 25.8 2.81 72.4 4 2.62 22.6 0.00 22.6 4 2.81 17.2 0.00 17.2 4 2.63 31.2 0.00 31.2 4 2.63 31.8 0.00 31.8 4 2.76 19.3 0.00 19.3 5 2.46 30.9 2.55 78.7 6 1.82 84.2 1.12 94.0 6 1.61 112.9 1.00 112.9 6 1.59 117.3 1.00 117.3 6 1.59 113. 1.00 113.8 6 1.60 113.4 1.00 113.4 6 1.59 119.2 1.00 119.2 6 1.61 113.9 1.00 113.9 6 1.59 106.7 1.00 106.7 6 1.69 103.3 1.00 103.3 6 1.71 104.9 1.00 104.9 6 1.73 104.5 1.05 109.9 6 1.75 102.9 1.07 109.8 6 1.73 103.7 1.05 109.3 6 1.69 108.8 1.00 108.8 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) Zm (ft) q c (fsj) fs (tsj) u 2 (tsj) q / (/SJ) 5.10 5.06 59.7 0.28 0.07 59.7 5.30 5.20 59.7 0.27 0.06 59.7 5.40 5.34 59.4 0.26 0.06 59.4 5.50 5.47 55.4 0.24 0.06 55.4 5.60 5.59 49.6 0.22 0.06 49.7 5.80 5.72 45.3 0.21 0.06 45.3 5.90 5.86 41.8 0.19 0.06 41.9 6.00 5.97 36.9 0.17 0.06 37.0 6.20 6.11 34.2 0.14 0.06 34.2 6.30 6.25 27.3 0.13 0.06 27.3 6.40 6.37 20.3 0.12 0.06 20.3 6.60 6.50 14.7 0.11 0.05 14.7 6.70 6.64 11.0 0.19 0.05 11.0 6.80 6.78 8.9 0.23 0.03 8.9 7.00 6.90 7.8 0.24 0.01 7.8 7.10 7.05 7.1 0.25 0.01 7.1 7.20 7.18 5.5 0.21 0.00 5.5 7.40 7.31 4.6 0.15 -0.03 4.6 7.50 7.43 4.7 0.12 -0.03 4.7 7.60 7.56 7.2 0.16 -0.02 7.2 7.70 7.69 10.0 0.17 -0.04 10.0 7.90 7.82 13.3 0.18 -0.02 13.3 8.00 7.97 19.1 0.22 -0.01 19.1 8.20 8.09 27.5 0.27 -0.08 27.4 8.30 8.22 38.5 0.31 -0.08 38.5 8.40 8.35 53.3 0.36 -0.08 53.2 8.60 8.49 74.6 0.42 -0.06 74.6 8.70 8.61 94.6 0.49 -0.05 94.6 8.80 8.73 116.3 0.60 -0.03 116.3 8.90 8.87 136.2 0.73 -0.02 136.2 9.10 9.00 149.2 0.80 -0.01 149.2 9.20 9.15 158.0 0.82 0.00 158.0 9.30 9.27 169.5 0.85 0.00 169.5 9.50 9.41 185.8 0.93 0.00 185.8 9.60 9.54 198.5 0.97 0.01 198.5 9.70 9.66 204.9 0.98 0.01 204.9 9.80 9.79 206.8 1.00 0.01 206.8 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) R1 SET y (pcj) u v0 (tsj) u ,,o '(tsj) Q, 0.47 8 114 0.28 0.25 224.8 0.46 8 114 0.29 0.25 224.5 0.43 8 113 0.29 0.25 223.6 0.44 8 113 0.30 0.26 208.2 0.45 8 112 0.31 0.26 186.5 0.46 8 111 0.32 0.26 170.0 0.45 8 110 0.32 0.27 156.3 0.47 7 109 0.33 0.27 136.5 0.41 7 107 0.34 0.27 124.8 0.49 7 107 0.34 0.27 98.3 0.59 7 105 0.35 0.28 71.9 0.78 6 104 0.36 0.28 51.4 1.73 5 107 0.37 0.28 37.7 2.59 4 108 0.37 0.29 29.7 3.13 3 108 0.38 0.29 25.5 3.55 3 108 0.39 0.29 23.0 3.81 3 106 0.39 0.30 17.4 3.23 3 103 0.40 0.30 14.2 2.57 3 101 0.41 0.30 14.4 2.28 4 105 0.41 0.30 22.3 1.73 5 106 0.42 0.31 31.4 1.34 6 107 0.43 0.31 41.8 1.15 6 109 0.44 0.31 59.7 0.98 7 112 0.44 0.31 85.7 0.80 7 114 0.45 0.32 119.6 0.68 8 116 0.46 0.32 164.2 0.56 8 118 0.47 0.33 227.8 0.52 9 120 0.47 0.33 286.5 0.52 9 122 0.48 0.33 348.7 0.53 9 123 0.49 0.34 403.6 0.53 9 124 0.50 0.34 436.9 0.52 9 125 0.51 0.34 456.6 0.50 9 125 0.51 0.35 484.6 0.50 9 126 0.52 0.35 524.5 0.49 9 127 0.53 0.36 554.1 0.48 9 127 0.54 0.36 565.9 0.49 9 127 0.55 0.37 564.5 Qhl 112.4 112.3 111.8 104.1 93.3 85.0 78.5 69.2 64.0 51.0 37.7 27.2 20.1 16.1 13.9 12.7 9.7 8.0 8.1 12.8 18.1 24.4 35.2 51.0 71.9 99.1 128.4 159.7 195.4 227.6 247.8 260.7 278.2 303.0 322.0 330.6 331.7 Copyright© 2002 -2019 GeoAdvancedll!AII rights reserved _Commercial Copy FR 0.47 0.46 0.43 0.44 0.45 0.47 0.46 0.47 0.41 0.50 0.60 0.80 1.76 2.70 3.29 3.75 4.11 3.44 2.80 2.35 1.80 1.37 1.17 0.99 0.81 0.68 0.56 0.52 0.52 0.53 0.54 0.52 0.51 0.50 0.49 0.48 0.49 Lateral spreading: Idriss Boulanger (2008) M correction: SET,, le qc/N Kc (q cJN) cs 6 1.67 112.9 1.00 112.9 6 1.67 112.8 1.00 112.8 6 1.66 112.4 1.00 112.4 6 1.69 104.7 1.00 104.7 6 1.74 93.9 1.00 93.9 6 1.78 85.6 1.00 85.6 6 1.80 78.9 1.00 78.9 6 1.86 69.4 1.00 69.4 6 1.86 63.8 1.00 63.8 6 1.99 50.7 1.00 50.7 5 2.14 37.5 1.53 57.3 5 2.33 27.1 2.02 54.8 4 2.60 20.8 0.00 20.8 4 2.79 16.8 0.00 16.8 4 2.70 25.5 0.00 25.5 4 2.77 23.0 0.00 23.0 3 2.89 17.4 0.00 17.4 3 2.91 14.2 0.00 14.2 4 2.85 14.4 0.00 14.4 4 2.65 22.3 0.00 22.3 4 2.64 18.9 0.00 18.9 5 2.50 23.3 2.76 64.5 5 2.34 33.2 2.06 68.2 5 2.17 47.5 1.58 75.1 6 2.00 66.4 1.29 85.4 6 1.84 91.3 1.13 103.3 6 1.68 127.1 1.02 129.3 6 1.57 160.5 1.00 160.5 6 1.50 196.2 1.00 196.2 6 1.46 228.4 1.00 228.4 6 1.43 248.6 1.00 248.6 6 1.41 261.6 1.00 261.6 6 1.38 279.1 1.00 279.1 6 1.35 303.9 1.00 303.9 7 1.32 322.9 1.00 322.9 7 1.31 331.5 1.00 331.5 7 1.31 332.6 1.00 332.6 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z h {ft) Z m (ft) q c (fSj) ls (Is}) 11 2 (tsf) qt (ts}) 10.00 9.91 203.1 0.99 0.01 203.1 10.10 10.06 196.0 0.94 0.01 196.0 10.30 10.20 192.0 0.89 0.01 192.0 10.40 10.33 182.4 0.67 0.01 182.4 10.50 10.45 177.6 0.52 0.01 177.6 10.60 10.57 172.1 0.42 0.01 172.1 10.80 10.71 172.0 0.41 -0.01 172.0 10.90 10.84 168.S 0.47 ·O.Dl 168.5 11.00 10.97 166.3 0.57 -0.01 166.3 11.20 11.10 158.1 0.56 -0.01 158.l 11.30 11.24 150.7 0.51 -0.01 150.7 11.40 11.37 150.5 0.43 0.01 150.5 11.60 11.50 148.8 0.38 -0.01 148.8 11.70 11.63 145.3 0.34 0.00 145.3 11.80 11.77 141.4 0.32 0.00 141.4 12.00 11.90 139.9 0.37 0.01 139.9 12.10 12.05 140.8 0.40 0.02 140.8 12.20 12.17 140.3 0.44 0.03 140.3 12.40 12.30 139.8 0.42 0.03 139.8 12.50 12.43 146.3 0.41 0.03 146.3 12.60 12.55 151.4 0.45 0.04 151.5 12.70 12.68 147.4 0.54 0.04 147.4 12.90 12.80 145.5 0.61 0.04 145.5 13.00 12.93 154.0 0.63 0.04 154.0 13.10 13.07 165.3 0.65 0.05 165.3 13.30 13.20 174.5 0.65 0.05 174.5 13.40 13.33 176.6 0.63 0.05 176.6 13.60 13.48 176.9 0.60 0.05 176.9 13.70 13.60 175.2 0.57 0.05 175.2 13.80 13.73 173.5 0.58 0.05 173.5 13.90 13.86 172.5 0.59 0.04 172.5 14.10 14.00 178.1 0.56 0.04 178.1 14.20 14.14 186.0 0.54 0.05 186.0 14.30 14.26 196.8 0.53 0.05 196.8 ,4.40 14.38 208.7 0.52 0.06 208.7 14.60 14.51 214.7 0.52 Q.06 214.7 14.70 14.65 221.1 0.55 0.05 221.1 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) Rr SBT y (pcj) a v0 (tsj) a v0 '(tsj) Q, 0.49 9 127 0.55 0.37 548.7 0.48 9 126 0.56 0.37 522.6 0.46 9 126 0.57 0.38 505.8 0.37 9 124 0.58 0.38 475.4 0.29 9 122 0.59 0.39 458.4 0.25 9 120 0.59 0.39 440.2 0.24 9 120 0.60 0.39 435.4 0.28 9 121 0.61 0.40 422.3 0.34 9 122 0.62 0.40 412.9 0.36 9 122 0.63 0.41 388.7 0.34 9 121 0.64 0.41 366.6 0.29 9 120 0.64 0.41 362.7 0.25 9 119 0.65 0.42 355.6 0.24 9 118 0.66 0.42 344.0 0.23 9 117 0.67 0.42 331.7 0.26 9 118 0.67 0.43 325.5 0.28 9 119 0.68 0.43 324.3 0.31 9 120 0.69 0.44 320.7 0.30 9 119 0.70 0.44 316.8 0.28 9 119 0.71 0.44 328.8 0.30 9 120 0.71 0.45 337.8 0.37 9 121 0.72 0.45 325.8 0.42 9 122 0.73 0.45 319.1 0.41 9 123 0.74 0.46 335.0 0.40 9 123 0.74 0.46 356.3 0.37 9 123 0.75 0.47 373.0 0.36 9 123 0.76 0.47 374.4 0.34 9 123 0.77 0.47 371.5 0.33 9 122 0.78 0.48 365.0 0.33 9 122 0.79 0.48 358.6 0.34 9 122 0.79 0.49 353.7 0.31 9 122 0.80 0.49 362.1 0.29 9 122 0.81 0.49 374.9 0.27 9 122 0.82 0.50 394.0 0.25 9 122 0.82 0.50 414.8 0.24 10 122 0.83 0.50 423.5 0.25 10 123 0.84 0.51 432.6 Qhl 324.1 310.7 302.5 285.9 276.9 267.2 265.6 258.8 254.3 240.5 228.0 226.6 223.1 216.8 210.0 206.9 207.2 205.7 204.1 212.7 219.4 212.5 209.0 220.3 235.4 247.5 249.5 248.7 245.3 241.9 239.6 246.3 256.2 270.2 285.4 292.5 300.1 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy FR 0.49 0.48 0.46 0.37 0.29 0.25 0.24 0.28 0.34 0.36 0.34 0.29 0.26 0.24 0.23 0.26 0.29 0.31 0.30 0.28 0.30 0.37 0.42 0.41 0.40 0.38 0.36 0.34 0.33 0.34 0.34 0.32 0.29 0.27 0.25 0.24 0.25 Lateral spreading: Idriss Boulanger (2008) M correction: SBT,, le q c/N Kc (q cJN) cs 7 1.32 325.0 1.00 325.0 7 1.33 311.6 1.00 311.6 7 1.33 303.4 1.00 303.4 7 1.28 286.8 1.00 286.8 7 1.24 277.9 1.00 277.9 7 1.21 268.1 1.00 268.1 7 1.20 266.5 1.00 266.5 7 1.25 259.8 1.00 259.8 7 1.30 255.2 1.00 255.2 6 1.33 241.5 1.00 241.5 6 1.34 229.0 1.00 229.0 7 1.31 227.6 1.00 227.6 7 1.28 224.1 1.00 224.1 7 1.28 217.8 1.00 217.8 7 1.28 211.0 1.00 211.0 7 1.32 207.9 1.00 207.9 6 1.33 208.2 LOO 208.2 6 1.36 206.7 1.00 206.7 6 1.35 205.1 1.00 205.1 7 1.32 213.8 1.00 213.8 7 1.33 220.4 1.00 220.4 6 1.38 213.6 1.00 213.6 6 1.42 210.0 1.00 210.0 6 1.40 221.4 1.00 221.4 6 1.37 236.4 1.00 236.4 6 1.34 248.5 1.00 248.5 7 1.32 250.5 1.00 250.5 7 1.31 249.8 1.00 249.8 7 1.31 246.4 1.00 246.4 7 1.32 243.0 1.00 243.0 7 1.32 240.7 1.00 240.7 7 1.29 247.5 1.00 247.5 7 1.26 257.3 1.00 257.3 7 1.23 271.3 1.00 271.3 7 1.19 286.6 1.00 286.6 7 1.17 293.7 1.00 293.7 7 1.17 301.2 1.00 301.2 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Zb (ft) Z m (ft) q c (fsj) J, (tsj) ll 2 (tsj} q / (/Sf) 14.80 14.78 223.5 0.56 0.05 223.5 15.00 14.90 223.5 0.58 0.06 223.5 15.10 15.03 222.9 0.76 0.06 223.0 15.20 15.16 221.1 0.89 O.Q7 221.1 15.40 15.30 229.6 0.98 0.06 229.6 15.50 15.43 231.8 0.92 0.05 231.8 15.60 15.56 246.5 0.90 0.08 246.5 15.80 15.70 245.9 0.92 0.07 245.9 15.90 15.82 245.3 0.91 0.06 245.3 16.00 15.95 239.1 0.93 0.06 239.2 16.20 16.09 228.5 0.93 0.05 228.5 16.30 16.23 217.8 0.87 0.05 217.8 16.40 16.36 205.8 0.86 0.05 205.8 16.60 16.50 203.6 0.89 0.06 203.6 16.70 16.62 207.6 0.79 0.06 207.6 16.80 16.74 212.9 0.96 0.08 212.9 17.00 16.89 238.5 1.04 0.10 238.5 17.10 17.02 232.4 1.11 0.10 232.4 17.20 17.14 238.9 1.04 0.11 238.9 17.30 17.26 244.9 0.66 0.12 244.9 17.50 17.39 254.2 0.53 0.12 254.3 17.60 17.54 259.0 0.55 0.13 259.0 17.70 17.67 260.8 0.62 0.12 260.8 17.90 17.80 261.2 0.69 0.12 261.2 18.00 17.93 260.5 0.72 0.12 260.6 18.10 18.06 259.6 0.72 0.12 259.6 18.20 18.19 262.7 0.73 0.13 262.8 18.40 18.31 265.6 0.72 0.13 265.6 18.50 18.45 265.7 0.80 0.13 265.7 18.60 18.58 264.3 0.89 0.14 264.3 18.80 18.73 256.0 0.90 0.14 256.1 18.90 18.87 248.4 0.90 0.14 248.4 19.00 18.99 244.3 1.17 0.14 244.3 19.20 19.10 231.0 1.29 0.14 231.0 19.30 19.24 183.6 1.05 0.13 183.6 19.50 19.39 131.2 0.68 0.09 131.2 19.60 19.52 113.0 0.39 0.12 113.0 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett!.