The URL can be used to link to this page

Home My WebLink AboutPA2022-002_20220104_Geotechnical Investigation_12-15-2123 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Phone 949 629 2539 | Email info@rmccarthyconsulting.com December 15, 2021 Graham Architecture File No: 8643-00 1075 N. Coast Highway Proposal No: R1-8643 Laguna Beach, California 92651 Attention: Carlton Graham Subject: Geotechnical Investigation Proposed Guesthouse and Swimming Pool Tract 518, Lot 19 2172 East Ocean Front Newport Beach, California APN: 048-282-37 INTRODUCTION This report presents the results of our geotechnical investigation for the project site located at 2172 East Ocean Front in Newport Beach, California, which was performed to determine various site and regional geotechnical conditions pertinent to the construction currently proposed for the subject property. Analyses for this investigation are based upon a preliminary conceptual site plan prepared by Graham Architecture. The planned project is shown as a new guesthouse, garage and swimming pool contiguous with the adjoining property to the west at 2168 East Ocean Front, which is presently under construction. 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. 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 request and authorization of the property owner, Helle McLain, based on our Proposal No: P1-8643, dated October 20, 2021. R McCARTHY ==== C □NSULTING' INC PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 2 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Scope of Investigation 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 two Cone Penetrometer Test (CPT) soundings. The CPT soundings were to depths of 53 and 56 feet. The locations of the CPT probes are shown on the Plot Plan, Figure 1. 3. Subsurface exploration is supplemented by previous field exploration on the adjoining lot at 2168 E Ocean Front (Reference 28). 4. Logging and sampling of the previous exploratory borings, including collection of soil samples for laboratory testing. The Log of the exploration and the CPT Summary data are included in Appendix B. 5. Laboratory testing of soil samples representative of subsurface conditions. The results are presented in Appendix C. 6. Geotechnical engineering and geologic analyses of collected data, including analyses of liquefaction and seismic settlement. 7. Preparation of this report containing our geotechnical recommendations for the design and construction in accordance with the current 2019 California Building Code (CBC) and for use by your design professionals and contractors. Site Description The subject property is located in the Peninsula Point neighborhood of Newport Beach, near the terminus of southeastern tip of the Balboa Peninsula along the entrance channel to Newport Bay as shown on the Location Map, Figure 2 and Aerial Map, Figure 3. The property is located on the south side of the East Ocean Front Alley. The lot is bordered on the west by Lot 18, which is presently under construction, on the south by an unimproved easement for East Ocean Front, and on the east by West Jetty View Park at the south terminus of Channel Road. The property is separated from the Pacific Ocean to the south by a stretch of beach about 475 feet wide. The west side of the Newport Harbor Channel Entrance is approximately 125 feet east of the property. The jetty for the west side of the channel extends along the park and beach and beyond in a southeasterly direction. The area where the ocean, beach and jetty intersect forms the area known as “The Wedge,” a popular spot due to the magnified south swell waves that break along the section of beach. The intermittent magnified waves are the result of reflected waves off the jetty aligning with the incoming south swell. When conditions are right the waves commonly combine to reach heights of 15 to 25 feet or higher. The Topographic Map prepared by Guida Surveying Inc. (Reference 1) was used as a base map for our Geotechnical Plot Plan, Figure 1. Elevations vary from about 12 to 15 feet (NAVD88) based on the Guida plan. The previous structures on the lot were removed and the lot is PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 3 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 presently vacant and used as an intermittent staging area for the construction at 2168 E Ocean Front. The adjoining park property on the east is slightly lower and the adjoining property on the west is about 1 foot higher than the subject lot. Partial retaining walls and fences are present along both the west and east property lines. Proposed Development We understand that the proposed development will consist of the demolition of the existing structure to build a new, slab-on-grade guest house, garage, swimming pool and associated outdoor improvements. We understand that the design of the new structure is in the planning and design stage. Grading is expected to consist of reprocessing surface soils. Overexcavation and replacement of soil as densified engineered fill is recommended to provide a uniform fill blanket below the structure. 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 20 kips and wall loads of 2 kip/foot. 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 near the tip of a peninsula between the channels of Newport Bay and the Pacific Ocean. This strand of land between Newport Bay and the Pacific Ocean is known as the Balboa Peninsula. The Pacific Ocean is about 475 feet south of the site. This area of the peninsula is generally underlain by recent sand dune and marine deposits consisting predominantly of silty sands, sands and occasional silt, clay and gravel layers. They typically consist of unconsolidated, active or recently active sandy beach deposits along the coast. Our investigation primarily encountered medium dense to very dense sands and silty sands below the site. Historical topographic maps and accounts indicate that the Balboa Peninsula was formerly a low-lying, intertidal sand bar in the natural bay. The site is thought to be resting on a regionally extensive, relatively flat bench scoured by wave activity into bedrock. The bedrock lies below successive layers of beach and bay deposits. Earth Materials The site surface exposed beach deposits at the surface that were disturbed by demolition in the upper 12- to 24-inches. Disturbed soils are underlain by Beach (Qe) and Marine deposits (Qm). Subsurface materials generally consisted of pale, red-brown, and gray sand and silty sand. Auger refusal on a rock/gravel layer was encountered at a depths of 9 feet and 6 feet in Boring HA-1 and B-1/B-1A respectively at 2168 E Ocean Front. These borings were located south of the existing house along the rear patio. The nature of the rocks was not determined but they are likely buried rip-rap from former development in the area or possibly date from the time of the jetty construction in the 1930s. The Marine deposits contain varying amounts of shells and shell fragments and are generally micaceous. The materials encountered in the borings were generally very moist or saturated below a depth of about 9-feet at Boring B-2. Pore pressures showed significant increase at a depth of 11 feet in CPT-2 and 20 feet in CPT-1. Laboratory test PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 4 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 results and visual observations indicate that the on-site sands are non-plastic and non- expansive. Bedrock was not identified to the maximum depth explored of 56 feet. 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. Groundwater Groundwater was encountered at a depth of about 9 feet (approx. elevation +4) in exploratory Boring B-2 in 2018. On-site groundwater conditions may additionally be affected by tidal conditions and fluctuate daily in conjunction with the ingoing and outgoing tides. Portion of: PRELIMINARY DIGITAL GEOLOGICAL MAP OF THE 30’ X 60’ SANTA ANA QUADRANGLE, SOUTHERN CALIFORNIA, VERSION 2 U. S. Geological Survey, Open File Report 99-172 Compiled by D. M. Morton SITE • • • . • . • • • • • • • • • • • • PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 5 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Water Infiltration From a geotechnical standpoint, on-site water infiltration is allowable. A minimum setback of 3 feet from the nearest foundation is recommended for large volume runoff. Simple trench drains and permeable pavement surfaces may be allowable without setback with appropriate agency and geotechnical review and approvals. Proposed water infiltration features should be reviewed and approved by the Geotechnical Consultant. Surficial Run-off Proposed development should incorporate engineering and landscape drainage designed to transmit surface and subsurface flow, including the potential for periodic flooding, if present, to the street and/or storm drain system via non-erosive pathways. 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 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, 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 SITE Fault Map Newport Beach, California EXPLANATION Fault: solid where location known, long da5hed where approximate, dotted where inferred. -.._ Southw.ltd projection of .1ctive flult trJC6 b.ced on a ~~urf;u::e midy on the Wl!'t:t bank of the S,:in:a Ana River. \., Secon<fary fault tr.1.ces that h.ive been ~hown ""' · .. to have moved at Ce.i:;t once during the Holocene. 