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) R1 SBT Y (pcj) tJ ,,o (tsj) tJ ,,o '(tsj) Q, 0.25 10 123 0.85 0.51 433.9 0.26 10 123 0.86 0.52 430.8 0.34 9 125 0.86 0.52 426.S 0.40 9 126 0.87 0.52 419.6 0.43 9 127 0.88 0.53 432.1 0.40 9 126 0.89 0.53 432.9 0.37 10 126 0.90 0.54 456.8 0.38 10 127 0.91 0.54 451.9 0.37 10 127 0.91 0.55 447.5 0.39 10 127 0.92 0.55 433.0 0.41 9 127 0.93 0.55 410.4 0.40 9 126 0.94 0.56 387.9 0.42 9 126 0.95 0.56 363.7 0.44 9 126 0.96 0.57 357.0 0.38 9 125 0.97 0.57 361.6 0.45 9 127 0.97 0.58 368.4 0.44 9 127 0.98 0.58 409.4 0.48 9 128 0.99 0.58 396.0 0.43 9 127 1.00 0.59 404.4 0.27 10 124 1.01 0.59 412.0 0.21 10 123 1.01 0.60 424.9 0.21 10 123 1.02 0.60 429.6 0.24 10 124 1.03 0.60 429.7 0.26 10 125 1.04 0.61 427.5 0.28 10 125 1.05 0.61 423.6 0.28 10 125 1.06 0.62 419.3 0.28 10 125 1.06 0.62 421.6 0.27 10 125 1.07 0.62 423.6 0.30 10 126 1.08 0.63 420.7 0.34 10 127 1.09 0.63 415.8 0.35 10 127 1.10 0.64 399.7 0.36 10 127 1.11 0.64 385.0 0.48 9 128 1.11 0.65 376.3 0.56 9 129 1.12 0.65 353.7 0.58 9 127 1.13 0.65 278.7 0.51 9 123 1.14 0.66 197.3 0.35 9 118 1.15 0.66 168.7 QI// 302.1 301.1 299.2 295.5 305.6 307.3 325.6 323.5 321.5 312.2 297.1 282.0 265.4 261.5 265.8 271.6 303.2 294.3 301.6 308.2 318.9 323.7 324.8 324.2 322.3 320.1 322.9 325.4 324.4 321.6 310.3 300.0 294.l 277.2 219.2 155.7 133.5 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy FR 0.25 0.26 0.34 0.40 0.43 0.40 0.37 0.38 0.37 0.39 0.41 0.40 0.42 0.44 0.38 0.45 0.44 0.48 0.44 0.27 0.21 0.22 0.24 0.27 0.28 0.28 0.28 0.27 0.30 0.34 0.35 0.36 0.48 0.56 0.57 0.52 0.35 Lateral spreading: Idriss Boulanger (2008) M correction: SBT,, le q c/N Kc {q cJN) cs 7 1.17 303.3 1.00 303.3 7 1.18 302.2 1.00 302.2 7 1.25 300.4 1.00 300.4 7 1.30 296.7 1.00 296.7 7 1.30 306.8 1.00 306.8 7 1.28 308.5 1.00 308.5 7 1.24 326.8 1.00 326.8 7 1.25 324.7 1.00 324.7 7 1.25 322.7 1.00 322.7 7 1.27 313.4 1.00 313.4 7 1.30 298.3 1.00 298.3 7 1.31 283.2 1.00 283.2 6 1.34 266.6 1.00 266.6 6 1.36 262.7 1.00 262.7 7 1.32 267.0 1.00 267.0 6 1.36 272.9 1.00 272.9 7 1.31 304.4 1.00 304.4 6 1.35 295.5 1.00 295.S 7 1.31 302.8 1.00 302.8 7 1.18 309.4 1.00 309.4 7 1.10 320.2 1.00 320.2 7 1.11 324.9 1.00 324.9 7 1.13 326.1 1.00 326.1 7 1.15 325.S 1.00 325.5 7 1.17 323.6 1.00 323.6 7 1.17 321.4 1.00 321.4 7 1.17 324.2 1.00 324.2 7 1.16 326.8 1.00 326.8 7 1.19 325.7 1.00 325.7 7 1.22 323.0 1.00 323.0 7 1.24 311 7 1.00 311.7 7 1.26 301.3 1.00 301.3 6 1.35 295.4 1.00 295.4 6 1.41 278.6 1.00 278.6 6 1.49 220.6 1.00 220.6 6 1.58 157.l 1.00 157.1 6 1.54 134.9 1.00 134.9 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) Zm (ft) q c (fSj) f, (tsj) u 2 (tsj) q I (tsj) 19.70 19.65 79.4 0.28 0.14 79.4 19.80 19.78 53.8 0.31 0.14 53.8 20.00 19.89 31.4 0.56 0.22 31.4 20.10 20.02 31.9 1.07 0.22 32.0 20.20 20.15 67.2 1.65 0.23 67.3 20.30 20.28 163.8 3.10 0.25 163.8 20.50 20.41 214.7 2.85 0.31 214.8 20.60 20.54 204.4 2.42 0.30 204.4 20.80 20.68 220.3 1.64 0.25 220.4 20.90 20.83 238.4 1.02 0.28 238.5 21.00 20.96 252.0 0.97 0.27 252.0 21.10 21.07 262.9 0.97 0.28 263.0 21.30 21.20 270.4 1.08 0.28 270.4 21.40 21.33 279.1 1.17 0.28 279.2 21.50 21.46 284.9 1.18 0.28 285.0 21.70 21.60 294.4 1.26 0.28 294.5 21.80 21.74 296.5 1.28 0.28 296.5 21.90 21.86 297.8 1.33 0.28 297.9 22.10 22.00 302.3 1.38 0.28 302.4 22.20 22.14 305.2 1.39 0.29 305.3 22.30 22.26 305.2 1.27 0.28 305.3 22.50 22.39 310.7 1.15 0.28 310.7 22.60 22.52 322.9 1.21 0.28 322.9 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) R1 SET y (pcj) tJ vo (tsj) u ,,o '(tsj) Q, 0.36 8 115 1.15 0.67 117.4 0.58 8 115 1.16 0.67 78.6 1.80 6 118 1.17 0.67 44.9 3.34 5 123 1.18 0.68 45.5 2.60 6 128 1.18 0.68 97.1 1.92 8 135 1.19 0.69 237.3 1.33 8 135 1.20 0.69 309.5 1.18 9 133 1.21 0.69 292.5 0.75 9 131 1.22 0.70 313.2 0.43 9 127 1.23 0.70 336.7 0.39 10 127 1.24 0.71 353.8 0.37 10 127 1.25 0.71 367.4 0.40 10 128 1.25 0.72 375.6 0.42 10 129 1.26 0.72 385.5 0.41 10 129 1.27 0.73 391.2 0.43 10 129 1.28 0.73 401.7 0.43 10 130 1.29 0.73 401.9 0.45 10 130 1.30 0.74 401.5 0.46 10 130 1.31 0.74 404.9 0.45 10 130 1.31 0.75 406.3 0.42 10 130 1.32 0.75 404.1 0.37 10 129 1.33 0.76 409.0 0.37 10 129 1.34 0.76 422.6 Qin 93.8 65.8 40.9 42.7 86.4 199.8 253.2 239.1 254.7 274.8 289.6 301.4 309.1 318.2 323.9 333.6 334.9 335.5 339.4 341.6 340.7 345.8 358.4 Copyright© 2002 -2019 GeoAdvancedll!AII rights reserved _Commercial Copy FR 0.35 0.59 1.86 3.49 2.50 1.91 1.33 1.19 0.75 0.43 0.39 0.37 0.40 0.42 0.42 0.43 0.43 0.45 0.46 0.46 0.42 0.37 0.38 Lateral spreading. Idriss Boulanger (2008) M correction: SET,, le q c/N Kc (q c!N) cs 6 1.68 94.5 1.00 94.5 6 1.94 63.9 1.22 77.8 5 2.41 37.2 2.36 87.6 4 2.59 37.8 3.23 121.9 5 2.25 79.3 1.80 142.7 6 1.91 192.4 1.19 229.7 6 1.72 251.4 1.05 262.7 6 1.70 238.4 1.03 245.6 6 1.53 256.1 1.00 256.1 6 1.34 276.2 1.00 276.2 7 1.29 291.0 1.00 291.0 7 1.27 302.9 1.00 302.9 7 1.28 310.5 1.00 310.5 7 1.28 319.6 1.00 319.6 7 1.27 325.3 1.00 325.3 7 1.27 335.1 1.00 335.1 7 1.27 336.3 1.00 336.3 7 1.28 336.9 1.00 336.9 7 1.29 340.9 1.00 340.9 7 1.28 343.1 1.00 343.1 7 1.26 342.2 1.00 342.2 7 1.22 347.3 1.00 347.3 7 1.21 359.9 1.00 359.9 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) z,,, (ft) (SET) /c Eq (SET) Bq Fe(%) 0.30 0.15 6 0.00 1 5.00 0.40 0.35 6 0.00 1 5.00 0.50 0.47 6 0.00 1 5.00 0.70 0.60 6 0.00 1 5.00 0.80 0.74 6 0.00 1 5.00 0.90 0.86 6 0.00 1 5.00 1.10 0.99 6 0.00 1 5.00 1.20 1.13 6 0.00 1 5.00 1.30 1.26 6 0.00 1 5.00 1.40 1.39 5 0.00 1 15.15 1.60 1.52 5 0.00 1 20.33 1.70 1.66 5 0.00 1 26.17 1.80 1.79 5 0.00 1 28.46 2.00 1.92 5 0.00 1 24.74 2.10 2.04 5 0.00 1 25.95 2.30 2.18 5 0.00 1 31.15 2.40 2.32 4 0.00 1 36.52 2.50 2.45 4 0.00 1 46.59 2.60 2.58 4 0.00 1 37.03 2.80 2.70 4 0.00 1 36.80 2.90 2.84 4 0.00 1 43.47 3.00 2.96 5 0.00 1 28.83 3.20 3.10 6 0.00 1 8.58 3.30 3.22 6 0.00 1 4.53 3.40 3.36 6 0.00 1 4.18 3.50 3.49 6 0.00 1 4.25 3.70 3.62 6 0.00 1 4.38 .0 3.77 6 0.00 1 4.25 4.10 4.01 6 0.00 1 4.54 4.20 4.14 6 0.00 1 4.28 4.40 4.29 6 0.00 1 5.00 4.50 4.43 6 0.00 1 5.00 4.60 4.56 6 0.00 1 6.65 4.70 4.68 6 0.00 1 7.12 4.90 4.80 6 0.00 1 6.73 5.00 4.93 6 0.00 1 5.00 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/ .. · [dry] Yi (2010); [sat] Idriss Boulanger (2008) q 1.l.ne1 (Mpa) C R a vs (mis) V,(m/s) V, (ft/s) 29.2 0.41 273.5 435.8 131.2 430.4 20.6 0.43 273.6 447.4 126.3 414.5 17.4 0.44 273.6 462.6 123.1 403.8 16.2 0.45 273.6 459.6 123.7 405.8 15.4 0.45 273.6 459.7 125.7 412.5 14.7 0.46 273.7 469.2 127.7 419.0 13.8 0.46 273.7 477.3 128.3 420.9 12.1 0.47 273.7 511.2 126.5 414.9 10.3 0.48 273.7 566.8 124.2 407.4 8.7 0.49 273.8 665.0 124.4 408.3 7.4 0.50 273.8 815.5 128.3 421.1 6.1 0.52 273.8 992.5 129.3 424.1 5.5 0.52 273.8 1,064.3 128.2 420.7 5.7 0.52 273.8 948.6 125.7 412.3 5.2 0.53 273.9 985.8 123.3 404.7 4.3 0.54 273.9 1,150.2 121.3 397.8 3.7 0.55 273.9 1,327.2 121.8 399.6 2.8 0.57 274.0 1,681.2 119.3 391.5 2.6 0.58 274.0 1,344.4 102.4 336.0 2.5 0.58 274.0 1,336.8 103.2 338.5 2.9 0.57 274.0 1,568.5 122.0 400.4 4.3 0.54 273.9 1,075.9 128.2 420.6 10.3 0.48 273.7 480.6 141.9 465.7 13.1 0.46 273.7 367.9 143.9 472.1 13.3 0.46 273.7 358.0 144.7 474.8 12.8 0.47 273.7 359.9 142.9 468.7 12.5 0.47 273.7 363.7 143.4 470.3 12.9 0.46 273.7 3 0.1 146.2 479.8 12.1 0.47 273.7 368.0 144.5 474.0 11.3 0.47 273.7 360.8 138.5 454.3 10.9 0.48 273.7 404.7 144.3 473.4 11.0 0.48 273.7 415.7 147.3 483.3 10.9 0.48 273.7 426.9 149.0 489.0 10.6 0.48 273.7 440.0 150.1 492.5 10.7 0.48 273.7 429.1 148.8 488.1 11.1 0.48 273.7 409.3 148.9 488.S Copyright© 2002 -2019 GeoAdvancedll!All rights reserved _Commercial Copy G0(kPa) 29,823 27,201 25,524 25,837 26,919 28,030 28,370 27,482 26,408 26,740 29,023 29,679 29,164 27,717 26,540 25,612 25,997 24,931 18,324 18,636 26,236 29,200 36,331 37,133 37,587 36,446 36,771 38,572 37,491 33,765 37,513 39,474 40,625 41,348 40,460 40,475 Lateral spreading: Idriss Boulanger (2008) M correction: GO (tsj) E' (tsj) M(tsj) a P '(lsf} OCR 311 273 546 0.03 3.7 284 253 507 0.06 3.4 267 240 481 0.08 3.1 270 243 486 0.10 3.2 281 251 502 0.13 3.3 293 259 518 0.15 3.3 296 261 522 0.17 3.3 287 254 508 0.18 3.0 276 245 489 0.18 2.6 279 246 492 0.17 2.2 303 261 299 0.16 1.9 310 265 249 0.14 1.6 305 261 229 0.14 1.4 289 251 247 0.16 1.6 277 241 229 0.16 1.4 267 233 189 0.13 1.1 271 166 3.94 7.5 260 125 2.99 5.6 191 116 2.75 5.2 195 118 2.81 5.3 274 141 3.35 6.3 305 261 226 0.23 1.4 379 320 640 0.66 3.9 388 329 657 0.87 5.0 393 332 665 0.94 5.1 381 324 648 0.95 5.0 384 326 652 0.99 5.0 403 339 679 1.07 5.2 392 331 663 1. 0 5.0 353 304 609 1.06 4.8 392 330 661 1.05 4.6 412 344 689 1.08 4.7 424 353 705 1.09 4.7 432 358 715 1.09 4.6 423 351 703 1.11 4.6 423 352 704 1.17 4.8 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Zb(fi) Z,,, (ft) (SET) Jc Eq (SET) Bq Fe(%) 5.10 5.06 6 0.00 1 5.00 5.30 5.20 6 0.00 1 5.00 5.40 5.34 6 0.00 1 5.00 5.50 5.47 6 0.00 1 5.00 5.60 5.59 6 0.00 1 5.00 5.80 5.72 6 0.00 1 5.00 5.90 5.86 6 0.00 1 5.00 6.00 5.97 6 0.00 1 5.00 6.20 6.11 6 0.00 1 5.00 6.30 6.25 6 0.00 1 5.00 6.40 6.37 5 0.00 1 17.16 6.60 6.50 5 0.00 1 23.49 6.70 6.64 4 0.00 1 35.52 6.80 6.78 4 0.01 1 45.26 7.00 6.90 4 0.01 1 40.29 7.10 7.05 4 O.Ql 1 44.17 7.20 7.18 4 0.02 1 51.16 7.40 7.31 4 0.03 1 52.50 7.50 7.43 4 0.03 1 49.01 7.60 7.56 4 0.02 1 37.97 7.70 7.69 4 0,02 1 37.50 7.90 7.82 5 0.01 1 30.77 8.00 7.97 5 O.Ql 1 23.89 8.20 8.09 5 0.01 1 17.92 8.30 8.22 6 0.01 1 12.85 8.40 8.35 6 0.00 1 9.01 8.60 8.49 6 0.00 1 5.68 8.70 8.61 6 0.00 1 3.94 8.80 8.73 6 0.00 1 2.89 8.90 8.87 6 0.00 1 2.30 9.10 9.00 6 0.00 1 1.94 9.20 9.15 6 0.00 1 1.64 9.30 9.27 6 0.00 1 1.28 9.50 9.41 6 0.00 1 0.93 9.60 9.54 6 0.00 1 0.67 9.70 9.66 6 0.00 1 0.51 9.80 9.79 6 0.00 1 0.53 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction.-Boulanger Idriss (2010-16) Sett/.: [dry} Yi (2010); [sat] Idriss Boulanger (2008) q 1./.net (Mpa) C R O.v, (mis) V,(mls) V, (!tis) 11.4 0.47 273.7 398.9 149.7 491.2 11.3 0.47 273.7 396.8 149.2 489.6 11.2 0.47 273.7 390.5 147.7 484.7 10.4 0.48 273.7 405.4 145.2 476.5 9.4 0.49 273.7 431.2 141.8 465.3 8.6 0.49 273.8 454.0 138.9 455.7 7.9 0.50 273.8 468.7 135.6 445.0 7.0 0.51 273.8 503.2 132.0 433.0 6.5 0.51 273.8 505.4 127.2 417.3 5.3 0.53 273.9 594.3 123.1 404.0 4.0 0.55 273.9 722.9 116.7 382.9 2.9 0.57 274.0 910.3 111.3 365.1 2.2 0.59 274.0 1,293.6 114.1 374.4 1.8 0.60 274.1 1,633.1 114.5 375.6 1.6 0.61 274.1 1,456.4 100.7 330.5 1.4 0.62 274.1 1,593.6 100.6 330.1 1.1 0.64 274.2 1,851.8 94.8 311.2 0.9 0.65 274.2 1,902.8 87.2 286.1 0.9 0.65 274.2 1,770.8 84.9 278.6 1.4 0.62 274.1 1,376.4 93.7 307.4 1.9 0.60 274.1 1,360.5 111.1 364.5 2.5 0.58 274.0 1,137.9 117.8 386.5 3.5 0.56 273.9 922.4 127.4 418.0 4.9 0.53 273.9 744.8 137.8 452.2 6.7 0.51 273.8 599.8 146.9 481.9 9.1 0.49 273.8 492.5 156.8 514.3 12.3 0.47 273.7 399.8 167.3 549.0 15.3 0.45 273.6 351.3 176.8 580.l 18.5 0.44 273.6 321.3 187.5 615.3 21.3 0.43 273.6 304.4 197.6 648.3 23.0 0.42 273.6 294.2 203.3 667.0 24.2 0.42 273.6 285.1 206.0 676.0 25.7 0.42 273.5 274.6 209.4 687.1 27.8 0.41 273.5 264.1 215.0 705.4 29.5 0.41 273.5 256.3 219.0 718.5 30.2 0.40 273.5 251.5 220.4 723.1 30.4 0.40 273.5 252.2 221.7 727.5 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy GO (k.Pa) 40,979 40,649 39,665 38,130 36,081 34,397 32,503 30,492 27,847 25,905 22,913 20,617 22,325 22,643 17,545 17,511 15,279 12,547 11,719 14,726 20,965 23,790 28,446 34,050 39,304 45,560 52,803 59,849 68,475 77,175 82,304 84,776 87,926 93,291 97,211 98,587 99,908 Lateral spreading: Idriss Boulanger (2008) M correction: GO (tsj) £' (ts/) M (tsj) (l P '(tsj) OCR 428 356 712 1.22 5.0 424 353 707 1.24 5.0 414 346 693 1.25 5.0 398 335 670 1.20 4.7 377 319 638 1.11 4.3 359 306 613 1.04 4.0 339 292 584 0.98 3.7 318 276 553 0.89 3.3 291 257 514 0.84 3.1 271 241 481 0.68 2.5 239 216 432 0.50 1.8 215 197 201 0.34 1.2 233 149 3.55 6.7 236 119 2.83 5.4 183 103 2.46 4.6 183 85 2.24 4.2 160 50 1.71 3.2 131 34 1.41 2.7 122 35 1.44 2.7 154 86 2.25 4.3 219 134 3.20 6.0 248 220 181 0.33 1.1 297 258 261 0.52 1.7 356 302 603 0.78 2.5 410 342 685 1.09 3.4 476 390 780 1.45 4.5 551 444 889 1.89 5.8 625 496 992 2.27 6.9 715 558 1,116 2.65 8.0 806 620 1,240 2.99 8.9 859 656 1,312 3.21 9.4 885 674 1,347 3.38 9.8 918 696 1,392 3.57 10.2 974 734 1,467 3.83 10.9 1,015 761 1,522 4.04 11.3 1,030 771 1,542 4.17 11.5 1,043 780 1,561 4.24 11.6 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b {ft) z,,, (ft) (SST} /c Bq (SET) nq Fe(%) 10.00 9.91 6 0.00 1 0.63 10.10 10.06 6 0.00 1 0.73 10.30 10.20 6 0.00 1 0.68 10.40 10.33 7 0.00 1 0.23 10.50 10.45 7 0.00 1 0.00 10.60 10.57 7 0.00 1 0.00 10.80 10.71 7 0.00 1 0.00 10.90 10.84 7 0.00 1 0.00 11.00 10.97 7 0.00 1 0.43 11.20 11.10 6 0.00 1 0.77 11.30 11.24 6 0.00 1 0.81 11.40 11.37 7 0.00 1 0.46 11.60 11.50 7 0.00 1 0.24 11.70 11.63 7 0.00 1 0.19 11.80 11.77 7 0.00 1 0.23 12.00 11.90 6 0.00 1 0.60 12.10 12.05 6 0.00 1 0.77 12.20 12.17 6 0.00 1 1.04 12.40 12.30 6 0.00 1 0.97 12.50 12.43 6 0.00 1 0.63 12.60 12.55 6 0.00 1 0.68 12.70 12.68 6 0.00 1 1.34 12.90 12.80 6 0.00 1 1.82 13.00 12.93 6 0.00 1 1.52 13.10 13.07 6 0.00 1 1.15 13.30 13.20 6 0.00 1 0.79 13.40 13.33 6 0.00 1 0.65 13.60 13.48 6 0.00 1 0.52 13.70 13.60 7 0.00 1 0.47 13.80 13.73 6 0.00 1 0.57 13.90 13.86 6 0.00 1 0.66 14.10 14.00 7 0.00 1 0.35 14.20 14.14 7 0.00 1 0.02 14.30 14.26 7 0.00 1 0.00 14.40 14.38 7 0.00 1 0.00 14.60 14.51 7 0.00 1 0.00 14.70 14.65 7 0.00 1 0.00 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) q 1./.net (Mpa) C R av, (mis) Vs(mls) Vs (/tis) 29.7 0.41 273.S 255.2 221.0 725.2 28.6 0.41 273.S 258.2 218.4 716.S 28.0 0.41 273.5 256.8 215.5 707.1 26.5 0.41 273.5 242.9 204.3 670.3 25.8 0.42 273.5 229.1 195.8 642.3 25.0 0.42 273.6 221.0 189.3 621.0 24.8 0.42 273.6 219.7 188.7 619.0 24.3 0.42 273.6 232.9 192.2 630.7 23.9 0.42 273.6 249.1 197.5 648.0 22.7 0.43 273.6 259.3 196.4 644.4 21.6 0.43 273.6 260.7 192.3 630.8 21.5 0.43 273.6 249.9 188.1 617.2 21.2 0.43 273.6 243.2 184.5 605.4 20.6 0.43 273.6 241.5 181.7 596.1 20.0 0.43 273.6 243.0 179.8 589.8 19.8 0.43 273.6 254.4 183.0 600.2 19.8 0.43 273.6 259.5 185.4 608.1 19.7 0.44 273.6 267.5 187.9 616.4 19.5 0.44 273.6 265.3 186.8 612.8 20.3 0.43 273.6 255.2 187.4 614.8 20.9 0.43 273.6 256.6 191.2 627.3 20.3 0.43 273.6 276.3 195.7 642.1 20.0 0.43 273.6 290.4 199.3 654.0 21.1 0.43 273.6 281.6 202.0 662.6 22.4 0.43 273.6 270.8 205.2 673.2 23.5 0.42 273.6 259.9 206.6 677.8 23.7 0.42 273.6 255.7 206.2 676.4 23.7 0.42 273.6 251.8 204.7 671.7 23.4 0.42 273.6 250.1 203.0 666.2 23.1 0.42 273.6 253.4 203.4 667.3 22.9 0.42 273.6 256.0 203.9 668.8 23.5 0.42 273.6 246.7 203.3 667.1 24.4 0.42 273.6 236.3 203.4 667.3 25.7 0.42 273.5 225.9 204.6 671.2 27.1 0.41 273.5 215.6 205.8 675.2 27.8 0.41 273.5 211.2 206.6 677.8 28.5 0.41 273.5 210.3 209.2 686.4 Copyright© 2002 -2019 GeoAdvancedll!AII rights reserved _Commercial Copy G0(kPa) 99,181 96,463 93,555 82,589 74,640 68,811 68,218 71,424 76,231 75,289 71,600 67,880 64.740 62,327 60,729 63,442 65,464 67,647 66,661 67,075 70,343 74,433 77,772 80,104 82,998 84,208 83,749 82,325 80,712 81,040 81,464 80,872 80,785 81,776 82,755 83,435 85,923 Lateral spreading: Idriss Boulanger (2008) M correction: GO (ts}) E' (tsj) M(tsj) a P '(tsj) OCR 1,036 775 1,551 4.21 11.4 1,007 757 1,514 4.12 11.0 977 737 1,475 4.08 10.8 862 663 1,325 3.96 10.3 779 608 1,217 3.89 10.1 719 569 1,137 3.82 9.8 712 565 1,130 3.83 9.7 746 586 1,173 3.78 9.5 796 619 1,238 3.76 9.4 786 612 1,225 3.64 9.0 748 587 1,174 3.53 8.6 709 562 1,123 3.53 8.6 676 540 1,081 3.51 8.4 651 524 1,048 3.46 8.2 634 513 1,026 3.40 8.0 663 531 1,062 3.38 7.9 684 545 1,091 3.40 7.9 706 560 1,120 3.40 7.8 696 554 1,107 3.39 7.7 700 557 1,115 3.51 7.9 735 580 1,161 3.60 8.1 777 608 1,216 3.54 7.9 812 631 1,261 3.51 7.7 837 647 1,295 3.66 8.0 867 668 1,336 3.84 8.3 879 677 1,355 3.99 8.6 875 675 1,349 4.03 8.6 860 665 1,330 4.05 8.5 843 654 1,309 4.02 8.4 846 657 1,313 4.00 8.3 851 660 1,319 4.00 8.2 845 656 1,313 4.09 8.4 844 657 1,313 4.22 8.5 854 664 1,329 4.39 8.8 864 672 1,344 4.57 9.1 871 677 1,355 4.67 9.2 897 695 1,390 4 77 9.4 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b {ft) Z"' (ft) (SBT} /c B• (SBT) Bq Fe(%) 14.80 14.78 7 0.00 1 0.00 15.00 14.90 7 0.00 1 0.00 15.10 15.03 7 0.00 1 0.00 15.20 15.16 7 0.00 1 0.36 15.40 15.30 7 0.00 1 0.42 15.50 15.43 7 0.00 1 0.19 15.60 15.56 7 0.00 1 0.00 15.80 15.70 7 0.00 1 0.00 15.90 15.82 7 0.00 1 0.00 16.00 15.95 7 0.00 1 0.09 16.20 16.09 7 0.00 1 0.36 16.30 16.23 7 0.00 1 0.51 16.40 16.36 6 0.00 1 0.85 16.60 16.50 6 0.00 1 1.03 16.70 16.62 6 0.00 1 0.57 16.80 16.74 6 0.00 1 1.00 17.00 16.89 7 0.00 1 0.50 17.10 17.02 6 0.00 1 0.89 17.20 17.14 6 0.00 1 0.51 17.30 17.26 7 0.00 1 0.00 17.50 17.39 7 0.00 1 0.00 17.60 17.54 7 0.00 1 0.00 17.70 17.67 7 0.00 1 0.00 17.90 17.80 7 0.00 1 0.00 18.00 17.93 7 0.00 1 0.00 18.10 18.06 7 0.00 1 0.00 18.20 18.19 7 0.00 1 0.00 18.40 18.31 7 0.00 1 0.00 18.50 18.45 7 0.00 1 0.00 18.60 18.58 7 0.00 1 0.00 18.80 18.73 7 0.00 1 0.00 18.90 18.87 7 0.00 1 0.03 19.00 18.99 6 0.00 1 0.90 19.20 19.10 6 0.00 1 1.66 19.30 19.24 6 0.00 1 2.72 19.50 19.39 6 0.00 1 4.07 19.60 19.52 6 0.00 1 3.48 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction. Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) q 1.l.ne1 (Mpa) C R a vs (mis) V.,(mls) Vs (/tis) 28.7 0.41 273.5 209.5 210.0 688.9 28.6 0.41 273.5 212.6 211.5 693.9 28.4 0.41 273.5 232.5 220.9 724.7 28.1 0.41 273.5 247.1 226.8 744.0 29.1 0.41 273.5 248.7 231.8 760.6 29.2 0.41 273.5 241.7 229.7 753.5 30.9 0.40 273.5 229.0 230.6 756.4 30.7 0.40 273.5 231.9 231.7 760.3 30.6 0.40 273.5 231.7 231.3 759.0 29.8 0.41 273.S 238.5 231.7 760.2 28.4 0.41 273.5 246.9 230.S 756.1 27.0 0.41 273.5 251.4 227.0 744.7 25.5 0.42 273.5 261.7 225.1 738.5 25.2 0.42 273.6 267.3 226.3 742.4 25.6 0.42 273.5 253.2 222.4 729.6 26.1 0.42 273.5 266.4 231.0 757.8 29.1 0.41 273.5 251.1 237.4 779.0 28.3 0.41 273.5 263.1 239.9 787.0 29.0 0.41 273.5 251.6 237.9 780.4 29.6 0.41 273.S 212.2 221.2 725.6 30.6 0.40 273.5 193.8 215.4 706.6 31.0 0.40 273.5 194.2 217.6 714.0 31.2 0.40 273.S 199.6 221.3 726.2 31.1 0.40 273.5 206.4 225.3 739.2 31.0 0.40 273.5 210.0 226.9 744.S 30.8 0.40 273.5 211.1 227.1 745.1 31.1 0.40 273.S 209.6 227.7 747.0 31.3 0.40 273.S 207.8 228.0 747.9 31.2 0.40 273.5 214.9 231.8 760.6 31.0 0.40 273.5 223.8 236.0 774.2 30.0 0.41 273.5 230.8 235.8 773.8 29.0 0.41 273.5 236.7 235.2 771.7 28.5 0.41 273.5 263.2 245.9 806.9 26.9 0.41 273.5 285.8 249.2 817.6 21.5 0.43 273.6 316.7 233.7 766.7 15.4 0.45 273.6 354.8 208.8 685.1 13.3 0.46 273.7 338.1 189.1 620.3 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy G0(kPa) 86,603 88,122 97 706 103,893 109,298 106,884 107,693 108,952 108,501 108,933 107,632 103,935 102,008 103,245 99,068 108,177 115,142 117,895 115,543 97,226 91,044 93,292 97,153 101,354 103,088 103,262 103,818 104,068 108,294 112,893 112,785 112,121 124,413 128,373 111,047 85,714 67,712 Lateral spreading: Idriss Boulanger (2008) M correction: GO (tsj) E' (tsj) M(tsj) a P '(tsj) OCR 904 700 1,399 4.81 9.4 920 710 1,420 4.81 9.3 1,020 775 1,549 4.81 9.2 1,085 816 1,632 4.80 9.1 