1,.. f.:luftsthat;ue-notactive. D ~:~0~;~.1;~;;::g;:~~z:.:~_"n real-erute -•. _ ewport Beach City Bouncbry ---Sphereoflnfluence Scale: I :60,000 ,., O.i 1.i Mlle-s 3 Kllomel1n Ba:.e Map: USCS Topographic M.:ipfrom Sure!MAPS RASTER Source: E.uth Technology Corp., 1966; Conver-..e,1994; law/Crand.111, 1994; Earth Conrutunts Int., 1997; Morton, 1999. PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 6 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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. 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 refinements 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 faults 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 as designated Alquist- Priolo "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 approximately 1 to 3 kilometers northeast 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 active or potentially active faults are known to project through 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 and in Appendix F for use by the Structural Engineer. The soil underlying the subject site has been classified in accordance with Chapter 21 of ASCE 7, per Section 1613 of the 2019 CBC. PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 7 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 The results of our on-site field investigation, as well as nearby investigations by us and others, indicate that the site is directly underlain by Class D medium dense to very dense Beach, Marine and alluvial deposits overlying a bedrock shelf. Based on the on-site test results and the proposed compacted fill soil, we recommend using a characterization of this property as a Class D (Default), “Stiff Soil,” Site Classification. Secondary Seismic Hazards Review of the Seismic Hazard 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. Liquefaction Considerations 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 SITE J:rr/ > ·•t 1,. STATE OF SEISMIC H~:FORNIA _,.,..:;:-,:~-ZONES --........ ~-ea. NEWPORT BEACH QU . OFFI AORANGLE Liquefaction Zone ~IAL MAP Landslide Zone Re:lease~: A~ril 17, 1997 ased.Apnl 15, 1998 ~ , .. PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 8 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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. 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, CPT soundings were extended to depths of at least 50 feet below the site. In addition, liquefaction analysis was performed to evaluate seismically- induced settlement. The results of our analyses are included in Appendix E. Based on the results of our analysis, some of the soil layers below the site, in the locations tested, to depths of 50 feet, have safety factors of less than 1.0, assuming groundwater is present to those levels at the time of a design magnitude earthquake. This indicates risk of liquefaction during a seismic event strong enough to induce liquefaction. Layers exhibiting safety factors of 1.3 and less based on Boulanger and Idriss (2010-16) were evaluated for potential seismic settlement. Seismically-induced settlements were estimated by the procedures developed by Boulanger and Idriss (2010-16) and Tokimatsu and Seed (1987). Additionally, seismically- induced settlements were estimated by the procedures developed by UCLA (2008-2014) for dry sand within materials above the assumed high water table elevation (7 feet). The GeoAdvanced GeoSuite Software Version 3.1.0.1, developed by Fred Yi, was utilized for the analyses (Appendix E). The resultant potential total seismic settlement within the upper 50 feet of soil was determined to be less than 1-inch within the CPT soundings and borings. It is our opinion that this settlement potential may be mitigated by the grading and foundation system for support of the proposed structures. Lateral Impacts of Liquefaction There is no significant sloping ground at the site. Additionally, the site is separated from the bay by Channel Road and West Jetty View Park and from the ocean by hundreds of feet of sand dune deposits. The risk of lateral spread is therefore considered to be very low. 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” (Earthquake Engineering Research Institute, 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 PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 9 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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. Street flooding, particularly due to storm tides may occur periodically in low lying coastal and harbor areas. No evidence of uncontrolled concentrated runoff onto or off the subject property was observed or reported based on our investigation. The site is in Zone X - 0.2 PCT Annual Chance Flood Hazard. Other Secondary Seismic Hazards 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, or be adversely affected by, adjacent properties, providing appropriate engineering design, construction methods and care are utilized during construction. 2. The property is underlain by beach and marine deposits consisting of silty sands, sands and occasional silt layers to the maximum depth explored of 56 feet. Buried rocks, boulders or concrete fragments may be present in the vicinity of the south property line. 3. The subgrade materials at the foundation levels are generally not suitable in their present condition for structural support; however, these materials may be removed and replaced as compacted, cement-treated, engineered fill within the upper 3 feet in order to provide a uniform fill blanket for support of dwelling structures. 4. Densification of the on-site soil may generally be accomplished through conventional grading methods by removal and recompaction of the soil. 5. Seismically-induced liquefaction has not historically been observed in the vicinity of the site; however, the liquefaction of soils in the general area is considered to be a possibility due to the presence of groundwater, underlying soil conditions and proximity of nearby earthquake faults. 6. Our calculations indicate that potential settlement due to both liquefaction and consolidation of dry sand layers caused by a large seismic event is less than 1-inch for the upper zone that includes 50 feet below proposed foundations. Foundation and slab PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 10 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 design recommendations are provided in consideration of the seismic settlement potential. 7. 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 swimming pools 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. 8. Groundwater was encountered at a depth of approximately 9 feet in Boring B-2 in 2018. Ground water levels may fluctuate and are affected by tidal activity. Groundwater conditions should be addressed in accordance with local ordinances and practices, as well as agency requirements. Hydrostatic forces should, therefore, be accounted for in the foundation and slab design, and adequate waterproofing should be provided in sensitive areas. 9. The near surface sandy materials have a very low expansion potential. 10. Grading and construction methods will need to consider lateral and subjacent support of adjacent structures and property improvements. 11. Care must be taken during construction to not disturb the adjoining off-site properties and street improvements. 12. Although the probability of fault rupture across the property is low, ground shaking may be strong during a major earthquake. 13. 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. 14. Adverse surface discharge onto or off the site, including the potential for flooding, should be addressed as part of civil engineering design and implementation as part of post-construction site grading. 15. The proposed structures should be supported by mat slab and foundation systems resting entirely within recompacted fill materials. The proposed swimming pool should be supported by a mat slab foundation resting in undisturbed marine deposits or recompacted fill soil. PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 11 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 RECOMMENDATIONS Site Preparation and Grading 1. General 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 of Appendix D. All excavations should be supervised and approved in writing by a representative of this firm. 2. Demolition and Clearing Deleterious materials, including those from the demolition of the existing concrete, vegetation, organic matter and trash, should be removed and disposed of off-site. Subsurface elements of demolished or abandoned structures should be completely removed, including any trench backfills, abandoned foundations, utility lines, etc. 3. Subgrade Preparation Excavations should be made to remove any soils disturbed by demolition, undocumented fill and surficial materials where encountered within the planned building areas. A minimum removal depth of 3 feet is recommended to remove the existing sand deposits and provide uniform bearing conditions below foundation and slab areas. Removals should be followed by 6-inches of scarification and recompaction. These remedial excavations should be made within the planned building footprint and the influence zone of footings. Deeper excavations may be necessary to remove unsuitable materials, if encountered. Deepened foundations may be compacted at the excavation level where depth exceeds the 3 feet overexcavation depth. Excavations should be made to remove any soils disturbed by demolition and surficial materials where encountered within the planned swimming pool area. Removals should be followed by 6-inches of scarification and recompaction. Deeper excavations may be necessary to remove unsuitable materials, if encountered. Cement Treated Soil (CTS) is recommended to stabilize and strengthen the subgrade for the pool. In addition to the bottom of excavations, CTS is recommended to stabilize and strengthen the compacted fill. Existing walls and retaining walls may be suitable locally for excavation support; however, structures must be supported laterally during grading operations. Although not anticipated at this time, lateral support may sometimes be achieved by the use of bracing, slot cutting, or trenching where wall footings are shallow relative to excavation depths. Dewatering is not expected to be necessary at planned removal depths. Removals below significant hardscape improvements such as driveway aprons, patios, and sidewalks should be sufficient to remove disturbed soil and provide a minimum 1.5- PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 12 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 feet-thick compacted fill zone. Removal depths of 12 to 30-inches are expected to be adequate in exterior 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. 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. 4. Fill Soils The on-site soils are anticipated to be suitable for use as compacted fill; however, cement treatment is recommended within the graded building pad and pool subgrade to aid in the foundation construction and reduce collapse potential of vertical cuts. Fill soils should be free of debris, organic matter, cobbles and concrete fragments greater than 6-inches in diameter. Soils 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 Shrinkage losses are expected to be about 2 percent overall. This does not include clearing losses from demolition that could result in volume reductions for available fill soils. 6. Expansive Soils Expansion potential should be evaluated during grading to determine the expansion potential of the processed fill materials. On-site surface soils encountered during our investigation were determined to be non-plastic, non-expansive sands. 7. Compaction Standard The on-site soils are anticipated to be generally suitable for use as compacted fill. Highly organic and oversize materials must be removed prior to compaction. 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. PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 13 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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 1.25:1 (horizontal: vertical) or flatter may be appropriate to heights of 8 feet or less; however, the material exposed in temporary excavations should be evaluated by the Contractor during construction. Dry or running sands, or saturated sands, may require flatter laybacks. Temporary construction slopes should not be left exposed overnight unless approved in writing by the Geotechnical Consultant. The compacted, cement-treated soil may be cut vertically to heights of 6 feet and are expected to be relatively stable for longer term excavation cuts for the foundations and swimming pool. Deeper swimming pool cuts may require layback or shoring. Vertical cuts in unprocessed, native sands are not recommended. Excavations should proceed in a manner so as not to remove lateral or bearing support of adjacent properties or structures. Along property lines, cuts of 1:1 or flatter are typically prudent and are required by the City of Newport Beach. 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. 9. 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: • 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. PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 14 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 • Vibrations from construction equipment may be monitored with portable seismographs during excavation. • Surveys to monitor lateral and vertical position of adjacent improvements and shoring elements 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 structures will bear in re- compacted fill and will utilize mat slab foundations. 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. 2. Bearing Capacity for Foundations Mat slabs may be utilized to support the proposed structures. The purpose of the mat slab system is to help mitigate potential earthquake effects, 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 1,800 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 12-inches is recommended. A thickened PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 15 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 edge deeper than the planned capillary break should also be constructed at the slab perimeter. For design of a mat foundation system, a modulus of subgrade reaction of 100 pounds per cubic inch may be considered. 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. The structure footing adjacent to the pool construction should be deepened to match or exceed the bottom of the pool foundation. The intent is to reduce structure surcharge on the swimming pool shell. 3. Settlement Static Static settlement is anticipated to be on the order of 0.5-inch total and less than 1/8- inch differential between adjacent similarly loaded columns (approximately 30 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 seismic dry sand and liquefaction-induced settlement based on current estimates of peak ground accelerations during an earthquake was calculated to be 0.22 and 0.96-inch total within the upper 50 feet (see Appendix E). 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 on the order of 0.5-inch 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. 4. 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 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 0.35. These values may be used in combination per 2019 CBC, Section 1806.3.1. 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 PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 16 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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 table is provided based on ASCE/SEI 7-16 using the ASCE Hazard Tool to satisfy the 2019 CBC design criteria. A site- specific Ground-Motion Hazard Analysis (GMHA) was not performed for the site. Site and Seismic Design Criteria For 2019 CBC Design Parameters Recommended Values Site Class D (Default - Stiff Soil) * Site Longitude (degrees) -117.8822164 W Site Latitude (degrees) 33.5953435 N Ss (g) 1.369 S1 (g) 0.486 SMs (g) 1.643 SM1 (g) N/A * SDs (g) 1.095 SD1 (g) N/A * Fa 1.2 Fv N/A * Seismic Design Category D *Per ASCE 7-16, Section 11.4.8, the above values may be used provided the value of the seismic response coefficient Cs is determined by Eq. (12.8-2) for values of T ≤ 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. (12.8-3) for TL ≥ T > 1.5Ts or Eq. (12.8-4) for T > TL. This is due to the value of S1 greater than or equal to 0.2 g for this site. The values above are generally applicable for typical residential structures. The Structural Engineer should verify that Section 11.4.8 is satisfied per the above. A Site-Specific Ground Motion Hazard Analysis (GMHA) may be beneficial for this project as part of the structural design. A Site-Specific GMHA can be performed at an additional cost if requested. Supporting documentation is also included in a previous section of this report, Site Classification for Seismic Design, and in Appendix F. I I I I I I I I I I I I PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 17 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Slab-On-Grade Construction Slabs should be designed in accordance with the 2019 CBC and the requirements of the City of Newport Beach. On-site materials were determined to be non-plastic. Concrete floor slabs should be at least 12-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-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. Lateral Loads Active pressure forces acting on backfilled retaining walls which support level ground may be computed based on an equivalent fluid pressure of 35 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. 2. 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 2019 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. PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 18 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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 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. 6. 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 2019 CBC should be followed as a minimum. Hardscape Design and Construction Hardscape improvements may utilize conventional foundations in compacted fill. Such improvements should be designed in accordance with the foundation recommendations presented above. Cracking and offsets at joints are possible; however, occurrence may be PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 19 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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-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 Testing of the on-site sandy soils resulted in a low soluble sulfate content. Various components within the concrete may be subject to corrosion over time when exposed to soluble sulfates and chemical attack. 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 deterioration of concrete components. The sulfate testing is presented in the attached Appendix C, Laboratory Test Results. Type V cement or an appropriate alternate 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 2019 CBC, 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 Various concentrations of salts may be present in the marine environment. 