1,141 853 1,706 4.93 9.3 1,116 837 1,674 4.97 9.3 1,125 844 1,687 5.18 9.6 1,138 852 1,705 5.18 9.6 1,133 849 1,699 5.18 9.5 1,138 852 1,704 5.10 9.3 1,124 843 1,686 4.96 8.9 1,085 818 1,636 4.81 8.6 1,065 804 1,608 4.63 8.2 1,078 813 1,625 4.61 8.1 1,035 785 1,570 4.67 8.2 1,130 847 1,693 4.76 8.3 1,202 895 1,790 5 15 8.9 1,231 913 1,826 5.07 8.7 1,207 898 1,796 5.17 8.8 1,015 776 1,553 5.26 8.9 951 736 1,473 5.40 9.1 974 752 1,504 5.48 9.1 1,015 778 1,555 5.51 9.1 1,058 806 1,611 5.53 9.1 1,077 817 1,635 5.53 9.0 1,078 819 1,637 5.52 9.0 1,084 823 1,646 5.57 9.0 1,087 825 1,650 5.62 9.0 1,131 853 1,706 5.63 9.0 1,179 884 1,768 5.62 8.9 1,178 883 1,766 5.51 8.6 1,171 878 1,756 5.40 8.4 1,299 960 1,920 5.35 8.3 1,341 986 1,971 5.15 7.9 1,160 867 1,733 4.39 6.7 895 692 1,384 3.43 5.2 707 567 1,135 3.05 4.6 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) Z,,, (ft) (SET) le Eq (SET) nq Fe(%) 19.70 19.65 6 0.00 1 5.00 19.80 19.78 6 0.01 1 11.29 20.00 19.89 5 0.01 1 26.98 20.10 20.02 5 0.01 1 34.69 20.20 20.15 5 0.00 1 20.87 20.30 20.28 6 0.00 1 10.69 20.50 20.41 6 0.00 1 6.46 20.60 20.54 6 0.00 1 6.03 20.80 20.68 6 0.00 1 3.20 20.90 20.83 6 0.00 1 0.81 21.00 20.96 7 0.00 1 0.31 21.10 21.07 7 0.00 1 0.06 21.30 21.20 7 0.00 1 0.19 21.40 21.33 7 0.00 1 0.23 21.50 21.46 7 0.00 1 0.14 21.70 21.60 7 0.00 1 0.13 21.80 21.74 7 0.00 1 0.15 21.90 21.86 7 0.00 1 0.24 22.10 22.00 7 0.00 1 0.27 22.20 22.14 7 0.00 1 0.23 22.30 22.26 7 0.00 1 0.00 22.50 22.39 7 0.00 1 0.00 22.60 22.52 7 0.00 1 0.00 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) q r.l.net (Mpa) C R a vs (mis) V,(mls) Vs (/tis) 9.4 0.49 273.7 401.7 172.3 565.4 6.4 0.51 273.8 555.9 166.3 545.6 3.7 0.55 273.9 1,017.7 170.5 559.3 3.8 0.55 273.9 1,265.9 191.9 629.7 7.9 0.50 273.8 831.8 227.9 747.9 18.8 0.44 273.6 539.3 287.9 944.6 24.5 0.42 273.6 421.7 291.8 957.2 23.3 0.42 273.6 409.8 280.5 920.4 25.0 0.42 273.6 330.2 261.5 858.0 26.9 0.41 273.5 260.5 241.7 792.9 28.3 0.41 273.5 245.3 241.l 791.0 29.4 0.41 273.5 237.6 242.4 795.3 30.2 0.41 273.5 241.6 247.9 813.4 31.l 0.40 273.5 242.8 252.5 828.5 31.6 0.40 273.5 240.2 253.8 832.6 32.6 0.40 273.5 239.8 257.8 845.7 32.7 0.40 273.5 240.6 259.1 850.0 32.8 0.40 273.5 243.4 261.2 856.9 33.2 0.40 273.5 244.2 263.6 864.8 33.4 0.40 273.5 243.0 264.2 866.8 33.3 0.40 273.5 235.5 260.1 853.2 33.9 0.40 273.5 224.6 256.3 840.8 35.1 0.39 273.5 221.8 259.6 851.8 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy G0(kPa) 54,707 50,835 54,845 72,362 106,727 179,072 183,870 168,237 143,225 119,182 118,356 119,739 126,101 131,536 132,964 137,776 139,351 141,946 144,933 145,656 140,417 135,632 139,695 Lateral spreading: Idriss Boulanger (2008) M correction: GO (tsj) E' (tsj) M(tsj) tJ P '(tsj) OCR 571 471 943 2.28 3.4 531 439 878 1.61 2.4 573 461 423 0.93 1.4 756 585 431 0.96 1.4 1,115 825 925 2.02 3.0 1,870 1,316 2,631 4.11 6.0 1,920 1,351 2,702 4.97 7.2 1,757 1,249 2,498 4.80 6.9 1,496 1,085 2,171 5.06 7.2 1,245 927 1,854 5.35 7.6 1,236 923 1,845 5.56 7.8 1,250 933 1,865 5.73 8.0 1,317 975 1,951 5.85 8.2 1,374 1,012 2,024 5.99 8.3 1,389 1,022 2,044 6.08 8.4 1,439 1,055 2,109 6.22 8.5 1,455 1,065 2,131 6.26 8.5 1,482 1,083 2,165 6.29 8.5 1,513 1,103 2,206 6.36 8.6 1,521 1,108 2,216 6.41 8.6 1,466 1,073 2,147 6.42 8.5 1,416 1,042 2,085 6.50 8.6 1,459 1,070 2,140 6.68 8.8 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (Ji) z,,, (ft) s, S,, (tsj) S,,luv0 ' ((J (") 0.30 0.15 38.5 0.40 0.35 38.0 0.50 0.47 37.6 0.70 0.60 37.7 0.80 0.74 37.8 0.90 0.86 37.9 1.10 0.99 37.8 1.20 1.13 37.4 1.30 1.26 36.7 1.40 1.39 35.9 1.60 1.52 35.3 1.70 1.66 34.4 1.80 1.79 34.0 2.00 1.92 34.3 2.10 2.04 34.0 2.30 2.18 33.1 2.40 2.32 3.3 0.84 1.60 32.4 2.50 2.45 2.3 0.64 1.21 31.1 2.60 2.58 2.1 0.59 1.11 30.7 2.80 2.70 2.1 0.60 1.14 30.8 2.90 2.84 2.5 0.72 1.36 31.7 3.00 2.96 33.9 3.20 3.10 38.8 3.30 3.22 40.2 3.40 3.36 40.3 3.50 3.49 40.2 3.70 3.62 40.2 3.80 3.77 40.4 4.10 4.01 40.2 4.20 4.14 39.9 4.40 4.29 39.7 4.50 4.43 39.8 4.60 4.56 39.8 4.70 4.68 39.7 4.90 4.80 39.7 5.00 4.93 40.0 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE c' (tsj) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.84 0.64 0.59 0.60 0.72 0.00 0.01 0.02 0.02 0.02 O.Q2 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 Liquefaction: Boulanger Idriss (2010-16) Sett!.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) C cl(/ +e 0)(%) C ,l(I +e 0)(%) µFC JILL JIPI 0.68 0.23 4.6 8.4 2.5 0.71 0.24 13.1 9.6 2.9 0.74 0.25 17.1 10.3 3.2 0.73 0.24 18.8 10.6 3.3 0.72 0.24 20.0 10.8 3.4 0.72 0.24 21.1 11.0 3.4 1.09 0.36 22.6 11.2 3.5 1.14 0.38 25.8 11.9 3.7 1.20 0.40 29.7 12.6 4.0 1.31 0.44 33.8 13.5 4.3 0.41 0.14 37.6 14.4 4.6 0.49 0.16 42.3 15.5 5.1 0.53 0.18 44.9 16.2 5.3 0.49 0.16 44.1 16.0 5.2 0.53 0.18 46.4 16.6 5.4 0.64 0.21 51.0 17.9 5.9 0.73 0.24 54.6 19.0 6.3 0.97 0.32 61.0 21.2 7.1 1.05 0.35 63.4 22.0 7.5 1.03 0.34 63.5 22.0 7.5 0.87 0.29 60.4 20.9 7.1 0.54 0.18 50.8 17.9 5.9 0.93 0.31 29.8 12.7 4.0 0.55 0.18 23.9 11.5 3.6 0.44 0.15 23.5 11.4 3.6 0.45 0.15 24.6 11.6 3.6 0.45 0.15 25.0 11.7 3.7 0.43 0.14 24.4 11.6 .6 0.55 0.18 26.0 11.9 3.7 0.48 0.16 27.5 12.2 3.8 0.59 0.20 28.4 12.4 3.9 0.58 0.19 28.3 12.3 3.9 0.56 0.19 28.5 12.4 3.9 0.56 0.19 29.0 12.5 4.0 0.57 0.19 28.9 12.5 4.0 0.57 0.19 28.0 12.3 3.9 Ko 0.85 0.81 0.78 0.79 0.80 0.80 0.80 0.77 0.72 0.66 0.62 0.56 0.54 0.56 0.54 0.48 4.47 3.39 3.12 3.18 3.80 0.53 0.88 1.00 1.02 1.00 1.00 1.02 1.00 0.98 0.96 0.97 0.97 0.96 0.96 0.98 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy DR(%) 52.3 48.9 46.0 46.6 47.7 48.1 47.8 44.5 39.9 46.1 48.8 51.4 51.9 49.0 48.3 49.4 52.2 58.1 64.3 65.6 64.6 64.4 66.1 64.6 62.4 61.3 61.8 63.4 63.4 63.2 63.1 Lateral spreading: Idriss Boulanger (2008) M correction: N 60L&.B (N60) le (N 1) 60/&B CN 9.9 7.5 8.0 1.70 8.9 6.8 6.6 1.70 10.9 6.3 5.6 1.70 11.1 6.4 5.8 1.70 11.5 6.6 6.2 1.70 11.6 6.7 6.3 1.70 11.5 6.7 6.2 1.70 10.4 6.2 5.1 1.70 9.1 5.6 3.8 1.70 7.8 5.0 2.6 1.70 8.1 4.6 1.7 1.70 6.8 4.2 0.9 1.70 6.2 3.9 0.6 1.70 6.7 4.0 0.8 1.70 6.2 3.8 0.6 1.70 6.4 3.3 0.3 1.70 5.6 3.1 0.3 1.70 5.7 2.6 0.2 1.70 7.9 2.2 0.3 1.70 8.1 2.2 0.3 1.70 6.4 2.8 0.3 1.70 6.2 3.9 0.6 1.70 10.5 8.2 8.9 1.70 14.1 10.2 14.2 1.70 14.7 10.5 15.0 1.70 14.2 10.2 14.3 1.70 14.2 10.2 14.2 1.70 14.9 10.7 15.3 1.70 14.2 10.3 14.3 1.70 13.3 9.6 13.0 1.70 12.9 9.6 12.4 1.70 13.1 9.8 12.7 1.70 13.1 9.8 12.6 1.70 12.9 9.8 12.3 1.70 13.0 9.8 12.5 1.70 13.6 10.1 13.4 1.70 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b {ft) z,,, (Ji) SI S,, (tsj) S,,hse ' rp (°) 5.10 5.06 40.2 5.30 5.20 40.2 5.40 5.34 40.1 5.50 5.47 39.8 5.60 5.59 39.3 5.80 5.72 38.8 5.90 5.86 38.4 6.00 5.97 37.8 6.20 6.11 37.S 6.30 6.25 36.4 6.40 6.37 34.9 6.60 6.50 33.4 6.70 6.64 4.0 0.76 1.44 31.9 6.80 6.78 2.6 0.61 1.15 30.9 7.00 6.90 2.2 0.53 1.00 30.2 7.10 7.05 1.9 0.48 0.91 29.7 7.20 7.18 1.7 0.37 0.69 28.5 7.40 7.31 2.1 0.30 0.57 27.5 7.50 7.43 2.5 0.31 0.58 27.6 7.60 7.56 3.0 0.48 0.91 29.8 7.70 7.69 3.9 0.69 1.30 31.4 7.90 7.82 32.9 8.00 7.97 34.6 8.20 8.09 36.4 8.30 8.22 38.0 8.40 8.35 39.6 8.60 8.49 40.8 8.70 8.61 41.8 8.80 8.73 42.8 8.90 8.87 43.5 9.10 9.00 43.9 9.20 9.15 44.2 9.30 9.27 44.S 9.50 9.41 44.9 9.60 9.54 45.2 9.70 9.66 45.3 9.80 9.79 45.3 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE c' (tsj) 0.02 0.02 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.01 0.01 0.76 0.61 0.53 0.48 0.37 0.30 0.31 0.48 0.69 0.01 0.01 0.02 0.02 0.03 0.04 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.08 0.08 Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) C ,I( I +e 0)(%) C ,l(l+e 0){°/o) µpc J.I LL J.IPI 0.55 0.18 27.4 12.2 3.8 0.55 0.18 27.5 12.2 3.8 0.56 0.19 27.8 12.2 3.9 0.58 0.19 29.S 12.6 4.0 0.62 0.21 32.0 13.1 4.2 0.65 0.22 34.2 13.6 4.4 0.68 0.23 36.1 14.0 4.5 1.09 0.36 39.0 14.7 4.8 1.13 0.38 40.8 15.2 4.9 1.23 0.41 46.0 16.5 5.4 1.38 0.46 52.8 18.5 6.1 0.60 0.20 60.0 20.8 7.0 0.82 0.27 66.8 23.3 7.9 1.02 0.34 72.0 25.3 8.7 1.18 0.39 75.2 26.7 9.3 1.43 0.48 77.4 27.7 9.6 2.44 0.81 83.5 30.6 10.8 3.60 1.20 88.0 32.9 11.7 3.47 1.16 87.7 32.8 11.6 1.41 0.47 77.8 27.9 9.7 0.91 0.30 70.1 24.6 8.4 0.67 0.22 63.7 22.1 7.5 0.47 0.16 55.7 19.4 6.5 1.21 0.40 47.6 16.9 5.6 0.98 0.33 40.0 15.0 4.8 0.88 0.29 32.9 13.3 4.2 0.50 0.17 25.4 11.8 3.7 0.33 0.11 20.2 10.8 3.4 0.28 0.09 15.7 10.0 3.1 0.25 0.08 12.3 9.5 2.9 0.24 0.08 10.3 9.2 2.8 0.23 0.08 9.2 9.0 2.7 0.22 0.07 7.7 8.8 2.7 0.21 0.07 5.8 8.5 2.6 0.20 0.07 4.4 8.3 2.5 0.20 0.07 3.8 8.2 2.5 0.20 O.D7 3.7 8.2 2.5 Ko 1.00 1.00 1.00 0.97 0.92 0.88 0.85 0.81 0.78 0.70 0.60 0.50 3.77 2.97 2.55 2.30 1.74 1.42 1.44 2.23 3.14 0.47 0.58 0.70 0.82 0.95 1.09 1.21 1.31 1.40 1.45 1.49 1.53 1.58 1.62 1.64 1.65 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy DR(%) 64.3 64.3 64.1 61.7 58.1 55.0 52.3 47.9 45.2 37.4 41.5 40.0 45.S 47.4 50.6 54.9 61.3 68.8 76.1 82.8 87.9 90.8 92.5 94.7 97.5 99.6 100.0 100.0 Lateral spreading: Idriss Boulanger (2008) M correction: N 60L&B (N60)Ic (N ,J 601&8 CN 14.1 10.4 14.2 1.70 14.1 10.4 14.1 1.70 14.0 10.3 14.1 1.70 13.1 9.7 12.6 1.70 11.7 8.9 10.7 1.70 10.7 8.2 9.2 1.70 9.9 7.6 8.0 1.70 11.6 6.9 6.3 1.70 10.8 6.4 5.4 1.70 8.6 5.4 3.2 1.70 6.4 4.2 1.3 1.70 5.6 3.3 0.4 1.70 5.2 2.8 0.3 1.70 5.6 2.5 0.2 1.70 7.3 2.1 0.2 1.70 6.7 2.0 0.2 1.70 5.2 1.7 0.1 1.70 4.4 1.4 0.1 1.70 4.5 1.4 0.1 1.70 4.5 1.9 0.2 1.70 4.7 2.6 0.3 1.70 5.0 3.3 0.3 1.70 7.2 4.3 0.9 1.70 8.6 5.8 2.9 1.70 12.1 7.6 6.3 1.70 12.6 9.9 11.3 1.70 17.6 13.0 18.6 1.70 17.9 16.0 24.2 1.70 22.0 19.2 29.6 1.70 25.8 22.2 34.0 1.70 28.2 24.1 36.7 1.70 29.9 25.3 38.3 1.70 32.0 