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. 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 2019 CBC, Section 1804.4, is recommended or PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 20 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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. Infiltration A minimum setback of 3 feet from the nearest foundation is recommended for large volume runoff. Simple trench drains and permeable pavement surfaces may be allowable without setback with appropriate agency and geotechnical review and approvals. Proposed water infiltration features should be reviewed and approved by the Geotechnical Consultant. It is our opinion that typical gravel trenches and permeable hardscape for periodic water infiltration into the on-site soil is acceptable from a geologic and geotechnical standpoint. The water levels are expected to be at a depth of about 9 feet or more below grade based on our borings. The water table is ultimately tidal in nature and introduction of the infiltration water is not expected to raise the water level or create new perched water zones. These types of infiltration will, therefore, not be expected to create any geohazards due to modification of groundwater levels. Planned infiltration design and BMP devices should be reviewed by our office prior to construction. Foundation Plan Review The undersigned should review final foundation and grading 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. The R McCarthy Consulting, Inc. (RMC) 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 RMC has reviewed the entire system of which the item is a component. RMC shall not be responsible for any deviation from the Contract Documents not brought to our attention in writing by the Contractor. RMC shall not be required to review partial submissions or those for which submissions of correlated items have not been received. Utility Trench Backfill 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 PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 21 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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. 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. An RMC 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 RMC 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. RMC shall not supervise, direct, or control the Contractor’s work. RMC 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. RMC 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. RMC 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 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. PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 22 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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 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, and limited to, generally accepted practice in the engineering geologic and soils engineering field, and in accordance with services provided by geotechnical consultants practicing in the same or similar locality under the same or similar circumstances. 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 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. PA2022-002 December 15, 2021 File No: 8643-00 Report No: R1-8643 Page: 23 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Thank you for this opportunity to be of service. If you have any questions, please contact this office. Respectfully submitted, R MCCARTHY CONSULTING, INC. Robert J. McCarthy Principal Engineer, G.E. 2490 Registration Expires 3-31-20 Date Signed: 12/15/2021 Accompanying Illustrations and Appendices Text Figure - Preliminary Geologic Map of the 30’ X 60’ Santa Ana Quadrangle Text Figure - Fault Map, Newport Beach, CA Text Figure - CDMG Seismic Hazards Location Map Figure 1A - Geotechnical Plot Plan Figure 1B - Geotechnical Plot Plan Figure 2 - Location Map Figure 3 - Geologic Hazard Map Figure 4 - Aerial Map Appendix A - References Appendix B - Field Exploration CPT Summary Data Supplemental Exploratory Results Appendix C - Supplemental Laboratory Testing Figures C-1 through C-10 Appendix D - Standard Grading Guidelines Appendix E - Results of Liquefaction Analyses Figures E-1 through E-4 CPT Data Interpretations Appendix F - Seismicity Data PA2022-002 CPT-1 CPT-2 Af/Qm Figure 1A - Geotechnical Plot Plan 2172 E. Ocean Front Newport Beach, CA File: 8643-00 December 2021 Base map source: Topographic Site Plan for 2172 E. Ocean Front, Newport Beach, CA, by Guida Surveying Inc., dated 6/21/19. EXPLANATION Estimated Location of Cone Penetrometer Sounding Artificial Fill Marine Deposits Af Qm CPT-2 0 20 SCALE, FEET 40 NA I;;; E OCEAN FRONT_ ALLEy_~ __ _ _ __ E 13.19 8 Lor 19 r325l)R, EXISTING RES!DENc. 2172 E. OCEAN FRONT NEWPORT BEACH, (23. 13 STEP BALCON M 5.?,Ls.!1J:_ _ ____ _ +(1426) M.M, 17 /33-66 ♦ +(13.71) +(1 +(14.05) PA2022-002 NEWPORT BEACH, CALIFORNIA 2168 EAST OCEAN FRONT9241 IRVINE BLVD, SUITE 100(949) 777-2000 FAX (949) 777-2050IRVINE, CALIFORNIA 92618EMAIL: GSICORP @ GUIDASURVEYING.COMREVISIONS(172.22) Fig 1B: Geotechnical Plot Plan 2168 E. Ocean Front Newport Beach, CA File: 8259-00 August 2018 0 20 feet N Base map: Guida Surveying Inc. EXPLANATION B-1 B-2 HA-1 B-1A B-1 Estimated location of exploratory boring Af Articial ll Qm Marine deposits Af/Qm Estimated location of field density test Approximate limits of grading ~ ~ ALLEY FNO I.ION 1• 1p N4 fZUSH TRACT NO. 5J8 LOT 16 !PR/NT ~ ~ l RESIDENCE I I 2168 E:, OCSAN FRONT NEWPORT BfACH, CA Lor/ 18 0 L JJ.23 /~ROOF I LOT 19 E:X!ST!Nc RE:S!DE:NCE: ,,--SIDEWALK_.,,, FND L TT "LS 4553• FLUSH !2.JJ AIOW ------ I I I ------ RMcCAR C□NSULTIN PA2022-002 Feet 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. Disclaimer: 12/14/2021 0 200100 FILE NO: 8643-00 DECEMBER 2021 FIGURE 2 - LOCATION MAP SITE: 2172 E Ocean Front2137 --2141 --1 / 2140 2145 / 2144 2149--1 ' '"? r '2;;; --------;Z r 2153 f 2148 0 0 r I"') I"') ~ --------~ ~m 0 2152 ~ 2157 z ;J c:, j 2156 :CJ I"') ----r : 0 2161 < r;;-~ 0 ~ 2155 -f .... ;g .):,, ~en ,-2165 0 ,-~ 2160 'Tl I 2164 -f ;:r -~ "' 2169 I J 2166 2173 0 I lr;;;--1 , I --2112 I ~ t,l"lf\-\':> 0~ '\3N PA2022-002 Feet 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. Disclaimer: 12/14/2021 0 833417 FILE NO: 8643-00 DECEMBER 2021 FIGURE 3: GEOLOGIC HAZARD MAP SITE: 2172 E Ocean Front 0 J n ,IPIL "'" ~ ~ ,;.._~ ,~v., <J't/; '<«; ~~Ji; () ~? ~ ~ ~, PA2022-002 Feet 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. Disclaimer: 12/15/2021 0 8040 FILE NO: 8643-00 DECEMBER 2021 FIGURE 4 - AERIAL MAP NB NEWPORT BEACH 0 PA2022-002 APPENDIX A REFERENCES PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 APPENDIX A REFERENCES 1. Guida Surveying Inc., 2019, “Topographic Site Plan of: 2172 East Ocean Front, Newport Beach, California,” 6/21/19, Scale: 1” = 8’, Sheet 1 of 1. 2. American Society of Civil Engineers (ASCE), 2019, ASCE 7 Hazard Tool, https://asce7hazardtool.online/ 3. 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. 4. 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 D.C. 5. California Building Code, 2016 Edition. 6. California Division of Mines and Geology, 1998, “Seismic Hazards Zones Map, Newport Beach Quadrangle”. 7. California Divisions of Mines and Geology, 2008, “Guidelines for Evaluating and Mitigating Seismic Hazards in California,” Special Publication 117A. 8. City of Newport Beach, 2014, Community Development Department, Building Division, Building Code Policy, “Liquefaction Study Mitigation Measures,” revised July 14. 9. Coast Geotechnical, 2005, “Geotechnical Engineering Investigation for Proposed New Residence at 2060 East Ocean Front, Newport Beach, California,” W.O. 282605-01, June 17. 10. Coast Geotechnical, 2005, “Geotechnical Engineering Investigation of Proposed New Residence at 2156 East Ocean Front, Newport Beach, California,” W.O. 286605, August 18. 11. Coast Geotechnical, Inc., 2013, “Geotechnical Engineering Investigation of Proposed New Residence at 2112 East Ocean Front, Newport Beach, California,” W.O. 467713-01, December 17. 12. Department of the Navy, 1982, NAVFAC DM-7.1, Soil Mechanics, Design Manual 7.1, Naval Facilities Engineering Command. 13. Geofirm, 1997, “Preliminary Geotechnical Investigation, Single Family Residential Development, 2149 East Ocean Front, Balboa, California,” Project No. 70813-00, Report No. 7-2616, December 1. 14. Geofirm, 2013, “Preliminary Geotechnical Investigation, Proposed New Single-Family Residence, 2108 East Oceanfront, Newport Beach, California,” Project No: 72039-00, Report No: 13-7262, March 29. PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 15. GeoSoils, Inc, 2018, “Coastal Hazard and Wave Runup Study, 2168 East Oceanfront, Newport Beach, California,” June 26. 16. 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). 17. 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. 18. 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”, Southern California Earthquake Center (SCEC), University of Southern California, 63 pages, March. 19. Morton and Miller, 1981, Geologic Map of Orange County, CDMG Bulletin 204. 20. 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. 21. 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. 22. 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. 23. 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. 24. Petra Geotechnical, Inc., 1990, “Preliminary Soils Engineering and Engineering Geologic Investigation for Proposed Single-Family Residence, 2140 East Oceanfront, Newport Beach, California.,” J.N. 175-90, April 19. 25. Petra Geotechnical, Inc., 1991, “Supplemental Geotechnical Investigation for Proposed Single-Family Residence with Subterranean Garage and Basement, 2140 East Oceanfront, Newport Beach, California.,” J.N. 175-90, May 1. 26. Petra Geotechnical, Inc., 1997, “Geotechnical Investigation, Proposed Single-Family Residence, 2120 East Ocean Front, Newport Beach, California.,” J.N. 445-9, December 19. 27. Petra Geotechnical, Inc., 1999, “Geotechnical Investigation, Proposed Single-Family Residence, 2046 East Ocean Front Boulevard, Newport Beach, California,” J.N. 140-99, October 27. 28. R McCarthy Consulting, Inc., 2018, “Geotechnical Investigation, Single-Family Residence, Tract 518, Lot 18, 2168 East Ocean Front, Newport Beach, California,” File No: 8259-00, Report No: 20180711-1, August 4. PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 29. 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. 30. Structural Engineers Association of California (SEAOC), 2019, OSHPD Seismic Design Maps, https://seismicmaps.org/ 31. 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, September, pp. 1249-1273. 32. 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. 33. Terzaghi, Karl, Peck, Ralph B., and Mesri, Ghoamreza, 1996, “Soil Mechanics in Engineering Practice, Third Edition,” John Wiley & Sons, Inc. 34. Tokimatsu, K., and Seed, H. B., 1987, “Evaluation of Settlements in Sands Due to Earthquake Shaking,” Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8, pp. 861-878. 35. 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. 36. Zhang, G., Robertson, P. K., and Brachman, R. W. I., 2002, “Estimating Liquefaction-induced Ground Settlements from CPT for Level Ground,” Canadian Geotechnical Journal 39: 1168-1180. PA2022-002 APPENDIX B FIELD EXPLORATION PA2022-002 APPENDIX B FIELD EXPLORATION (2172 E. Ocean Front) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 General Exploration at the subject site included two Cone Penetrometer Test (CPT) soundings. Exploration at the site was performed on November 11, 2021. The CPT soundings were performed by Kehoe Testing & Engineering, Inc. to depths greater than 50 feet. The approximate locations of the soundings are shown on the Geotechnical Plot Plan, Figure 1. A Key to Logs is included as Figure B- 1. Boring Logs for the adjacent site are also included. CPT Data Profiles are attached along with the CPT interpretation files used in our liquefaction analysis (Appendix E). The field explorations were observed by our field engineer who logged the soils and obtained samples for identification and laboratory testing. The exploratory excavations were located in the field by pacing from known landmarks. The locations as shown are, therefore, within the accuracy of such measurements. Elevations were determined by interpolation between points on the Guida Surveying Inc., Topographic Site Plan, Reference 1. Sample Program 1. The cone penetration or Cone Penetrometer Test (CPT) is a method used to determine the geotechnical engineering properties of soils and to help delineate soil stratigraphy. The test method consists of pushing an instrumented cone, with the tip facing down, into the ground at a controlled rate (typically 1.5 - 2.5 cm/s). The CPT soundings were carried out by Kehoe Testing & Engineering, Inc. using an integrated electronic cone system manufactured by Vertek. The CPT soundings were performed in accordance with ASTM D5778. The cone penetrometers were pushed using a direct push rig anchored with ¾-inch concrete anchors. The cone tip cross-sectional area was 10 cm², corresponding to a diameter of 3.6 cm. 2. 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 at 2168 E Ocean Front at a depth of 9 feet in 2018. PA2022-002 SUMMARY OF CONE PENETRATION TEST DATA Prepared by: KEHOE TESTING & ENGINEERING 5415 Industrial Drive Huntington Beach, CA 92649-1518 Office (714) 901-7270 / Fax (714) 901-7289 www.kehoetesting.com Project: 2172 E. Oceanfront Newport Beach, CA November 11, 2021 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 PA2022-002 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 • Summary of Shear Wave Velocities • CPT Data Files (sent via email) PA2022-002 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 2172 E. Oceanfront in Newport Beach, California. The work was performed by Kehoe Testing & Engineering (KTE) on November 11, 2021. 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 two locations to determine the soil lithology. A summary is provided in TABLE 2.1. LOCATION DEPTH OF CPT (ft) COMMENTS/NOTES: CPT-1 56 CPT-2 53 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 30-ton CPT rig. The cone used during the program was a 15 cm^2 cone with a cone net area ratio of 0.83. The following parameters were recorded at approximately 2.5 cm depth intervals: • Cone Resistance (qc) • Inclination • Sleeve Friction (fs) • Penetration Speed • Dynamic Pore Pressure (u) At location CPT-1, shear wave measurements were obtained at various depths. The shear wave is generated using an air-actuated hammer, which is located inside the front jack of the CPT rig. The cone has a triaxial geophone, which recorded the shear wave signal generated by the air hammer. PA2022-002 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. 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 11/16/21-wt-3511 PA2022-002 APPENDIX PA2022-002 Project: R McCarthy Consultants Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com Total depth: 56.78 ft, Date: 11/11/20212172 E. Oceanfront, Newport Beach, CA CPT-1 Location: Cone resistance Tip resistance (tsf) 5004003002001000Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance Sleeve friction Friction (tsf) 876543210Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Sleeve friction Pore pressure u Pressure (psi) 20151050-5-10Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Pore pressure u Friction ratio Rf (%) 876543210Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction ratio Soil Behaviour Type SBT (Robertson, 2010) 181614121086420Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Soil Behaviour Type Sand & silty sand Sand Sand & silty sand Silty sand & sandy silt Sand & silty sand CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 11/12/2021, 9:50:47 AM 1 Project file: C:\CPT Project Data\RMcCarthy-NewportBeach11-21\CPT Report\CPeT.cpt -=:::;-<~ ? -.... I I -l.. l ~ l -> ,> I I ~ ( ' -....... ~ ---\ r-....-~ _, ( ) --~ -:II!. \ - l'r .-----◄ , r <i. t 1 --l .r::: -\ ~-- ~ IJ' -~ \ I~ -~ s. ' IJ J -< .... I I< --< -.. --== ~ -c 2 \ >p J ~ .. it. ~ . - <'. ~ ~ l ~ ,_ l -~ '~ 1 I .,,-.-~ . I --i ~ ~ ~ ~ ~ I~ < --5" ·~ I ---r'l -~ ~ c;. --___ , ... D 1 '< --·-s > ~-I~ ----~ . I I I' I PA2022-002 Project: R McCarthy Consultants Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com Total depth: 53.15 ft, Date: 11/11/20212172 E. Oceanfront, Newport Beach, CA CPT-2 Location: Cone resistance Tip resistance (tsf) 5004003002001000Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance Sleeve friction Friction (tsf) 876543210Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Sleeve friction Pore pressure u Pressure (psi) 20151050-5-10Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Pore pressure u Friction ratio Rf (%) 876543210Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction ratio Soil Behaviour Type SBT (Robertson, 2010) 181614121086420Depth (ft)56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Soil Behaviour Type Sand & silty sand CPeT-IT v.2.3.1.9 - CPTU data presentation & interpretation software - Report created on: 11/12/2021, 9:50:47 AM 2 Project file: C:\CPT Project Data\RMcCarthy-NewportBeach11-21\CPT Report\CPeT.cpt ;:=a -,;It_ =-----~ -I J -C. i-,, I I f'l ~ -.I I j "------l. .. -0 -~ \ ... ~ -c ,--~ '(' -"::I -~ ~ -I ~' ! _r ..s -< ... ,c: J1 -... < e-'"" _:::~ 1 I~ -~ .,. \ <.. ~ ) I -r--..--... ~ ~ "' ' ll \...11,_ ... = '" r-.... -r.. ~ -'--=i' -F:::::'. I<. ~ <.. ... ~ \ 1 -~ ~ ,~ • ....... y JI -< < \. i ~Ill 1 ◄ -/ ;J 1 --_;;;.► ---==-..... J -, • ---Ill I' , - -- l-----,--,f---r---,f-,-f---r---,f---.•7,--,,----,1f-,-f---r---,f---.