26.9 40.4 1.70 35.1 29.2 43.2 1.70 37.5 31.0 45.3 1.70 38.7 31.9 46.S 1.70 39.1 32.2 46.8 1.70 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) Z m (ft) SI S., (tsj) S.,lav0' rp (") 10.00 9.91 45.2 10.10 10.06 45.0 10.30 10.20 44.9 10.40 10.33 44.6 10.50 10.45 44.5 10.60 10.57 44.3 10.80 10.71 44.3 10.90 10.84 44.1 11.00 10.97 44.1 11.20 11.10 43.8 11.30 11.24 43.5 11.40 11.37 43.5 11.60 11.50 43.4 11.70 11.63 43,3 11.80 11.77 43.1 12.00 11.90 43.1 12.10 12.05 43.1 12.20 12.17 43.0 12.40 12.30 43.0 12.50 12.43 43.2 12.60 12.55 43.4 12.70 12.68 43.2 12.90 12.80 43.1 13.00 12.93 43.4 13.10 13.07 43.7 13.30 13.20 43.9 13.40 13.33 44.0 13.60 13.48 44.0 13.70 13.60 43.9 13.80 13.73 43.8 13.90 13.86 43.8 14.10 14,00 43.9 14.20 14.14 44.1 14.30 14.26 44.3 14.40 14.38 44.6 14.60 14.51 44.7 14.70 14.65 44.8 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE c' (tsj) 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.07 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.09 0.09 0.09 0.10 Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) C ,I(/ +e 0)(%) C,l(l+e0)(%) µ FC Pu PPI 0.20 0.07 4.2 8.3 2.5 0.21 0.07 5.1 8.4 2.5 0.21 0.07 5.7 8.5 2.6 0.12 0.04 6.9 8.7 2.6 0.12 0.04 7.6 8.8 2.7 0.13 0.04 8.4 8.9 2.7 0.13 0.04 8.5 8.9 2.7 0.13 0.04 9.1 9.0 2.7 0.14 0.05 9.5 9.1 2.8 0.24 0.08 10.7 9.2 2.8 0.25 0.08 11.9 9.4 2.9 0.15 0.05 12.0 9.4 2.9 0.16 0.05 12.3 9.5 2.9 0.16 0.05 13.0 9.6 2.9 0.17 0.06 13.7 9.7 3.0 0.27 0.09 14.0 9.8 3.0 0.27 0.09 14.0 9.8 3.0 0.27 0.09 14.1 9.8 3.0 0.27 0.09 14.3 9.8 3.0 0.27 0.09 13.3 9.7 3.0 0.26 0.09 12.6 9.5 2.9 0.27 0.09 13.3 9.7 3.0 0.27 0.09 13.7 9.7 3.0 0.26 0.09 12.5 9.5 2.9 0.25 0.08 11.0 9.3 2.8 0.24 0.08 9.8 9.1 2.8 0.24 0.08 9.6 9.1 2.8 0.24 0.08 9.7 9.1 2.8 0.14 0.05 10.0 9.1 2.8 0.24 0.08 10.3 9.2 2.8 0.25 0.08 10.5 9.2 2.8 0.14 0.05 9.8 9.1 2.8 0.13 0.04 8.9 9.0 2.7 0.13 0.04 7.7 8.8 2.7 0.12 0.04 6.4 8.6 2.6 0.U 0.04 5.8 8.5 2.6 0.11 0.04 5.2 8.5 2.6 Ko 1.63 1.60 1.58 1.54 1.51 1.49 1.48 1.46 1.44 1.41 1.37 1.37 1.35 1.33 1.31 1.30 1.30 1.29 1.28 1.30 1.31 1.29 1.28 1.31 1.34 1.36 1.36 1.35 1.34 1.33 1.32 1.34 1.35 1.38 1.41 1.42 1.43 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy DR{%) 99.8 98.4 97.S 95.6 94.5 93.3 93.1 92.3 91.7 89.8 88.0 87.8 87.3 86.4 85.3 84.8 84.8 84.6 84.3 85.7 86.7 85.7 85.1 86.9 89.1 90.8 91.0 90.9 90.S 90.0 89.7 90.6 91.9 93.7 95.6 96.4 97.2 Lateral spreading: Idriss Boulanger (2008) M correction: N 60L&B {N 60) le (N 1) 60!&8 CN 38.4 31.7 45.8 1.69 37.1 30.7 44.4 1.68 36.3 30.0 43.7 1.67 34.5 28.1 41.9 1.66 33.6 27.0 40.9 1.66 32.5 26.0 39.8 1.65 32.S 25.9 39.7 1.64 31.8 25.7 39.0 1.63 31.4 25.8 38.5 1.62 29.9 24.8 36.7 1.62 28.S 23.6 35.0 1.61 28.4 23.4 34.9 1.60 28.1 23.0 34.4 1.59 27.5 22.4 33.5 1.59 26.7 21.8 32.6 1.58 26.4 21.8 32.1 1.57 26.6 22.1 32.2 1.56 26.5 22.1 32.0 1.56 26.4 22.0 31.8 1.55 27.7 22.8 33.1 1.55 28.6 23.7 34.2 1.54 27.9 23.4 33.2 1.53 27.5 23.4 32.7 1.53 29.1 24.6 34.4 1.52 31.2 26.2 36.7 1.51 33.0 27.3 38.4 1.51 33.4 27.6 38.8 1.50 33.4 27.5 38.7 1.49 33.1 27.2 38.3 1.49 32.8 27.0 37.9 1.48 32.6 26.9 37.6 1.48 33.7 27.6 38.6 1.47 35.2 28.5 40.0 1.46 37.2 29.8 41.9 1.46 39.4 31.3 43.8 1.45 33.8 32.0 44.8 1.45 34.8 33.0 45.8 1.44 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Zdft) Z,,, (ft) S, S,, (tsj) S,,lav() f <p (") 14.80 14.78 44.9 15.00 14.90 44.9 15.10 15.03 44.8 15.20 15.16 44.8 15.40 15.30 44.9 15.50 15.43 45.0 15.60 15.56 45.2 15.80 15.70 45.2 15.90 15.82 45.2 16.00 15.95 45.0 16.20 16.09 44.8 16.30 16.23 44.6 16.40 16.36 44.3 16.60 16.50 44.2 16.70 16.62 44.3 16.80 16.74 44.4 17.00 16.89 44.9 17.10 17.02 44.8 17.20 17.14 44.9 17.30 17.26 45.0 17.50 17.39 45.1 17.60 17.54 45.2 17.70 17.67 45.2 17.90 17.80 45.2 18.00 17.93 45.2 18.10 18.06 45.2 18.20 18.19 45.2 18.40 18.31 45.2 18.50 18.45 45.2 18.60 18.58 45.2 18.80 18.73 45.0 18.90 18.87 44.8 19.00 18.99 44.8 19.20 19.10 44.5 19.30 19.24 43.3 19.50 19.39 41.7 19.60 19.52 41.0 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE c' (tsj) 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.09 O.D9 0.09 0.10 0.10 0.10 0.10 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.10 0.09 0.07 0.06 Liquefaction: Boulanger Idriss (2010-16) Sett!.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) C,l(I +e 0)(%) C ,/(/ +e 0)("/4) µFC Pu. µPl 0.11 0.04 5.1 8.4 2.5 0.1. 0.04 5.1 8.4 2.5 0.11 0.04 5.2 8.5 2.6 0.11 0.04 5.5 8.5 2.6 0.11 0.04 4.7 8.4 2.5 0.11 0.04 4.6 8.4 2.5 0.10 0.03 3.2 8.2 2.5 0.10 0.03 3.4 8.2 2.5 0.10 0.03 3.5 8.2 2.5 0.11 0.04 4.2 8.3 2.5 0.11 0.04 5.3 8.5 2.6 0.12 0.04 6.5 8.6 2.6 0.23 0.08 7.9 8.8 2.7 0.23 0.08 8.2 8.9 2.7 0.23 0.08 7.8 8.8 2.7 0.23 0.08 7.3 8.7 2.7 0.11 0.04 4.7 8.4 2.5 0.21 0.07 5.4 8.5 2.6 0.21 0.07 4.8 8.4 2.5 0.11 0.04 4.3 8.3 2.5 0.10 0.03 3.5 8.2 2.5 0.10 0.03 3.1 8.2 2.5 0.10 0.03 3.0 8.2 2.5 0.10 0.03 3.1 8.2 2.5 0.10 0.03 3.2 8.2 2.5 0.10 0.03 3.3 8.2 2.5 0.10 0.03 3.1 8.2 2.5 0.10 0.03 2.9 8.1 2.4 0.10 0.03 3.0 8.1 2.4 0.10 0.03 3.2 8.2 2.5 0.11 0.04 4.0 8.3 2.5 0.11 0.04 4.7 8.4 2.5 0.21 0.07 5.2 8.4 2.6 0.22 0.07 6.6 8.6 2.6 0.26 0.09 12.0 9.5 2.9 0.34 0.11 20.0 10.8 3.4 0.39 0.13 23.6 11.4 3.6 Ko 1.43 1.42 1.42 1.40 1.42 1.42 1.45 1.44 1.43 1.41 1.38 1.35 1.31 1.30 1.31 1.32 1.37 1.35 1.36 1.37 1.39 1.39 1.39 1.39 1.38 1.38 1.38 1.38 1.38 1.37 1.34 1.32 1.31 1.28 1.16 1.00 0.94 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy DR(%) 97.5 97.3 97.1 96.7 97.8 98.0 100.0 99.8 99.5 98.6 96.9 95.2 93.1 92.6 93.2 93.9 97.6 96.6 97.4 98.1 99.3 99.8 99.9 99.8 99.6 99.4 99.7 100.0 99.9 99.6 98.4 97.2 96.6 94.6 86.8 75.4 70.3 Lateral spreading: Idriss Boulanger (2008) M correction: N 60l&B (N 60) le (N 1) 60/&B CN 35.2 33.3 46.2 1.44 35.2 33.4 46 1 1.43 42.1 34.0 45.9 1.43 41.8 34.2 45.5 1.42 43.4 35.6 47.1 1.41 43.8 35.7 47.4 1.41 38.8 37.5 50.3 1.40 38.7 37.5 50.1 1.40 38.6 37.4 49.9 1.39 37.7 36.7 48.5 1.39 43.2 35.4 46.3 1.38 41.2 33.9 44.3 1.38 38.9 32.3 42.1 1.37 38.5 32.1 41.7 1.37 39.2 32.3 42.3 1.36 40.2 33.6 43.2 1.36 45.1 37.1 47.7 1.35 43.9 36.S 46.4 1.35 45.2 37.1 47.7 1.34 38.6 36.6 48.8 1.34 40.0 37.2 50.S 1.33 40.8 37.9 51.4 1.33 41.1 38.4 51.6 1.32 41.1 38.8 51.6 1.32 41.0 38.8 51.4 1.31 40.9 38.7 51.1 1.31 41.4 39.1 51 7 1.31 41.8 39.5 52.1 1.30 41.8 39.8 52.1 1.30 41.6 40.0 51.7 1.29 40.3 39.0 50.0 1.29 39.1 38.1 48.4 1.28 46.2 38.4 47.5 1.28 43.7 37.1 45.0 1.28 34.7 30.2 36.1 1.27 24.8 22.2 24.9 1.27 21.4 18.9 20.8 1.26 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) Z m (ft) s, S,, (tsj) S,,/(Jv0 ' rp (") 19.70 19.65 39.3 19.80 19.78 37.6 20.00 19.89 35.3 20.10 20.02 35.5 20.20 20.15 38.9 20.30 20.28 42.9 20.50 20.41 44.0 20.60 20.54 43.8 20.80 20.68 44.1 20.90 20.83 44.4 21.00 20.96 44,7 21.10 21.07 44.9 21.30 21.20 45.0 21.40 21.33 45.1 21.50 21.46 45.2 21.70 21.60 45.4 21.80 21.74 45.4 21.90 21.86 45.4 22.10 22.00 45.4 22.20 22.14 45.5 22.30 22.26 45.5 22.50 22.39 45.5 22.60 22.52 45.7 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE c' (tsj) 0.05 0.03 0.02 0.02 0.04 0.08 0.10 0.10 0.10 0.11 0.11 0.11 0.12 0.12 0.12 0.12 0.13 0.13 0.13 0.13 0.13 0.13 0.13 Liquefaction: Boulanger Idriss (2010-16) Sett!.: {dry] Yi (2010); [sat] Idriss Boulanger (2008) C ,I(/ +e o){°/4) C ,/(/ +e oH%) µFC JI LL JI Pl 0.62 0.21 32.0 13.1 4.2 1.03 0.34 41.3 15.3 5.0 0.40 0.13 54.4 19.0 6.3 0.38 0.13 54.0 18.8 6.3 0.19 0.06 36.2 14.1 4.5 0.48 0.16 15.2 10.0 3.1 0.33 0.11 8.9 9.0 2.7 0.34 0.11 10.1 9.2 2.8 0.24 0.08 8.4 8.9 2.7 0.22 0.07 6.6 8.6 2.6 0.12 0.04 5.4 8.5 2.6 0.11 0.04 4.4 8.3 2.5 0.11 0.04 3.8 8.3 2.5 0.10 0.03 3.1 8.2 2.5 0.10 0.03 2.7 8.1 2.4 0.10 0.03 2.0 8.0 2.4 0.10 0.03 1.9 8.0 2.4 0.10 0.03 1.8 8.0 2.4 0.10 0.03 1.5 8.0 2.4 0.10 0.03 1.4 7.9 2.4 0.10 0.03 1.4 7.9 2.4 0.10 0.03 1.0 7.9 2.4 0.10 0.03 0.2 7.8 2.3 Ko 0.80 0.67 0.51 0.51 0.74 1.08 1.20 1.17 1.21 1.24 1.26 1.28 1.29 1.31 1.31 1.33 1.32 1.32 1.33 1.33 1.32 1.33 1.35 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy DR(%) 58.3 51.8 55.8 66.9 72.1 88.1 92.6 90.4 91.8 94.3 96.1 97.4 98.3 99.2 99.8 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 Lateral spreading: Idriss Boulanger (2008) M correction: N 60L&B (N 60) le (N 1) 60/&B CN 18.8 13.9 12.7 1.26 12.7 10.3 6.5 1.26 11.9 7.3 1.6 1.25 15.1 8.1 1.7 1.25 25.4 14.7 9.6 1.25 38.7 31.2 31.4 1.24 50.7 38.1 41.5 1.24 38.6 36.0 39.4 1.23 41.6 36.7 42.4 1.23 45.1 37.4 45.4 1.23 39.7 38.9 47.8 1.22 41.4 40.3 49.9 1.22 42.6 41.6 51.2 1.22 44.0 43.0 52.8 1.21 44.9 43.8 53.8 1.21 46.4 45.3 55.5 1.20 46.7 45.6 55.8 1.20 46.9 45.9 55.9 1.20 47.6 46.7 56.7 1.19 48.1 47.1 57.1 1.19 48.1 46.7 57.1 1.19 48.9 47.0 58.0 1.18 50.9 48.7 60.2 1.18 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) z,,, (ft) (N 1) 60csl&R (N 1) 60cs/c (NI) 60cs/&11 0.30 0.15 16.8 12.7 8.0 0.40 0.35 15.2 11.6 6.6 0.50 0.47 18.6 10.7 5.6 0.70 0.60 18.9 10.9 5.8 0.80 0.74 19.5 11.3 6.2 0.90 0.86 19.7 11.4 6.3 1.10 0.99 19.6 11.4 6.2 1.20 1.13 17.8 10.6 5.1 1.30 1.26 15.4 9.5 3.8 1.40 1.39 16.4 11.5 5.9 1.60 1.52 18.6 12.2 6.2 1.70 1.66 17.3 12.3 6.0 1.80 1.79 16.7 12.2 5.9 2.00 1.92 16.9 11.9 5.9 2.10 2.04 16.2 11.6 5.7 2.30 2.18 17.5 11.4 5.8 2.40 2.32 16.5 11.3 5.8 2.50 2.45 16.7 10.3 5.8 2.60 2.58 21.2 9.5 5.8 2.80 2.70 21.5 9.5 5.9 2.90 2.84 18.1 10.8 5.9 3.00 2.96 16.6 12.2 5.9 3.20 3.10 18.6 14.6 9.5 3.30 3.22 24.0 17.4 1 ' 3.40 3.36 24.9 17.9 15.0 3.50 3.49 24.2 17.4 14.3 3.70 3.62 24.1 17.4 14.2 3.80 3.77 25.3 18.2 15.3 4.10 4.01 24.2 17.5 14.3 4.20 4.14 22.7 16.3 13.0 4.40 4.29 22.0 16.3 12.4 4.50 4.43 22.3 16.7 12.7 4.60 4.56 22.4 16.9 12.7 4.70 4.68 22.2 16.9 12.5 4.90 4.80 22.3 16.8 12.6 5.00 4.93 23.1 17.2 13.4 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett!.: [dry} Yi (2010); [sat] Idriss Boulanger (2008) (N I) 60qc/ ncs rd MSF K, Ka CSR7_5 CRR7_5 15.0 1.00 1.14 1.10 1.00 0.39 0.10 13.6 1.00 1.14 1.10 1.00 0.39 0.10 12.6 1.00 1.14 1.10 1.00 0.39 0.10 12.8 1.00 I 1.14 1.10 1.00 0.39 0.10 13.2 1.00 1.14 1.10 1.00 0.39 0.10 13.5 1.00 1.14 1.10 1.00 0.39 0.10 13.4 1.00 1.14 1.10 1.00 0.39 0.10 12.4 1.00 1.14 1.10 1.00 0.39 0.09 11.1 1.00 1.14 1.10 1.00 0.39 0.09 14.1 1.00 1.14 1.10 1.00 0.39 0.10 16.3 1.00 1.14 1.10 1.00 0.39 0.11 18.9 1.00 1.14 1.10 1.00 0.39 0.10 19.6 1.00 1.14 1.10 1.00 0.39 0.10 17.3 1.00 1.14 1.10 1.00 0.39 0.10 17.1 1.00 1.14 1.10 1.00 0.39 0.10 18.7 1.00 1.14 1.10 1.00 0.39 0.10 6.2 1.00 1.02 1.10 1.00 0.43 1.30 5.2 1.00 1.02 1.10 1.00 0.43 1.30 8.6 1.00 1.02 1.10 1.00 0.43 1.30 8.7 1.00 1.02 1.10 1.00 0.43 1.30 5.7 1.00 1.02 1.10 1.00 0.43 1.30 19.9 1.00 1.14 1.10 1.00 0.39 0.10 18.3 0.99 1.14 1.10 1.00 0.39 0.11 20.4 0.99 1.14 1.10 1.00 0.38 0.13 21.1 0.99 1.14 1.10 1.00 0.38 0.14 20.5 0.99 1.14 1.10 1.00 0.38 0.13 20.5 0.99 1.14 1.10 1.00 0.38 0.13 21.5 0.99 1.14 1.10 1.00 0.38 0.14 20.6 0.99 1.14 1.10 1.00 0.38 0.13 19.2 0.99 1.14 1.10 1.00 0.39 0.13 19.2 0.99 1.14 1.10 1.00 0.40 0.12 19.6 0.99 1.14 1.10 1.00 0.41 0.12 20.7 0.99 1.14 1.10 1.00 0.41 0.13 20.9 0.99 1.14 1.10 1.00 0.42 0.12 20.6 0.99 1.14 1.10 1.00 0.42 0.12 20.3 0.99 1.14 1.10 1.00 0.43 0.13 Copyright© 2002 -2019 GeoAdvancedllJAII rights reserved _Commercial Copy FS 0.35 0.32 0.31 0.31 0.30 0.30 0.29 0.30 Lateral spreading: Idriss Boulanger (2008) M correction: r,v(tsj) p'(tsj) Yma., (%) G!Go f:v (%) 0.00 0.01 0.002 0.69 0.01 0.01 0.02 0.007 0.44 0.04 0.01 0.02 0.015 0.31 0.10 0.02 0.03 0.023 0.25 0.15 0.02 0.03 0.030 0.23 0.18 0.02 0.04 0.035 0.22 0.21 0.03 0.05 0.00 0.03 0.05 0.00 0.03 0.05 0.00 0.04 0.06 0.00 0.04 0.06 0.00 0.04 0.06 0.00 0.05 0.07 0.00 0.05 0.07 0.00 0.05 0.08 0.00 0.06 0.08 0.00 0.06 0.42 0.00 0.06 0.34 0.00 0,07 0.34 0.00 0.07 0.36 0.00 0.07 0.44 0.00 0.08 0.11 0.00 0.08 0.15 0.00 0.08 0.17 0.175 0.12 0.43 0.09 0.18 0.180 0.13 0.41 0.09 0.19 0.235 0.10 0.56 0,10 0.20 0.249 0.10 0.60 0.10 0.21 0.212 0.12 0.47 0.11 0.22 33.467 3.32 0.11 0.22 38.509 3.54 0.11 0.22 41.170 3.66 0.12 0.22 39.938 3.61 0.12 0.23 39.363 3.58 0.12 0.23 39.941 3.61 0.13 0.23 39.953 3.61 0.13 0.24 36.939 3.48 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) Z"' (ft) (N I) 60csl&R (N 1) 60cslc (N I) 60cs/&.B 5.10 5.06 24.0 17.8 14.2 5.30 5.20 24.0 17.7 14.1 5.40 5.34 23.9 17.6 14.1 5.50 5.47 22.2 16.5 12.6 5.60 5.59 19.9 15.1 10.7 5.80 5.72 18.2 13.9 9.2 5.90 5.86 16.8 13.0 8.0 6.00 5.97 19.8 11.7 6.3 6.20 6.11 18.3 10.9 5.4 6.30 6.25 14.6 9.1 3.2 6.40 6.37 14.6 10.7 5.2 6.60 6.50 14.6 10.3 5.3 6.70 6.64 15.6 10.8 5.8 6.80 6.78 16.4 10.1 5.8 7.00 6.90 19.9 9.3 5.8 7.10 7.05 18.7 9.0 5.8 7.20 7.18 15.7 8.4 5.8 7.40 7.31 13.9 7.9 5.7 7.50 7.43 14.1 7.8 5.7 7.60 7.56 14.2 8.8 5.7 7.70 7.69 14.7 10.3 5.8 7.90 7.82 14.7 11.2 5.7 8.00 7.97 17.7 12.3 5.8 8.20 8.09 18.9 13.7 7.0 8.30 8.22 23.2 15.2 8.8 8.40 8.35 22.3 17.6 12.0 8.60 8.49 30.1 22.3 18.6 8.70 8.61 30.4 27.2 24.2 8.80 8.73 37.4 32.7 29.6 8.90 8.87 43.8 37.7 34.0 9.10 9.00 47.9 41.0 36.7 9.20 9.15 50.8 43.1 38.3 9.30 9.27 54.5 45.8 40.4 9.50 9.41 59.7 49.7 43.2 9.60 9.54 63.8 52.7 45.3 9.70 9.66 65.9 54.2 46.5 9.80 9.79 66.5 54.7 46.8 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) (N I) 60qc/ ncs rd MSF K. K. CSR7_5 CRR7_s 20.9 0.99 1.14 1.10 1.00 0.43 0.13 20.8 0.99 1.14 1.10 1.00 0.44 0.13 20.7 0.99 1.14 1.10 1.00 0.45 0.13 19.4 0.99 1.14 1.10 1.00 0.45 0.12 17.7 0.99 1.14 1.10 1.00 0.46 0.12 16.4 0.99 1.14 1.10 1.00 0.46 0.11 15.3 0.99 1.14 1.10 1.00 0.47 0.11 13.7 0.99 1.14 1.10 1.00 0.47 0.10 12.6 0.99 1.14 1.10 1.00 0.48 0.10 10.5 0.99 1.14 1.10 1.00 0.48 0.09 12.6 0.99 1.14 1.10 1.00 0.48 0.10 13.0 0.99 1.14 1.10 1.00 0.49 0.10 5.6 0.99 1.02 1.07 1.00 0.57 1.30 5.0 0.99 1.02 1.07 1.00 0.57 1.30 7.3 0.99 1.02 1.08 1.00 0.57 1.30 6.8 0.99 1.02 1.08 1.00 0.58 1.30 5.5 0.99 1.02 1.07 1.00 0.59 1.00 4.5 0.98 1.02 1.07 1.00 0.59 0.81 4.4 0.98 1.02 1.07 1.00 0.60 0.82 6.2 0.98 1.02 1.07 1.00 0.60 1.27 5.2 0.98 1.02 1.07 1.00 0.61 1.30 16.6 0.98 1.14 1.10 1.00 0.53 0.10 16.3 0.98 1.14 1.10 1.00 0.53 0.10 16.7 0.98 1.14 1.10 1.00 0.53 0.11 17.8 0.98 1.14 1.10 1.00 0.54 0.12 20.3 0.98 1.14 1.10 1.00 0.54 0.13 23.9 0.98 1.14 1.10 1.00 0.54 0.17 28.7 0.98 1.14 1.10 1.00 0.55 0.26 34.3 0.98 1.14 1.10 1.00 0.55 0.49 39.4 0.98 1.14 1.10 1.00 0.55 1.15 42.5 0.98 1.14 1.10 1.00 0.55 1.30 44.4 0.98 1.14 1.10 1.00 0.56 1.30 46.9 0.98 1.14 1.10 1.00 0.56 1.30 50.6 0.98 1.14 1.10 1.00 0.56 1.30 53.4 0.98 1.14 1.10 1.00 0.56 1.30 54.5 0.98 1.14 1.10 1.00 0.56 1.30 54.8 0.98 1.14 1.10 1.00 0.57 1.30 Copyright© 2002 - 2019 GeoAdvancedlllAII rights reserved _Commercial Copy FS 0.30 0.30 0.30 0.28 0.25 0.24 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.69 1.37 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.90 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Lateral spreading: Idriss Boulanger (2008) M correction: T av (ts/) p'(tsj) Ymax (%) G!Go f:v (%) 0.13 0.25 34.086 3.35 0.14 0.25 34.162 3.35 0.14 0.25 34.462 3.37 0.15 0.25 40.117 3.61 0.15 0.25 49.674 4.02 0.15 0.24 50.000 4.39 0.16 0.24 0.16 0.23 0.16 0.23 0.17 0.22 0.17 0.20 0.17 0.19 0.18 0.80 0.18 0.66 0.18 0.59 0.19 0.55 0.19 0.44 0.19 0.38 0.20 0.39 0.20 0.55 0.20 0.74 0.21 0.20 0.21 0.22 0.21 0.25 0.22 0.28 0.22 0.31 0.22 0.35 0.23 0.37 0.23 0.40 4.246 0.96 0.23 0.43 0.000 0.00 0.24 0.44 0.000 0.00 0.24 0.46 0.000 0.00 0.25 0.47 0.000 0.00 0.25 0.49 0.000 0.00 0.25 0.51 0.000 0.00 0.26 0.52 0.000 0.00 0.26 0.52 0.000 0.00 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) Z m (ft} (N 1) 60csl&R (N 1) 60cs/c (N 1) 60cs!&B 10.00 9.91 65.0 53.6 45.8 10.10 10.06 62.3 51.6 44.4 10.30 10.20 60.7 50.2 43.7 10.40 10.33 57.4 46.8 41.9 10.50 10.45 55.6 44,7 40.9 10.60 10.57 53.6 42.8 39.8 10.80 10.71 53.3 42.5 39.7 10.90 10.84 52.0 42.0 39.0 11.00 10.97 51.0 41.9 38.5 11.20 11.10 48.3 40.0 36.7 11.30 11.24 45.8 38.0 35.0 11.40 11.37 45.5 37.4 34.9 11.60 11.50 44.8 36.6 34.4 11.70 11.63 43.6 35.5 33.5 11.80 11.77 42.2 34.4 32.6 12.00 11.90 41.6 34.3 32.1 12.10 12.05 41.6 34.5 32.2 12.20 12.17 41.3 34.5 32.0 12.40 12.30 41.0 34.2 31.8 12.50 12.43 42.8 35.3 33.1 12.60 12.55 44.1 36.4 34.2 12.70 12.68 42.7 35.9 33.2 12.90 12.80 42.0 35.8 32.7 13.00 12.93 44.3 37.4 34.4 13.10 13.07 47.3 39.6 36.7 13.30 13.20 49.7 41.2 38.4 13.40 13.33 50.1 41.4 38.8 13.60 13.48 49.9 41.1 38.7 13.70 13.60 49.3 40.5 38.3 13.80 13.73 48.6 40.1 37.9 13.90 13.86 48.1 39.8 37.6 14.10 14.00 49.5 40.5 38.6 14.20 14.14 51.5 41.7 40.0 14.30 14.26 54.3 43.S 41.9 14.40 14.38 57.3 45.5 43.8 14.60 14.51 48.9 46.4 44.8 14.70 14.65 50.2 47.S 45.8 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett!.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) (NI} 60qc/ncs rd MSF Ka Ka CSR7_5 CRR7_5 53.6 0.98 1.14 1.10 1.00 0.57 1.30 51.6 0.98 1.14 1.10 1.00 0.57 1.30 50.2 0.98 1.14 1.10 1.00 0.57 1.30 46.8 0.98 1.14 1.10 1.00 0.57 1.30 44.7 0.98 1.14 1.10 1.00 0.58 1.30 42.8 0.98 1.14 1.10 1.00 0.58 1.30 42.5 0.98 1.14 1.10 1.00 0.58 1.30 42.0 0.98 1.14 1.10 1.00 0.58 1.30 41.9 0.98 1.14 1.10 1.00 0.58 1.30 40.0 0.98 1.14 1.10 1.00 0.58 1.30 38.0 0.98 1.14 1.10 1.00 0.59 1.30 37.4 0.98 1.14 1.10 1.00 0.59 1.30 36.6 0.98 1.14 1.10 1.00 0.59 1.30 35.5 0.98 1.14 1.10 1.00 0.59 1.06 34.4 0.98 1.14 1.10 1.00 0.59 0.87 34.3 0.98 1.14 1.10 1.00 0.59 0.80 34.5 0.97 1.14 1.10 1.00 0.60 0.81 34.S 0.97 1.14 1.10 1.00 0.60 0.78 34.2 0.97 1.14 1.10 1.00 0.60 0.75 35.3 0.97 1.14 1.10 1.00 0.60 0.99 36.4 0.97 1.14 1.10 1.00 0.60 1.24 35.9 0.97 1.14 1.10 1.00 0.60 1.00 35.8 0.97 1.14 1.10 1.00 0.60 0.90 37.4 0.97 1.14 1.10 1.00 0.61 1.30 39.6 0.97 1.14 1.10 1.00 0.61 1.30 41.2 0.97 1.14 1.10 1.00 0.61 1.30 41.4 0.97 1.14 1.10 1.00 0.61 1.30 41.1 0.97 1.14 1.10 1.00 0.61 1.30 40.5 0.97 1.14 1.10 1.00 0.61 1.30 40.1 0.97 1.14 1.10 1.00 0.61 1.30 39.8 0.97 1.14 1.10 1.00 0.61 1.30 40.5 0.97 1.14 1.10 1.00 0.62 1.30 41.7 0.97 1.14 1.10 1.00 0.62 1.30 43.5 0.97 1.14 110 1.00 0.62 1.30 45.5 0.97 1.14 1.10 1.00 0.62 1.30 46.4 0.97 1.14 1.10 1.00 0.62 1.30 47.5 0.97 1.14 1.10 1.00 0.62 1.30 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy FS 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.80 1.46 1.34 1.36 1.30 1.25 1.64 2.00 1.65 1.48 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Lateral spreading: Idriss Boulanger (2008) M correction: Ta,, (ts/) p'(tsj) Yma., (%} G!Go <v (%} 0.26 0.52 0.000 0.00 0.27 0.52 0.000 0.00 0.27 0.52 0.000 0.00 0.28 0.52 0.000 0.00 0.28 0.52 0.000 0.00 0.28 0.52 0.000 0.00 0.29 0.52 0.000 0.00 0.29 0.52 0.000 0.00 0.29 0.52 0.000 0.00 0.30 0.52 0.000 0.00 0.30 0.51 0.000 0.00 0.31 0.51 0.000 0.00 0.31 0.51 0.000 0.00 0.31 0.51 0.438 0.09 0.32 0.51 1.386 0.28 0.32 0.51 1.816 0.38 0.32 0.52 1.746 0.36 0.33 0.52 1.952 0.40 0.33 0.52 2.181 0.46 0.34 0.53 0.846 0.17 0.34 0.54 0.000 0.00 0.34 0.54 0.819 0.16 0.35 0.54 1.318 0.27 0.35 0.55 0.000 0.00 0.35 0.57 0.000 0.00 0.36 0.58 0.000 0.00 0.36 0.58 0.000 0.00 0.36 0.59 0.000 0.00 0.37 0.59 0.000 0.00 0.37 0.59 0.000 0.00 0.38 0.59 0.000 0.00 0.38 0.60 0.000 0.00 0.38 0.61 0.000 0.00 0.39 0.62 0.000 0.00 0.39 0.64 0.000 0.00 0.39 0.65 0.000 0.00 0.40 0.65 0.000 0.00 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b {ft) z,,, (ft) (N I) 60csl&R (N 1) 60«/c (NI) 60csl&B 14.80 14.78 50.5 47.8 46.2 15.00 14.90 50.4 47.8 46.1 15.10 15.03 60.1 48.5 45.9 15.20 