---l PA2022-002 K,,,.1 T I llJ o_ a er I]) u C llJ ~ ..... ..... I]) L I]) C 0 u 100- 1 t::eme Testing and Engineerilg 714-901-7270 rich@t.ehoetestilg, com www, loehoeteiing ,com 7 6 0.1 SBTlegend SBT plot 8 9 5 1 Friction Ratio) Rf (%) ■ 1. Sensitive fine grained ■ 4. Clayey sit to silty clay D 5, Si~y sand to sandy silt D 6, Clean sand to si~y sand D 7. Gravely sand to sand ■ 2, Organ~ material ■ 3, Clay to silty clay D 8, Very stilf sand to clayey sand D 9, Very stiff fine grained 10 PA2022-002 R Mc Carthy Consultants 2172 E. Oceanfront Newport Beach, CA CPT Shear Wave Measurements S-Wave Interval Tip Geophone Travel S-Wave Velocity S-Wave Depth Depth Distance Arrival from Surface Velocity Location (ft)(ft)(ft)(msec)(ft/sec)(ft/sec) CPT-1 4.99 3.99 4.46 6.52 685 15.06 14.06 14.20 23.00 617 591 25.07 24.07 24.15 37.12 651 705 35.10 34.10 34.16 50.72 673 736 45.05 44.05 44.10 63.92 690 753 55.15 54.15 54.19 75.46 718 874 Shear Wave Source Offset -2 ft S-Wave Velocity from Surface = Travel Distance/S-Wave Arrival Interval S-Wave Velocity = (Travel Dist2-Travel Dist1)/(Time2-Time1) PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 APPENDIX B1 FIELD EXPLORATION 2168 E Ocean Front PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 APPENDIX B FIELD EXPLORATION PROGRAM (2168 E Ocean Front) General Two borings were drilled at the site with Pacific Drilling Company using their Mini-Mole limited access rig with a 6-inch solid flight auger. The borings were drilled to depths of 6 feet and 14.5 feet on June 27, 2018. Additionally, one hand auger boring was excavated to a depth of 9 feet on July 11, 2018. A Key to Logs is included as Figure B-1. Boring Logs are included as Figures B-2 through B-4. Excavation of the auger borings was observed by our field engineer. The hand auger boring was excavated by our field geologist. The engineer and geologist logged the soils and obtained samples for identification and laboratory testing. Exploratory excavations for the current investigation were located in the field by pacing from known landmarks. Their locations as shown are, therefore, within the accuracy of such measurements. Elevations were determined by interpolation between points on the Guida plan, Reference 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 8-inches. The number of blows per 8-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 was not sufficient to drive the sample; additional energy was 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.Standard Penetration Tests (SPT) were performed to determine the in-place relative densities and consistencies of the underlying soils. The test involves the number of blows it takes for a 140-pound hammer falling 30-inches to drive a 2-inch (outer diameter)/ 1 3/8-inch (inner diameter) split spoon sampler (ASTM D1586). These blow counts are given in blows per foot for the final 12-inches ofdriving a sample with a length of 18-inches. SPT samples were immediately sealed in individualplastic bags. 3.Relatively undisturbed drive samples, if collected, were obtained by utilizing a 3-inch outside diameter California sampler lined with brass rings, each one-inch long and approximately 2.5-inch inside diameter. The sample was driven for a total length of 6- to 12-inches. The number of blows per 6- inch drive interval were recorded on the boring logs. The hammer weight and drop were as indicated for the SPT. The brass rings containing the samples were carefully removed while intact from the California sampler and transferred into a plastic tube and sealed. 4.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 at a depth of about 9 feet in Boring B- 2 in June 2018. PA2022-002 DEPTHUSCSBLOW COUNTIN-PLACE SAMPLEBAG SAMPLEMOISTURE (%)DRY DENSITY (PCF)MATERIAL DESCRIPTION NOTES DEPTHLOG OF BORING R MCCARTHY CONSULTING, INC. 5 10 15 20 25 5 10 15 20 25 SP EQUIPMENT: SURFACE ELEVATION: BORING NO: B-1/B-1A FILE NO: 8259-00 FIGURE B-2 BY: RJM RESIDUAL SOIL Red brown, fine, silty sand to SAND, dry, loose to 12” At 3’: Red brown SAND with shell fragments, dry to slightly moist, medium dense, coarse lenses in middle of sampler At 6’: Gray brown layered silty SAND, slightly moist, then refusal; did not want to drill through the unknown obstruction (rock, root, stump, pipe?) Total Depth: 6 feet (Refusal on obstruction) No Groundwater SITE LOCATION: 2168 E. Ocean Front DATE: 6-27-18 “At x’:” always at front. Only cap first letter of sentence. Color, fineness SOIL TYPE, material classification, moisture, density, other At 5’: refusal, abandoned B-1 boring; B-1A started in new location laterally 18” 4.6 Pacific Drilling self-propelled 6" hollow stem ~ +14.8 6 96 Sieve (#200=2.8) -- ----- -- -- -- -- -- -- -- -- -- -- -- -- PA2022-002 DEPTHUSCSBLOW COUNTIN-PLACE SAMPLEBAG SAMPLEMOISTURE (%)DRY DENSITY (PCF)MATERIAL DESCRIPTION NOTES DEPTHLOG OF BORING R MCCARTHY CONSULTING, INC. 5 10 15 20 25 5 10 15 20 25 458 5810 91012 111624 122435 EQUIPMENT: Pacific Drilling Self-Propelled Hollow Stem SURFACE ELEVATION: ~ +13.4 BORING NO: B-2 FILE NO: 8259-00 FIGURE B-3 BY: RJM TURF/RESIDUAL SOIL to 6”, red brown SAND, dry to slightly moist, loose to 6 - 12” At 5’: Same, Gray brown sand last 6” Red brown SAND, moist, medium dense, shell fragments At 9’: Red brown to olive brown SAND, wet, dense, sand medium to coarse, shell fragments At 11’: Red brown to olive fine to coarse SAND, wet, dense to very dense Total Depth: 12.5 feet Groundwater at ~ 9 feet SITE LOCATION: 2168 E. Ocean Front DATE: 6-27-18 “At x’:” always at front. Only cap first letter of sentence. Color, fineness SOIL TYPE, material classification, moisture, density, other At ±9’: water 5.1 5.2 6.0 5.9 22.0 18.9 19.7 Front Lawn SP SP SP/SM SP SP/ SM Sieve (#200=4.6%) Sieve (#200=4.2%) Sieve (#200=9.5%) Sieve(#200=7.1%) Sieve(#200=5.5%) Sieve(#200=3.7%) Sieve (#200=11.5%) At 3': Red brown SAND, dry to slightly moist, medium dense -- -- -[ - -- -[ - -- -[ - -- -[ - -- -If - -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- PA2022-002 DEPTHUSCSBLOW COUNTIN-PLACE SAMPLEBAG SAMPLEMOISTURE (%)DRY DENSITY (PCF)MATERIAL DESCRIPTION NOTES DEPTHLOG OF BORING R MCCARTHY CONSULTING, INC. 5 10 15 20 25 5 10 15 20 25 SM SP SP EQUIPMENT: Hand auger SURFACE ELEVATION: ~ +14.7 ft BORING NO: HA-1 FILE NO: 8259-00 FIGURE B-4 BY: PA MARINE DEPOSITS Bag 1 at 2.5’: Pale brown SAND, damp, medium dense, friable Bag 2 at 5’: Pale brown SAND, damp, medium dense, friable Bag 3 at 7.5’: Pale gray silty fine grained SAND, damp, medium dense At 9’: Rock/gravel (refusal) Total Depth: 9 feet No groundwater SITE LOCATION: 2168 E. Ocean FrontLandscape area beyond rear patioDATE: 7-11-18 “At x’:” always at front. Only cap first letter of sentence. Color, fineness SOIL TYPE, material classification, moisture, density, other 1.8 2.4 11.2 Sieve(#200=0.4) Sieve (#200=3.5) -- -- -~ - -- -~ - -- -- -~ - -\ -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 APPENDIX C LABORATORY TESTING at 2168 E Ocean Front PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 APPENDIX C LABORATORY TESTING 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 soil corrosivity testing on our collected samples by HDR. Soils were classified visually and per the results of laboratory testing according to ASTM D 2487, the Unified Soil Classification System (USCS). The field moisture content of the soils encountered were determined by performing laboratory tests on the collected samples. The results of the moisture tests and soil classifications are shown on the Boring Logs, Figures B-2 through B-4. Gradation Particle size analysis consisting of mechanical sieve analysis were performed on representative samples of the on-site soils in accordance with ASTM D 1140-54. The test results are presented on Figures C-1 through C-10. The percentage of particles passing the No. 200 (75μm) sieve are tabulated below: Location Classification % Fines (Passing #200) B-1 @ 3’ SP 2.8 B-2 @ 3’ SP 4.6 B-2 @ 5’ SP 4.2 B-2 @ 5.5’ SP-SM 9.5 B-2 @ 7’ SP-SM 7.1 B-2 @ 9’ SP-SM 5.5 B-2 @ 11’ SP 3.7 B-2 @ 11.5’ SP-SM 11.5 HA-1 @ 5’ SP 0.4 HA-1 @ 7.5’ SP 3.5 PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 Corrosivity Testing A series of corrosivity tests were performed on a representative sample of the near surface soils. The testing was performed by HDR, Inc. and the results are attached. The sulfate test result indicated negligible soluble sulfates as shown below: Corrosion Series Test Location Soil Classification pH Soluble Sulfates (mg/kg) ASTM D4327 Soluble Chlorides (mg/kg) ASTM D4327 Min. Resistivity (ohm-cm) ASTM G187 HA-1 @ 0-5’ SP 8.2 14 3.6 44,000 PA2022-002 8259-00Job No.PARTICLE SIZE ANALYSIS COMPARISONCLAYDate:July 2018Figure No.:C - 1 COBBLESOIL DESCRIPTIONSAMPLE IDENTIFICATIONGRAVELSILTSAND Coarse Medium Fine PASSING NO. 200 (%)USCSCU31.1CC2.8 SPDEPTH (FT)3LOCATIONB-101020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ----,_ l'T l'T' ['T l'T' 1~ ' ' ' I\ I\ • \ \ ' \ ' \ i\ ' I\. ' ' !' ' ' ,-~ ' I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 Job No. 8259-00PARTICLE SIZE ANALYSIS COMPARISONSPDate:Figure No.:C - 2B-23 21.04.6CLAY Coarse Medium FinePASSING NO. 200 (%)USCSDEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCULOCATIONCCJuly 2018 COBBLEGRAVELSANDSILT01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ----,_ l'T l'T' ['T l'T' l~ ' 'I r\ ' t \ \ \ \ \ I 'i !"-N--~ I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 Job No. 8259-00PARTICLE SIZE ANALYSIS COMPARISONDate:July 2018Figure No.:C - 3B-25 3LOCATION DEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCCCLAY Coarse Medium Fine1.1 4.2PASSING NO. 200 (%)USCSSP COBBLEGRAVELSANDSILT01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ----,_ l'T l'T' ['T l'T' --------..... "r-.. I\ \ \ ' \ \ \ \ ~ !"-t-~ I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 Job No. 8259-00PARTICLE SIZE ANALYSIS COMPARISONSP-SMDate:July 2018Figure No.:C - 4B-25.5 51.49.5PASSING NO. 200 (%)USCSLOCATIONDEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCC COBBLEGRAVELSANDSILT CLAY Coarse Medium Fine01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ----,_ l'T l'T' ['T l'T' ---..._ ''I ~ I'\ " \ \ \ ~ \l ~ "1' ,. I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 Job No. 8259-00PARTICLE SIZE ANALYSIS COMPARISONSP-SM7.1PASSING NO. 200 (%)Date:July 2018Figure No.:C - 5B-27 41.3USCSLOCATIONDEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCC COBBLEGRAVELSANDSILT CLAY Coarse Medium Fine01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ----,_ l'T l'T' ['T l'T' ----"r--"' ' \ \ \ \ \ \ ~ 1'~ I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 Job No. 8259-00PARTICLE SIZE ANALYSIS COMPARISONSP-SMDate:July 2018Figure No.:C - 6B-29 31.25.5PASSING NO. 200 (%)USCSLOCATIONDEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCC COBBLEGRAVELSANDSILT CLAY Coarse Medium Fine01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ----,_ l'T l'T' ['T l'T' "'r-I\ • \ ~ 1 \ \ \ ~ i\ ' " ' j-~ ' ' ' I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 PARTICLE SIZE ANALYSIS COMPARISONJob No. 8259-00SPDate:July 2018Figure No.:C - 7B-211 21.13.7PASSING NO. 200 (%)USCSLOCATIONDEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCC COBBLEGRAVELSANDSILT CLAY Coarse Medium Fine01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ----,_ l'T l'T' ['T l'T' "'r--I\ • \ \ 1 \ \ I \ \ N IJ T"! I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 PARTICLE SIZE ANALYSIS COMPARISONJob No. 8259-00SP-SMDate:July 2018Figure No.:C - 8B-211.5- - - - 11.5PASSING NO. 200 (%)USCSLOCATIONDEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCC COBBLEGRAVELSANDSILTCLAY Coarse MediumFine01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ----,_ l'T l'T' ['T l'T' ~~ ~ \ ' 1 I\ \ \l ~ ,..,..N ' ' ' ' I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 8259-00PARTICLE SIZE ANALYSIS COMPARISONSPDate:July 2018Figure No.:C - 9HA-15 20.90.4Job No.PASSING NO. 200 (%)USCSLOCATION DEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCC COBBLEGRAVELSANDSILT CLAY Coarse Medium Fine01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ---,_ l'T l'T' ['T ,.. 