15.16 59.3 48.6 45.5 15.40 15.30 61.4 50.3 47.1 15.50 15.43 61.7 50.3 47.4 15.60 15.56 54.5 52.6 50.3 15.80 15.70 54.1 52.4 50.1 15.90 15.82 53.8 52 1 49.9 16.00 15.95 52.2 50.9 48.5 16.20 16.09 59.7 48.9 46.3 16.30 16.23 56.6 46.6 44.3 16.40 16.36 53.3 44.3 42.1 16.60 16.50 52.5 43.9 41.7 16.70 16.62 53.4 44.0 42.3 16.80 16.74 54.6 45.5 43.2 17.00 16.89 60.9 50.1 47.7 17.10 17.02 59.1 49.1 46.4 17.20 17.14 60.6 49.8 47.7 17.30 17.26 51.6 48.9 48.8 17.50 17.39 53.4 49.6 50.5 17.60 17.54 54.2 50.3 51.4 17.70 17.67 54.3 50.8 51.6 17.90 17.80 54.3 51.1 51.6 18.00 17.93 53.9 51.0 51.4 18.10 18.06 53.6 50.7 51.1 18.20 18.19 54.0 51.1 51.7 18.40 18.31 54.5 51.4 52.1 18.50 18.45 54.3 51.6 52.1 18.60 18.58 53.8 51.7 51.7 18.80 18.73 51.9 50.2 50.0 18.90 18.87 50.2 48 9 48.4 19.00 18.99 59.1 49.1 47.5 19.20 19.10 55.7 47.3 45.0 19.30 19.24 44.1 38.4 36.1 19.50 19.39 31.4 28.2 24.9 19.60 19.52 27.0 23.9 20.8 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett!.: [dry) Yi (2010); [sat] Idriss Boulanger (2008) (N 1) 60qc/ncs rd MSF Ka Ka CSRi.s CRR7_5 47.8 0.97 1.14 1.10 1.00 0.62 1.30 47.8 0.97 1.14 1.10 1.00 0.62 1.30 48.5 0.97 1.14 1.10 1.00 0.62 1.30 48.6 0.97 1.14 1.10 1.00 0.62 1.30 50.3 0.97 1.14 1.10 1.00 0.62 1.30 50.3 0.97 1.14 1.10 1.00 0.62 1.30 52.6 0.97 1.14 1.10 1.00 0.63 1.30 52.4 0.97 1.14 1.10 1.00 0.63 1.30 52.1 0.97 1.14 1.10 1.00 0.63 1.30 50.9 0.97 1.14 1.10 1.00 0.63 1.30 48.9 0.97 1.14 1.10 1.00 0.63 1.30 46.6 0.97 1.14 1.10 1.00 0.63 1.30 44.3 0.97 1.14 1.10 1.00 0.63 1.30 43.9 0.97 1.14 1.10 1.00 0.63 1.30 44.0 0.96 1.14 1.10 1.00 0.63 1.30 45.5 0.96 1.14 1.10 1.00 0.63 1.30 50.1 0.96 1.14 1.10 1.00 0.63 1.30 49.1 0.96 1.14 1.10 1.00 0.63 1.30 49.8 0.96 1.14 1.10 1.00 0.63 1.30 48.9 0.96 1.14 1.10 1.00 0.63 1.30 49.6 0.96 1.14 1.10 1.00 0.63 1.30 50.3 0.96 1.14 1.10 1.00 0.63 1.30 50.8 0.96 1.14 1.10 1.00 0.64 1.30 51.1 0.96 1.14 1.10 1.00 0.64 1.30 51.0 0.96 1.14 1.10 1.00 0.64 1.30 50.7 0.96 1.14 1.10 1.00 0.64 1.30 51.1 0.96 1.14 1.10 1.00 0.64 1.30 51.4 0.96 1.14 1.10 1.00 0.64 1.30 51.6 0.96 1.14 1.10 1.00 0.64 1.30 51.7 0.96 1.14 1.10 1.00 0.64 1.30 50.2 0.96 1.14 1.10 1.00 0.64 1.30 48.9 0.96 1.14 1.10 1.00 0.64 1.30 49.1 0.96 1.14 1.10 1.00 0.64 1.30 47.3 0.96 1.14 1.10 1.00 0.64 1.30 38.4 0.96 1.14 1.10 1.00 0.64 1.30 28.2 0.96 1.14 1.08 1.00 0.65 0.29 23.9 0.96 1.14 1.07 1.00 0.66 0.20 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy FS 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.44 0.30 Lateral spreading.· Idriss Boulanger (2008) M correction: r av (tsf) p'(tsf) Yma< (%) GIG0 f:v (%) 0.40 0.66 0.000 0.00 0.40 0.66 0.000 0.00 0.41 0.66 0.000 0.00 0.41 0.67 0.000 0.00 0.42 0.68 0.000 0.00 0.42 0.68 0.000 0.00 0.42 0.70 0.000 0.00 0.43 0.70 0.000 0.00 0.43 0.70 0.000 0.00 0.43 0.70 0.000 0.00 0.44 0.70 0.000 0.00 0.44 0.69 0.000 0.00 0.45 0.68 0.000 0.00 0.45 0.68 0.000 0.00 0.45 0.69 0.000 0.00 0.46 0.70 0.000 0.00 0.46 0.72 0.000 0.00 0.47 0.72 0.000 0.00 0.47 0.73 0.000 0.00 0.47 0.74 0.000 0.00 0.48 0.75 0.000 0.00 0.48 0.76 0.000 0.00 0.48 0.76 0.000 0.00 0.49 0.77 0.000 0.00 0.49 0.77 0.000 0.00 0.49 0.77 0.000 0.00 0.50 0.78 0.000 0.00 0.50 0.78 0.000 0.00 0.51 0.79 0.000 0.00 0.51 0.79 0.000 0.00 0.51 0.78 0.000 0.00 0.52 0.78 0.000 0.00 0.52 0.78 0.000 0.00 0.52 0.77 0.000 0.00 0.53 0.72 0.000 0.00 0.53 0.66 9.308 2.08 0.54 0.63 14.960 2.41 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b {ft) Z"' (ft) (N I) 60csl&R (N 1) 60cslc (N I) 60csl&/3 19.70 19.65 23.6 17.5 12.8 19.80 19.78 17.7 14.7 8.3 20.00 19.89 21.3 14.9 6.8 20.10 20.02 27.5 17.1 7.2 20.20 20.15 38.2 23.6 14.2 20.30 20.28 50.4 40.8 32.9 20.50 20.41 63.3 47.6 41.6 20.60 20.54 47.9 44.7 39.4 20.80 20.68 51.2 45.1 42.4 20.90 20.83 55.2 45.8 45.4 21.00 20.96 48.5 47.6 47.8 21.10 21.07 50.5 49.1 49.9 21.30 21.20 51.7 50.6 51.2 21.40 21.33 53.3 52.1 52.8 21.50 21.46 54.2 52.9 53.8 21.70 21.60 55.8 54.5 55.5 21.80 21.74 56.0 54.7 55.8 21.90 21.86 56.1 55.0 55.9 22.10 22.00 56.8 55.7 56.7 22.20 22.14 57.2 56.0 57.1 22.30 22.26 57.0 55.4 57.1 22.50 22.39 57.9 55.6 58.0 22.60 22.52 60.0 57.5 60.2 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) (N I) 60qc/ ncs rd MSF Ka Ka CSR7_s CRR7_5 17.5 0.96 1.14 1.05 1.00 0.67 0.13 15.8 0.96 1.14 1.05 1.00 0.68 0.12 21.7 0.96 1.14 1.05 1.00 0.67 0.12 32.7 0.96 1.14 1.06 1.00 0.67 0.12 32.9 0.96 1.14 1.07 1.00 0.66 0.19 46.2 0.96 1.14 1.10 1.00 0.64 1.30 49.3 0.96 1.14 1.10 1.00 0.64 1.30 45.8 0.96 1.14 1.10 1.00 0.64 1.30 45.1 0.96 1.14 1.10 1.00 0.64 1.30 45.8 0.95 1.14 1.10 1.00 0.64 1.30 47.6 0.95 1.14 1.10 1.00 0.65 1.30 49.1 0.95 1.14 1.10 1.00 0.65 1.30 50.6 0.95 1.14 1.10 1.00 0.65 1.30 52.1 0.95 1.14 1.10 1.00 0.65 1.30 52.9 0.95 1.14 1.10 1.00 0.65 1.30 54.5 0.95 1.14 1.10 1.00 0.65 1.30 54.7 0.95 1.14 1.10 1.00 0.65 1.30 55.0 0.95 1.14 1.10 1.00 0.65 1.30 55.7 0.95 1.14 1.10 1.00 0.65 1.30 56.0 0.95 1.14 1.10 1.00 0.65 1.30 55.4 0.95 1.14 1.10 1.00 0.65 1.30 55.6 0.95 1.14 1.10 1.00 0.65 1.30 57.5 0.95 1.14 1.10 1.00 0.65 1.30 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy FS 0.20 0.18 0.17 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Lateral spreading: Idriss Boulanger (2008) M correction: T av (ISj} p'(tsj) Y max (%) GIG0 f,, (%) 0.54 0.58 34.926 3.39 0.54 0.52 46.038 3.87 0.55 0.45 47.700 3.94 0.55 0.46 0.55 0.56 0.56 0.72 0.56 0.78 0.56 0.78 0.57 0.80 0.000 0.00 0.57 0.82 0.000 0.00 0.58 0.83 0.000 0.00 0.58 0.85 0.000 0.00 0.58 0.86 0.000 0.00 0.59 0.87 0.000 0.00 0.59 0.88 0.000 0.00 0.59 0.89 0.000 0.00 0.60 0.89 0.000 0.00 0.60 0.90 0.000 0.00 0.61 0.91 0.000 0.00 0.61 0.91 0.000 0.00 0.61 0.91 0.000 0.00 0.62 0.92 0.000 0.00 0.62 0.94 0.000 0.00 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (Ii) Zm (ft) LIS; ES; (in) LID; ED; (in) 0.30 0.15 0.00 1.13 0.40 0.35 0.00 1.13 0.50 0.47 0.00 1.12 0.70 0.60 0.00 1.12 0.80 0.74 0.00 1.12 0.90 0.86 0.00 1.12 1.10 0.99 0.00 1.12 1.20 1.13 0.00 1.12 1.30 1.26 0.00 1.12 1.40 1.39 0.00 1.12 1.60 1.52 0.00 1.12 1.70 1.66 0.00 1.12 1.80 1.79 0.00 1.12 2.00 1.92 0.00 1.12 2.10 2.04 0.00 1.12 2.30 2.18 0.00 1.12 2.40 2.32 0.00 1.12 2.50 2.45 0.00 1.12 2.60 2.58 0.00 1.12 2.80 2.70 0.00 1.12 2.90 2.84 0.00 1.12 3.00 2.96 0.00 1.12 3.20 3.10 0.00 1.12 3.30 3.22 0.01 1.11 3.40 3.36 0.00 1.11 3.50 3.49 0.01 1.10 3.70 3.62 0.01 1.09 3.80 3.77 0.01 1.08 .10 .01 0.04 1.0 4.20 4.14 0.04 0.99 4.40 4.29 0.09 0.90 4.50 4.43 0.04 0.85 4.60 4.56 0.04 0.81 4.70 4.68 0.04 0.77 4.90 4.80 0.09 0.68 5.00 4.93 0.04 0.64 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) Y max (%) Pd GIGoPd fiv (%) Pd LIS; ES; (in) Pd 0.001 0.91 0.00 0.00 1.07 0.002 0.86 0.00 0.00 1.07 0.002 0.82 0.01 0.00 1.07 0.003 0.80 0.01 0.00 1.07 0.004 0.78 0.01 0.00 1.07 0.004 0.76 0.01 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.00 0.00 1.07 0.00 0.00 1.07 0.00 0.00 1.07 0.00 0.00 1.07 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.000 0.00 0.00 0.00 1.07 0.021 0.54 0.04 0.00 1.07 0.022 0.53 0.04 0.00 1.07 0.024 0.52 0.04 0.00 1.07 O.D25 0.51 0.05 0.00 1.07 0.026 0.50 0.05 0.00 1.07 33.467 3.32 0.04 1.03 38.509 3.54 0.04 0.99 41.170 3.66 0.09 0.90 39.938 3.61 0.04 0.85 39.363 3.58 0.04 0.81 39.941 3.61 0.04 0.77 39.953 3.61 0.09 0.68 36.939 3.48 0.04 0.64 FCr; 1.71 1.54 1.47 1.49 1.60 1.80 1.90 2.07 2.38 23.29 32.68 42.79 46.53 40.39 42.43 50.82 60.24 75.79 61.09 60.71 71.23 47.12 2.78 1.75 1.70 1.63 1.69 1.78 1.78 1.45 2.13 2.40 2.62 2.82 2.63 2.42 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy Vs (mis) Pd 200.72 198.77 197.10 197.05 196.96 196.35 195.64 193.10 189.64 197.67 196.76 193.88 192.52 194.09 193.18 190.47 190.69 193.09 200.64 201.27 200.55 200.05 200.51 199.12 198.66 196.18 195.87 195.36 194.66 194.97 196.13 Lateral spreading: Idriss Boulanger (2008) M correction: N11pcs FCs: (I c) 12 q co (ts}) 17.97 11.89 41.8 16.11 12.26 37.8 14.80 12.75 34.7 14.88 12.65 35.3 15.22 12.66 36.4 15.35 12.95 1.80 36.8 15.16 13.21 1.82 36.5 13.89 14.26 1.87 33.2 12.34 15.93 1.95 28.8 16.22 18.75 2.08 24.7 16.76 22.76 2.24 21.4 15.73 27.10 2.39 17.9 15.01 28.75 2.45 16.4 15.26 26.06 2.36 17.7 14.57 26.94 2.39 16.4 13.33 30.66 2.51 13.6 34.38 2.62 11.9 41.10 2.81 9.1 34.72 2.63 8.4 34.57 2.63 8.6 39.05 2.76 10.2 14.24 29.01 2.46 16.3 16.05 13.31 1.82 44.5 19.86 9.66 59.7 20.30 9.33 62.1 19.56 9.40 60.2 19.39 9.52 60.0 20.13 9.40 63.1 19.07 9.67 60.2 17.72 9.43 56.5 17.62 10.88 54.7 17.94 11.24 55.5 17.95 11.61 55.3 17.76 12.03 54.4 17.71 11.68 54.8 18.29 11.04 57.6 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b (ft) Zm (ft) L1S; ES; (in) L1D; ED; (in) 5.10 5.06 0.04 0.60 5.30 5.20 0.08 0.52 5.40 5.34 0.04 0.48 5.50 5.47 0.04 0.44 5.60 5.59 0.05 0.39 5.80 5.72 0.11 0.28 5.90 5.86 0.00 0.28 6.00 5.97 0.00 0.28 6.20 6.11 0.00 0.28 6.30 6.25 0.00 0.28 6.40 6.37 0.00 0.28 6.60 6.50 0.00 0.28 6.70 6.64 0.00 0.28 6.80 6.78 0.00 0.28 7.00 6.90 0.00 0.28 7.10 7.05 0.00 0.28 7.20 7.18 0.00 0.28 7.40 7.31 0.00 0.28 7.50 7.43 0.00 0.28 7.60 7.56 0.00 0.28 7.70 7.69 0.00 0.28 7.90 7.82 0.00 0.28 8.00 7.97 0.00 0.28 8.20 8.09 0.00 0.28 8.30 8.22 0.00 0.28 8.40 8.35 0.00 0.28 8.60 8.49 0.00 0.28 8.70 8.61 0.00 0.28 8.80 8.73 0.01 0.27 8.90 8.87 0.00 0.27 9.10 9.00 0.00 0.27 9.20 9.15 0.00 0.27 9.30 9.27 0.00 0.27 9.50 9.41 0.00 0.27 9.60 9.54 0.00 0.27 9.70 9.66 0.00 0.27 9.80 9.79 0.00 0.27 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett!.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) Y max (%} Pd GIGoPd 0v (%)pd LJS, ES, (in) Pd 34.086 3.35 0.04 0.60 34.162 3.35 0.08 0.52 34.462 3.37 0.04 0.48 40.117 3.61 0.04 0.44 49.674 4.02 0.05 0.39 50.000 4.39 0.11 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.00 0.28 0.00 0.28 0.00 0.28 0.00 0.28 0.00 0.28 0.00 0.28 0.00 0.28 0.00 0.28 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 0.000 0.00 0.00 0.28 4.246 0.96 0.01 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 FCr; 2.35 2.30 2.16 2.19 2.27 2.34 2.28 2.36 2.04 2.49 26.96 38.25 58.55 73.88 66.35 72.27 82.15 83.94 79.21 62.63 61.87 50.11 38.93 28.33 19.14 12.45 2.82 2.61 2.59 2.67 2.68 2.61 2.53 2.50 2.46 2.41 2.43 Copyright© 2002 - 2019 GeoAdvancedlllAII rights reserved _Commercial Copy V, (mis) Pd 196.87 196.80 196.85 195.27 192.91 190.93 189.45 186.97 186.09 181.26 192.45 191.18 187.57 190.71 192.80 193.98 195.32 198.45 203.65 208.09 211.43 213.40 214.71 216.35 218.46 219.99 220.73 220.79 Lateral spreading: Idriss Boulanger (2008) M correction: N1;pcs FCsz (! c) Tl q co (!sf) 18.78 10.69 59.7 18.66 10.62 59.7 18.43 10.42 59.4 17.28 10.91 55.4 15.72 11.75 49.6 14.49 12.47 1.78 45.3 13.47 12.94 1.80 41.8 12.10 14.01 1.86 36.9 11.18 14.08 1.86 34.2 9.34 16.74 1.99 27.3 12.78 20.33 2.14 20.3 11.91 25.13 2.33 14.7 33.69 2.60 11.0 40.24 2.79 8.9 36.93 7.8 39.52 7.1 44.07 5.5 44.93 2.91 4.6 42.68 2.85 4.7 35.36 2.65 7.2 35.05 2.64 10.0 11.58 30.39 2.50 13.3 13.68 25.43 2.34 19.1 15.61 20.92 2.17 27.5 17.02 16.90 2.00 38.5 18.69 13.68 1.84 53.3 21.63 10.72 1.68 74.6 26.43 9.11 1.57 94.6 31.64 8.08 116.3 36.41 7.50 136.2 39.38 7.15 149.2 41.21 6.83 158.0 43.64 6.46 169.5 47.17 6.09 185.8 49.85 5.82 198.5 51.04 5.65 204.9 51.34 5.68 206.8 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z b {ft) Zm (ft) L1S; I:S; (in) L1D; I:D; (in) 10.00 9.91 0.00 0.27 10.10 10.06 0.00 0.27 10.30 10.20 0.00 0.27 10.40 10.33 0.00 0.27 10.50 10.45 0.00 0.27 10.60 10.57 0.00 0.27 10.80 10.71 0.00 0.27 10.90 10.84 0.00 0.27 11.00 10.97 0.00 0.27 11.20 11.10 0.00 0.27 11.30 11.24 0.00 0.27 11.40 11.37 0.00 0.27 11.60 11.50 0.00 0.27 11.70 11.63 0.00 0.27 11.80 11.77 0.00 0.27 12.00 11.90 0.01 0.26 12.10 12.05 0.00 0.25 12.20 12.17 0.00 0.25 12.40 12.30 0.01 0.24 12.50 12.43 0.00 0.24 12.60 12.55 0.00 0.24 12.70 12.68 0.00 0.23 12.90 12.80 0.01 0.23 13.00 12.93 0.00 0.23 13.10 13.07 0.00 0.23 13.30 13.20 0.00 0.23 13.40 13.33 0.00 0.23 13.60 13.48 0.00 0.23 13.70 13.60 0.00 0.23 13.80 13.73 0.00 0.23 13.90 13.86 0.00 0.23 14.10 14.00 0.00 0.23 14.20 14.14 0.00 0.23 14.30 14.26 0.00 0.23 14.40 14.38 0.00 0.23 14.60 14.51 0.00 0.23 14.70 14.65 0.00 0.23 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction. Boulanger Idriss (2010-16) Sett/.: [dry] Yi (2010); [sat] Idriss Boulanger (2008) Y mar (%} Pd GIGoPd liv (%}pd LJS, I:S; (in) Pd 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.000 0.00 0.00 0.27 0.438 0.09 0.00 0.27 1.386 0.28 0.00 0.27 1.816 0.38 0.01 0.26 1.746 0.36 0.00 0.25 1.952 0.40 0.00 0.25 2.181 0.46 0.01 0.24 0.846 0.17 0.00 0.24 0.000 0.00 0.00 0.24 0.819 0.16 0.00 0.23 1.318 0.27 0.01 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 FCr; 2.45 2.42 2.31 0.00 0.00 0.00 0.00 0.00 0.00 1.79 1.68 0.00 0.00 0.00 0.00 1.32 1.43 1.57 1.50 1.40 1.51 1.84 2.10 2.05 1.99 1.88 1.80 1.71 0.00 1.68 1.71 0.00 0.00 0.00 0.00 0.00 0.00 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy V, (mis) Pd 220.22 219.25 218.77 218.23 218.37 218.31 218.33 217.02 216.18 215.18 214.65 215.52 216.09 216.19 216.07 215.47 215.63 215.43 215.80 217.40 218.15 217.07 216.58 218.25 220.31 222.07 222.79 223.36 223.53 223.50 223.57 224.92 226.56 228.45 230.41 231.50 232.40 Lateral spreading: Idriss Boulanger (2008) M correction: Nljpcs FCSZ (1 c) TZ q co (ts/) 50.39 5.78 203.1 48.54 5.89 196.0 47.29 5.84 192.0 44.17 5.35 182.4 42.27 4.86 177.6 40.49 4.58 172.1 40.26 4.53 172.0 39.84 5.00 168.5 39.82 5.57 166.3 38.08 5.92 158.1 36.21 5.97 150.7 35.67 5.60 150.5 34.94 5.36 148.8 33.94 5.30 145.3 32.96 5.35 141.4 32.87 5.75 139.9 33.12 5.93 140.8 33.15 6.21 140.3 32.86 6.14 139.8 33.96 5.78 146.3 35.09 5.83 151.4 34.65 6.52 147.4 34.52 7.01 145.5 36.14 6.71 154.0 38.27 6.33 165.3 39.87 5.95 174.5 40.07 5.80 176.6 39.83 5.66 176.9 39.25 5.60 175.2 38.88 5.72 173.5 38.63 5.81 172.5 39.39 5.48 178.1 40.57 5.12 186.0 42.35 4.75 196.8 44.28 4.39 208.7 45.19 4.23 214.7 46.33 4.20 221.1 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Zb {ft) Zm (ft) L1S; LS; (in) L1D; LD; (in) 14.80 14.78 0.00 0.23 15.00 14.90 0.00 0.23 15.10 15.03 0.00 0.23 15.20 15.16 0.00 0.23 15.40 15.30 0.00 0.23 15.50 15.43 0.00 0.23 15.60 15.56 0.00 0.23 15.80 15.70 0.00 0.23 15.90 15.82 0.00 0.23 16.00 15.95 0.00 0.23 16.20 16.09 0.00 0.23 16.30 16.23 0.00 0.23 16.40 16.36 0.00 0.23 16.60 16.50 0.00 0.23 16.70 16.62 0.00 0.23 16.80 16.74 0.00 0.23 17.00 16.89 0.00 0.23 17.10 17.02 0.00 0.23 17.20 17.14 0.00 0.23 17.30 17.26 0.00 0.23 17.50 17.39 0.00 0.23 17.60 17.54 0.00 0.23 17.70 17.67 0.00 0.23 17.90 17.80 0.00 0.23 18.00 17.93 0.00 0.23 18.10 18.06 0.00 0.23 18.20 18.19 0.00 0.23 18.40 18.31 0.00 0.23 18.50 18.45 0.00 0.23 18.60 18.58 0.00 0.23 18.80 1873 0.00 0.23 18.90 18.87 o.oo 0.23 19.00 18.99 0.00 0.23 19.20 19.10 0.00 0.23 19.30 19.24 0.00 0.23 19.50 19.39 0.05 0.18 19.60 19.52 0.03 0.15 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett!.: {dry] Yi (2010); [sat] Idriss Boulanger (2008) Y max (%} Pd G!GoPd 0v (%}pd L1S; LS; (in) Pd 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 0.000 0.00 0.00 0.23 9.308 2.08 0.05 0.18 14.960 2.41 0.03 0.15 FCr; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.10 2.19 1.91 2.27 0.00 2.40 2.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.40 2.81 2.87 2.61 1.76 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy V, (mis) Pd 232.93 232.99 232.14 231.64 232.69 233.44 235.54 235.68 235.89 235.35 234.35 233.46 232.16 232.02 233.19 233.48 236.71 236.03 237.26 239.87 242.20 242.77 242.71 242.51 242.49 242.60 243.17 243.72 243.57 243.24 242.51 241.86 240.72 238.99 233.26 225..80 224.01 Lateral spreading: Idriss Boulanger (2008) M correction: Nljpcs FC,, (l c) 12 q co (tsf) 46.64 4.17 223.5 46.66 4.28 223.5 47.38 4.98 222.9 47.50 5.49 221.1 49.23 5.55 229.6 49.20 5.31 231.8 51.48 4.86 246.5 51.32 4.96 245.9 51.02 4.95 245.3 49.92 5.19 239.1 47.93 5.49 228.5 45.71 5.65 217.8 43.47 6.01 205.8 43.08 6.21 203.6 43.23 5.71 207.6 44.74 6.17 212.9 49.23 5.64 238.5 48.34 6.06 232.4 49.02 5.66 238.9 48.13 4.27 244.9 48.80 3.62 254.2 49.56 3.64 259.0 50.05 3.82 260.8 50.37 4.07 261.2 50.28 4.19 260.5 50.01 4.23 259.6 50.38 4.18 262.7 50.68 4.11 265.6 50.92 4.36 265.7 50.98 4.68 264.3 49.56 4.92 256.0 48.21 5.13 248.4 48.48 6.06 244.3 46.66 6.86 231.0 37.91 7.92 183.6 27.80 9.22 131.2 23.58 8.66 113.0 Prepared at 12/27/2019 8:31:17 AM PA2020-016CPT Data Interpretation Z h {ft) Z m (Ji} L!S; ES; (in) L!D; ED; (in) 19.70 19.65 0.04 0.11 19.80 19.78 0.05 0.06 20.00 19.89 0.06 0.00 20.10 20.02 0.00 0.00 20.20 20.15 0.00 0.00 20.30 20.28 0.00 0.00 20.50 20.41 0.00 0.00 20.60 20.54 0.00 0.00 20.80 20.68 0.00 0.00 20.90 20.83 0.00 0.00 21.00 20.96 0.00 0.00 21.10 21.07 0.00 0.00 21.30 21.20 0.00 0.00 21.40 21.33 0.00 0.00 21.50 21.46 0.00 0.00 21.70 21.60 0.00 0.00 21.80 21.74 0.00 0.00 21.90 21.86 0.00 0.00 22.10 22.00 0.00 0.00 22.20 22.14 0.00 0.00 22.30 22.26 0.00 0.00 22.50 22.39 0.00 0.00 22.60 22.52 0.00 0.00 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Liquefaction: Boulanger Idriss (2010-16) Sett/.: {dry] Yi (2010); [sat] Idriss Boulanger (2008) Y max (%} Pd GIGoPd 0v (%)Pd L1S; ES; (in) Pd 34.926 3.39 0.04 0.11 46.038 3.87 0.05 0.06 47.700 2.54 0.06 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.000 0.00 0.00 0.00 FCr; 1.76 2.94 44.13 57.13 33.66 15.32 8.36 7.70 3.67 2.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy Vs (mis) Pd 216.13 206.21 213.40 211.88 222.39 234.08 238.10 237.02 239.43 243.32 245.33 246.77 247.43 248.32 249.10 250.11 250.47 250.67 251.22 251.72 252.18 253.23 254.46 Lateral spreading: Idriss Boulanger (2008) M correction: Nljpcs FC,, (I c) n q co (tsj) 17.30 10.78 79.4 12.82 15.61 53.8 15.91 27.68 2.41 31.4 17.03 33.12 2.59 31.9 26.33 23.18 2.25 67.2 42.76 15.11 1.91 163.8 47.66 11.44 1.72 214.7 44.61 11.05 1.70 204.4 44.52 8.39 220.3 45.25 5.97 238.4 46.99 5.43 252.0 48.54 5.16 262.9 49.97 5.30 270.4 51.49 5.34 279.1 52.27 5.25 284.9 53.81 5.24 294.4 54.05 5.27 296.5 54.29 5.36 297.8 54.97 5.39 302.3 55.25 5.35 305.2 54.69 5.09 305.2 54.89 4.70 310.7 56.71 4.60 322.9 Prepared at 12/27/2019 8:31:17 AM ... PA2020-016 APPENDIX F SEISMICITY DATA PA2020-016 ASCE. AMEIIICAN SOCIETY OF CML ENGINEERS Address: 3905 Marcus Ave Newport Beach, California 92663 https://asce 7hazardtool.online/ ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Risk Category: 11 Soil Class: D -Stiff Soil Page 1 of 3 Elevation: 7.25 ft (NAVO 88) Latitude: 33.619127 Longitude: -117 .934343 Sun Dec 01 2019 PA2020-016.• ASCE. AMERICAN SOCIETY OF CML ENGINEERS Seismic Site Soil Class: D -Stiff Soil Results: Ss 1.699 Sos 1. 133 s, 0.628 So, 0.628 Fa 1 TL : 8 Fv 1.5 PGA : 0.696 SMs 1.699 PGAM: 0.696 SM, 0.942 F PGA 1 le 1 Seismic Design Category D 1.8 1.6 1.4 1.2 1.0 0.8 0.6 0.4 0.2 MCER Response Spectrum_ 1.2 Design Response Spectrum 2 ~ 4 Sa (gJ vs T(s) 5 Data Accessed: Date Source: https ://asce 7 hazardtool.online/ 1.0 0.8 0.6 0.4 0.2 0- 6 7 8 9 2 ~ 4 Sa (gJ vs T(s) 5 6 7 8 Sun Dec 01 2019 USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. Page 2 of 3 Sun Dec 01 2019 9 PA2020-016 ASCE. AMERICAN SOCIETY OF CML ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce 7hazardtool.online/ Page 3 of 3 Sun Dec 01 2019