1\ \ ' \ \ • \ ' \ \ \ I\ ~ r---..i,, , .. I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 SPDate:July 2018Figure No.:C - 10HA-17.5 20.93.5PASSING NO. 200 (%)USCSLOCATIONDEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCC COBBLEGRAVELSANDSILT CLAY Coarse Medium FinePARTICLE SIZE ANALYSIS COMPARISONJob No. 8259-0001020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ----,_ l'T l'T' ['T l'T' --.. ..... ...... I"-r--J. \ \ \ !\ \ ' I◄ I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-002 431 West Baseline Road ∙ Claremont, CA 91711 Phone: 909.962.5485 ∙ Fax: 909.626.3316 DATE: ATTENTION:Rob McCarthy TO: SUBJECT: COMMENTS: James T. Keegan, MD Laboratory Services Manager TRANSMITTAL LETTER 2168 E. Oceanfront Enclosed are the results for the subject project. 23 Corporate Plaza, Suite 150 Laboratory Test Data Newport Beach, CA 92660 July 5, 2018 Your #8259-00, HDR Lab #18-0439LAB R McCarthy Consulting, Inc. PA2022-002 431 West Baseline Road ∙ Claremont, CA 91711 Phone: 909.962.5485 ∙ Fax: 909.626.3316 Page 2 of 2 Sample ID B-1 @ 3 Resistivity Units as-received ohm-cm 156,000 saturated ohm-cm 44,000 pH 8.2 Electrical Conductivity mS/cm 0.04 Chemical Analyses Cations calcium Ca2+mg/kg 27 magnesium Mg2+mg/kg 1.5 sodium Na1+mg/kg 16 potassium K1+mg/kg 1.4 Anions carbonate CO32-mg/kg 12 bicarbonate HCO31-mg/kg 12 fluoride F1-mg/kg ND chloride Cl1-mg/kg 3.6 sulfate SO42-mg/kg 14 phosphate PO43-mg/kg ND Other Tests ammonium NH41+mg/kg ND nitrate NO31-mg/kg 5.4 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 Table 1 - Laboratory Tests on Soil Samples 2168 E. Oceanfront Your #8259-00, HDR Lab #18-0439LAB 5-Jul-18 R McCarthy Consulting, Inc. PA2022-002 APPENDIX D STANDARD GRADING GUIDELINES PA2022-002 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 Phone 949-629-2539 APPENDIX D STANDARD GRADING GUIDELINES GENERAL These Guidelines present the usual and minimum requirements for grading operations observed by R McCarthy Consulting, Inc., (RMC), 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. PA2022-002 APPENDIX D STANDARD GRADING GUIDELINES (continued) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 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 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 D: 1557 (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. PA2022-002 APPENDIX D STANDARD GRADING GUIDELINES (continued) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 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. As a minimum, one density test shall be required for each 2 vertical feet of fill placed, or one 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 ten horizontal to one 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. PA2022-002 APPENDIX D STANDARD GRADING GUIDELINES (continued) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 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. PA2022-002 APPENDIX E RESULTS OF LIQUEFACTION ANALYSES PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 Table E-1 Results of Liquefaction Analyses Summary 2172 E Ocean Front Figure Condition CPT # (inches) E-1/E-2 Existing CPT-1 0.22 E-3/E-4 Existing CPT-2 0.96 Smax = Calculated maximum seismic settlement of potential liquefiable layers plus dry sand settlement in the upper 50 feet 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 PA2022-002 Project:Location:Project No.: CPT No.: Figure:Liquefaction Potential - CPT DataWedge Pool House2172 E Ocean Front8643-00 CPT-1 E-1GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCECopyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial CopyPrepared at 12/12/2021 2:07:52 PMC:\Users\robma\RMC Costa Mesa Dropbox\Employee List\Expansion\Projects\8600-8699-00 RMC Project Files\8643-00 - 2172 East Oceanfront, NB\Liquefaction\CPT-1\GeoSuite_8643-00_CPT-1.csvSensitive fine grainedOrganic soils - peatsClay to silty claySilty clay to clayey siltSandy silt to silty sandSilty sand to clean sandDense sand to gravelly sandClayey sand to very stiff sandVery stiff fine grained ** Overconsolidated or cementedSilt Correction: UCLA methodEarthquake & Groundwater Information:Magnitude = 7Max. Acceleration = 0.75 gProject GW = 7 ftMaximum Settlement = 0.22 inSettl. at Bottom of Footing = 0.22 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] UCLA (2008-14); [sat] Idriss & Boulanger (2008)Lateral spreading: Idriss & Boulanger (2008)M correction: [Sand; Clay] Boulanger & Idriss(2004)σv correction: Idriss & Boulanger (2008)Stress reduction: Idriss & Boulanger (2008)05SBTn0 100 200 300qc0(tsf)|qc(tsf)024fs(tsf)123Ic00.51τav(tsf)00.51CSR7.5|CRR7.501FS15|FS50|FS8551015202530354045505560Depth (ft)Project GWBoring GWBottom of Footing■ ■ ■ ■ ■ ■ ■ ■ R McCARTHY C□NSUL TING I INC \ \ \ \ \ \ \ \ \ PA2022-002 Project:Location:Project No.: CPT No.: Figure:Seismic Settlement Potential - CPT DataWedge Pool House2172 E Ocean Front8643-00 CPT-1 E-2GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCECopyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial CopyPrepared at 12/12/2021 2:07:52 PMC:\Users\robma\RMC Costa Mesa Dropbox\Employee List\Expansion\Projects\8600-8699-00 RMC Project Files\8643-00 - 2172 East Oceanfront, NB\Liquefaction\CPT-1\GeoSuite_8643-00_CPT-1.csvSensitive fine grainedOrganic soils - peatsClay to silty claySilty clay to clayey siltSandy silt to silty sandSilty sand to clean sandDense sand to gravelly sandClayey sand to very stiff sandVery stiff fine grained ** Overconsolidated or cementedSilt Correction: UCLA methodEarthquake & Groundwater Information:Magnitude = 7Max. Acceleration = 0.75 gProject GW = 7 ftMaximum Settlement = 0.22 inSettl. at Bottom of Footing = 0.22 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] UCLA (2008-14); [sat] Idriss & Boulanger (2008)Lateral spreading: Idriss & Boulanger (2008)M correction: [Sand; Clay] Boulanger & Idriss(2004)σv correction: Idriss & Boulanger (2008)Stress reduction: Idriss & Boulanger (2008)05SBTn0 100 200 300qc0(tsf)|qc(tsf)024fs(tsf)123Ic00.51CSR7.5|CRR7.501FS15|FS50|FS85024γmax(%)00.51εv(%)00.1ΣSi(in)51015202530354045505560Depth (ft)Project GWBoring GWBottom of Footing■ ■ ■ ■ ■ ■ ■ ■ R McCARTHY C□NSUL TING I INC ----F I I I I ~ PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m (ft)q c (tsf)f s (tsf)u 2 (tsf)qt (tsf)Rf SBT γ (pcf)σv0 (tsf)σ v0' (tsf)Q t Qtn FR SBT n Ic q c1N K c Q tn.cs 0.50 0.26 219.5 1.05 -0.02 219.5 0.48 9 127 0.02 0.02 829.7 352.6 0.48 7 1.29 352.6 1.00 352.6 1.00 0.76 149.6 1.29 -0.01 149.6 0.87 9 128 0.05 0.05 565.2 240.2 0.87 6 1.59 240.3 1.00 240.3 1.50 1.23 163.0 0.86 -0.02 162.9 0.53 9 125 0.08 0.08 615.7 261.7 0.53 6 1.41 261.8 1.00 261.8 1.90 1.70 177.1 1.08 -0.03 177.1 0.61 9 127 0.11 0.11 669.0 284.3 0.61 6 1.43 284.5 1.00 284.5 2.40 2.15 139.1 0.90 -0.02 139.1 0.65 9 125 0.14 0.14 525.3 223.3 0.65 6 1.52 223.5 1.00 223.5 2.90 2.62 110.9 0.81 -0.01 110.9 0.73 9 124 0.17 0.17 418.6 177.9 0.73 6 1.63 178.2 1.00 178.2 3.30 3.08 98.9 0.65 -0.03 98.9 0.65 8 122 0.19 0.19 373.1 158.6 0.66 6 1.64 158.9 1.00 158.9 3.80 3.54 92.2 0.64 -0.04 92.1 0.70 8 121 0.22 0.22 347.5 147.7 0.70 6 1.68 148.1 1.02 148.1 4.20 3.99 77.6 0.55 -0.02 77.6 0.71 8 120 0.25 0.25 292.3 124.2 0.71 6 1.74 124.6 1.06 124.6 4.70 4.46 83.3 0.56 -0.02 83.3 0.68 8 120 0.28 0.28 299.9 133.5 0.68 6 1.71 133.9 1.04 133.9 5.10 4.91 75.0 0.50 -0.03 75.0 0.66 8 119 0.30 0.30 245.6 119.9 0.66 6 1.74 120.4 1.06 120.4 5.60 5.36 82.5 0.52 -0.05 82.5 0.63 8 120 0.33 0.33 248.4 132.0 0.63 6 1.69 129.8 1.03 129.8 6.10 5.83 115.4 0.75 -0.04 115.4 0.65 9 123 0.36 0.36 320.2 184.9 0.65 6 1.58 164.6 1.00 164.6 6.50 6.28 127.0 0.82 -0.04 127.0 0.65 9 124 0.39 0.39 327.1 197.8 0.65 6 1.56 173.6 1.00 173.6 7.00 6.75 124.8 0.86 -0.02 124.8 0.69 9 124 0.42 0.42 298.7 187.3 0.70 6 1.60 167.5 1.00 167.5 7.40 7.22 123.7 0.82 -0.04 123.7 0.66 9 124 0.45 0.44 280.9 180.9 0.67 6 1.60 163.6 1.00 163.6 7.90 7.67 152.7 0.99 -0.04 152.7 0.65 9 126 0.47 0.45 336.1 219.9 0.65 6 1.53 192.6 1.00 192.6 8.40 8.12 172.4 1.05 -0.04 172.4 0.61 9 127 0.50 0.47 367.9 244.5 0.61 6 1.48 210.9 1.00 210.9 8.80 8.58 184.6 1.25 -0.05 184.6 0.68 9 128 0.53 0.48 381.7 257.7 0.68 6 1.49 221.3 1.00 221.3 9.30 9.04 192.7 1.21 -0.04 192.7 0.63 9 128 0.56 0.50 386.5 264.9 0.63 6 1.46 227.6 1.00 227.6 9.70 9.50 171.7 0.76 -0.05 171.7 0.44 9 124 0.59 0.51 334.2 232.4 0.44 6 1.40 205.1 1.00 205.1 10.20 9.95 150.9 0.72 -0.03 150.9 0.48 9 124 0.62 0.53 285.7 201.4 0.48 6 1.47 182.6 1.00 182.6 10.60 10.41 129.6 0.48 -0.03 129.6 0.37 9 120 0.65 0.54 239.0 170.7 0.37 6 1.47 159.1 1.00 159.1 11.10 10.87 140.7 0.47 -0.02 140.7 0.33 9 120 0.67 0.55 253.3 183.1 0.33 6 1.42 169.3 1.00 169.3 11.60 11.34 152.1 0.53 -0.02 152.1 0.35 9 121 0.70 0.57 267.3 195.6 0.35 6 1.40 179.7 1.00 179.7 12.00 11.81 210.1 0.88 -0.01 210.1 0.42 9 126 0.73 0.58 360.5 267.1 0.42 6 1.34 235.5 1.00 235.5 12.50 12.25 260.0 1.29 -0.02 260.0 0.50 10 129 0.76 0.60 435.5 326.6 0.50 7 1.32 286.0 1.00 286.0 13.00 12.71 282.8 1.80 -0.02 282.8 0.64 9 132 0.79 0.61 461.6 350.8 0.64 6 1.38 309.0 1.00 309.0 13.40 13.18 306.2 2.31 -0.04 306.2 0.75 9 134 0.82 0.63 486.7 374.8 0.76 6 1.42 332.2 1.00 332.2 13.80 13.63 328.5 3.56 -0.03 328.5 1.08 9 138 0.85 0.64 508.8 397.0 1.09 6 1.53 354.0 1.00 354.0 14.30 14.08 323.8 3.07 -0.06 323.8 0.95 9 136 0.88 0.66 488.8 386.2 0.95 6 1.49 346.6 1.00 346.6 14.80 14.56 313.9 2.91 -0.09 313.9 0.93 9 136 0.91 0.68 461.3 369.4 0.93 6 1.49 333.6 1.00 333.6 15.20 15.03 274.6 2.26 -0.11 274.6 0.82 9 134 0.95 0.70 393.5 319.0 0.83 6 1.49 289.9 1.00 289.9 15.70 15.48 245.9 1.50 -0.10 245.9 0.61 9 130 0.98 0.71 344.4 282.3 0.61 6 1.43 258.1 1.00 258.1 16.20 15.93 254.2 1.14 -0.05 254.2 0.45 10 128 1.00 0.73 348.7 288.8 0.45 7 1.33 265.3 1.00 265.3 16.60 16.38 278.2 1.31 -0.03 278.2 0.47 10 130 1.03 0.74 374.0 313.0 0.47 7 1.32 288.8 1.00 288.8 17.10 16.84 311.0 2.03 -0.02 311.0 0.65 10 133 1.06 0.76 409.5 346.4 0.65 6 1.39 321.1 1.00 321.1 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m (ft)q c (tsf)f s (tsf)u 2 (tsf)qt (tsf)Rf SBT γ (pcf)σv0 (tsf)σ v0' (tsf)Q t Qtn FR SBT n Ic q c1N K c Q tn.cs 17.60 17.32 317.0 2.23 -0.03 317.0 0.70 9 134 1.10 0.77 408.2 349.1 0.71 6 1.41 325.4 1.00 325.4 18.00 17.77 348.2 2.84 -0.02 348.2 0.81 9 136 1.13 0.79 439.2 379.5 0.82 6 1.44 355.4 1.00 355.4 18.40 18.22 345.9 4.40 -0.01 345.9 1.27 9 139 1.16 0.81 427.1 373.1 1.28 6 1.60 351.1 1.00 351.1 18.90 18.68 315.6 3.77 -0.03 315.6 1.19 9 138 1.19 0.82 381.3 336.6 1.20 6 1.60 318.6 1.00 318.6 19.40 19.15 292.7 2.94 -0.04 292.7 1.00 9 136 1.22 0.84 346.2 308.8 1.01 6 1.57 293.8 1.00 293.8 19.80 19.59 286.1 3.02 -0.02 286.1 1.06 9 136 1.25 0.86 331.9 298.9 1.06 6 1.59 285.7 1.00 285.7 20.30 20.06 307.3 3.30 0.01 307.3 1.07 9 137 1.28 0.88 349.5 318.0 1.08 6 1.58 305.3 1.00 305.3 20.70 20.53 302.5 3.94 0.05 302.5 1.30 9 138 1.32 0.89 337.1 310.0 1.31 6 1.66 298.9 1.00 298.9 21.20 20.98 304.9 3.84 0.05 304.9 1.26 9 138 1.35 0.91 333.5 309.4 1.26 6 1.64 299.9 0.99 299.9 21.70 21.45 304.8 4.16 0.06 304.8 1.36 9 139 1.38 0.93 326.9 306.6 1.37 6 1.68 298.2 1.02 298.2 22.10 21.90 289.2 3.44 0.06 289.3 1.19 9 137 1.41 0.95 304.6 287.9 1.19 6 1.64 281.6 0.99 281.6 22.60 22.36 286.7 2.53 0.07 286.7 0.89 9 135 1.44 0.96 296.5 282.7 0.89 6 1.55 277.8 1.00 277.8 23.00 22.81 300.3 2.26 0.09 300.3 0.75 9 134 1.47 0.98 305.5 293.8 0.76 6 1.49 289.8 1.00 289.8 23.50 23.27 307.3 2.55 0.11 307.3 0.83 9 135 1.50 0.99 307.4 298.1 0.83 6 1.51 295.2 1.00 295.2 24.00 23.74 321.7 3.97 0.16 321.7 1.23 9 138 1.53 1.01 316.3 309.4 1.24 6 1.64 307.6 1.00 307.6 24.40 24.21 318.0 4.52 0.15 318.1 1.42 9 139 1.57 1.03 307.3 303.3 1.43 6 1.69 302.7 1.03 302.7 24.90 24.65 312.4 4.05 0.15 312.5 1.30 9 138 1.60 1.05 296.9 295.4 1.30 6 1.67 296.1 1.01 296.1 25.40 25.12 293.5 4.34 0.17 293.5 1.49 8 139 1.63 1.06 274.1 275.0 1.49 6 1.73 276.9 1.05 276.9 25.80 25.58 258.4 4.54 0.19 258.4 1.76 8 139 1.66 1.08 237.2 239.6 1.77 6 1.83 242.7 1.12 250.9 26.30 26.03 242.8 3.33 0.20 242.8 1.37 8 136 1.69 1.10 219.3 223.3 1.38 6 1.76 226.9 1.07 226.9 26.70 26.49 260.9 3.60 0.24 261.0 1.38 9 137 1.72 1.12 232.2 238.1 1.39 6 1.74 243.0 1.06 243.0 27.20 26.94 270.3 3.58 0.26 270.3 1.32 9 137 1.76 1.13 237.0 244.9 1.33 6 1.72 250.8 1.05 250.8 27.60 27.40 284.6 3.71 0.28 284.6 1.30 9 138 1.79 1.15 245.9 256.0 1.31 6 1.71 263.1 1.04 263.1 28.10 27.86 276.8 3.61 0.29 276.8 1.31 9 137 1.82 1.17 235.5 246.9 1.31 6 1.72 254.9 1.04 254.9 28.60 28.32 284.6 4.33 0.33 284.6 1.52 8 139 1.85 1.18 238.6 251.5 1.53 6 1.76 261.0 1.07 261.1 29.00 28.79 286.9 3.87 0.31 287.0 1.35 9 138 1.88 1.20 237.0 251.9 1.36 6 1.72 262.1 1.05 262.1 29.50 29.26 282.6 3.78 0.33 282.6 1.34 9 138 1.92 1.22 230.0 246.1 1.35 6 1.72 257.2 1.05 257.2 29.90 29.71 273.5 4.26 0.34 273.6 1.56 8 138 1.95 1.24 219.5 235.8 1.57 6 1.79 247.8 1.09 248.7 30.40 30.16 283.0 4.72 0.34 283.0 1.67 8 139 1.98 1.25 224.0 241.9 1.68 6 1.80 255.7 1.10 258.7 30.90 30.62 267.6 2.12 0.34 267.6 0.78 9 133 2.01 1.27 208.8 229.0 0.80 6 1.58 240.2 1.00 240.2 31.30 31.08 253.3 2.68 0.35 253.4 1.06 9 135 2.04 1.29 195.1 214.7 1.07 6 1.69 225.8 1.02 225.8 31.80 31.54 264.0 3.70 0.37 264.1 1.40 9 137 2.07 1.31 200.8 221.2 1.41 6 1.77 235.0 1.08 235.1 32.20 32.01 272.6 3.77 0.38 272.6 1.38 9 138 2.10 1.32 204.5 226.9 1.39 6 1.76 242.1 1.07 242.1 32.70 32.47 251.5 3.77 0.39 251.6 1.50 8 137 2.13 1.34 186.1 207.0 1.51 6 1.81 221.3 1.11 224.9 33.20 32.93 232.9 3.56 0.41 233.0 1.53 8 137 2.17 1.36 170.1 189.8 1.54 6 1.84 203.0 1.13 213.6 33.60 33.39 226.1 3.25 0.44 226.2 1.44 8 136 2.20 1.37 163.0 183.0 1.45 6 1.83 195.7 1.12 203.3 34.10 33.84 251.4 3.34 0.47 251.4 1.33 9 136 2.23 1.39 179.2 203.2 1.34 6 1.77 218.5 1.08 218.6 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m (ft)q c (tsf)f s (tsf)u 2 (tsf)qt (tsf)Rf SBT γ (pcf)σv0 (tsf)σ v0' (tsf)Q t Qtn FR SBT n Ic q c1N K c Q tn.cs 34.50 34.30 260.0 3.98 0.50 260.1 1.53 8 138 2.26 1.41 183.1 208.1 1.54 6 1.81 225.7 1.11 230.3 35.00 34.76 265.8 4.17 0.51 265.9 1.57 8 138 2.29 1.43 184.9 211.3 1.58 6 1.82 230.3 1.11 235.9 35.40 35.21 256.9 4.24 0.50 257.0 1.65 8 138 2.32 1.44 176.6 202.3 1.66 6 1.84 221.1 1.13 234.6 35.90 35.67 288.3 4.75 0.53 288.4 1.65 8 139 2.35 1.46 195.9 226.3 1.66 6 1.82 249.9 1.11 255.3 36.40 36.13 313.0 5.05 0.52 313.1 1.61 8 140 2.39 1.48 210.3 244.9 1.62 6 1.79 270.9 1.09 271.8 36.80 36.59 320.1 5.38 0.54 320.2 1.68 8 141 2.42 1.50 212.5 248.5 1.69 6 1.80 276.1 1.10 278.3 37.30 37.06 290.4 5.09 0.54 290.5 1.75 8 140 2.45 1.51 190.3 222.8 1.77 6 1.84 249.2 1.13 261.8 37.70 37.52 282.5 4.97 0.54 282.6 1.76 8 140 2.48 1.53 182.9 215.0 1.78 6 1.85 240.8 1.14 256.7 38.20 37.97 293.4 4.93 0.59 293.5 1.68 8 140 2.52 1.55 187.8 222.5 1.69 6 1.82 250.3 1.12 258.3 38.70 38.44 278.8 5.06 0.62 278.9 1.81 8 140 2.55 1.57 176.3 208.9 1.83 6 1.87 235.6 1.15 257.5 39.10 38.90 281.0 5.04 0.63 281.1 1.79 8 140 2.58 1.59 175.7 209.3 1.81 6 1.86 236.8 1.15 257.0 39.60 39.35 272.3 4.97 0.63 272.4 1.83 8 140 2.61 1.60 168.4 201.1 1.84 6 1.88 227.7 1.16 253.6 40.00 39.81 267.9 4.37 0.64 268.0 1.63 8 139 2.64 1.62 163.8 197.4 1.65 6 1.85 222.7 1.14 236.6 40.50 40.27 273.0 4.56 0.66 273.1 1.67 8 139 2.68 1.64 165.1 199.8 1.69 6 1.85 226.7 1.14 242.3 41.00 40.73 271.9 4.73 0.66 272.0 1.74 8 139 2.71 1.66 162.7 197.4 1.76 6 1.87 224.8 1.15 246.2 41.40 41.19 284.2 4.86 0.69 284.3 1.71 8 140 2.74 1.67 168.3 205.6 1.73 6 1.85 235.7 1.14 251.5 41.90 41.65 291.3 5.25 0.71 291.4 1.80 8 140 2.77 1.69 170.7 209.1 1.82 6 1.86 241.6 1.15 262.5 42.30 42.10 280.5 5.03 0.69 280.6 1.79 8 140 2.80 1.71 162.6 199.9 1.81 6 1.87 230.6 1.16 254.5 42.80 42.56 236.4 4.23 0.69 236.5 1.78 8 138 2.84 1.73 135.4 165.9 1.81 6 1.92 188.7 1.20 225.8 43.30 43.02 218.2 4.06 0.73 218.3 1.86 8 138 2.87 1.74 123.6 151.3 1.89 6 1.96 171.5 1.24 217.0 43.70 43.48 202.6 4.12 0.76 202.7 2.03 8 137 2.90 1.76 113.5 138.4 2.06 5 2.01 156.8 1.30 211.5 44.20 43.94 193.6 3.59 0.76 193.8 1.85 8 136 2.93 1.78 107.3 131.7 1.88 6 1.99 148.2 1.28 198.4 44.70 44.42 193.6 3.54 0.76 193.7 1.83 8 136 2.96 1.80 106.3 130.9 1.86 6 1.99 147.5 1.28 197.1 45.10 44.87 182.4 3.24 0.76 182.5 1.78 8 135 2.99 1.81 99.1 122.3 1.81 6 2.00 137.1 1.29 186.9 45.50 45.31 179.1 3.21 0.82 179.3 1.79 8 135 3.02 1.83 96.4 119.3 1.82 6 2.01 133.7 1.30 184.6 46.00 45.77 181.0 3.29 0.82 181.1 1.82 8 135 3.05 1.84 96.5 119.8 1.85 6 2.01 134.7 1.31 186.3 46.50 46.23 204.0 3.55 0.83 204.1 1.74 8 136 3.09 1.86 108.0 135.6 1.76 6 1.96 154.1 1.25 198.9 47.00 46.71 248.4 3.81 0.82 248.5 1.54 8 137 3.12 1.88 130.6 167.3 1.55 6 1.87 193.2 1.15 213.1 47.40 47.17 271.4 4.00 0.82 271.6 1.47 8 138 3.15 1.90 141.5 183.3 1.49 6 1.83 213.8 1.12 222.6 47.80 47.61 281.7 5.04 0.88 281.8 1.79 8 140 3.18 1.91 145.6 187.4 1.81 6 1.89 222.7 1.17 251.3 48.30 48.07 278.7 4.99 0.88 278.9 1.79 8 140 3.21 1.93 142.7 184.3 1.81 6 1.89 219.2 1.17 249.0 48.80 48.54 275.2 5.16 0.89 275.4 1.87 8 140 3.25 1.95 139.6 180.3 1.89 6 1.91 215.1 1.19 251.7 49.20 49.01 261.7 5.04 0.90 261.8 1.93 8 140 3.28 1.97 131.4 169.6 1.95 6 1.94 201.8 1.22 244.9 49.70 49.46 250.0 5.26 0.91 250.1 2.11 8 140 3.31 1.99 124.3 159.7 2.13 6 1.98 190.4 1.27 243.9 50.10 49.91 247.8 4.08 0.93 247.9 1.66 8 138 3.34 2.00 122.1 159.8 1.67 6 1.90 187.7 1.18 218.4 50.60 50.37 295.7 4.51 0.96 295.9 1.53 8 139 3.37 2.02 144.8 193.0 1.54 6 1.83 231.6 1.12 239.7 51.10 50.83 338.6 4.92 0.94 338.8 1.45 9 140 3.41 2.04 164.6 222.5 1.47 6 1.77 269.2 1.08 269.4 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m (ft)q c (tsf)f s (tsf)u 2 (tsf)qt (tsf)Rf SBT γ (pcf)σv0 (tsf)σ v0' (tsf)Q t Qtn FR SBT n Ic q c1N K c Q tn.cs 51.50 51.29 338.2 5.65 0.95 338.4 1.67 8 141 3.44 2.06 162.9 219.0 1.69 6 1.82 268.3 1.12 276.1 52.00 51.76 306.6 5.47 0.95 306.8 1.79 8 141 3.47 2.07 146.2 195.3 1.80 6 1.87 240.0 1.16 264.7 52.40 52.22 296.0 5.36 1.03 296.2 1.81 8 140 3.50 2.09 139.9 186.9 1.83 6 1.89 229.1 1.17 259.2 52.90 52.67 305.4 5.50 1.01 305.6 1.80 8 141 3.53 2.11 143.2 192.4 1.82 6 1.88 237.5 1.16 264.6 53.40 53.14 291.4 4.86 1.02 291.5 1.67 8 140 3.57 2.13 135.3 182.9 1.69 6 1.87 223.3 1.15 245.1 53.80 53.59 258.4 4.93 1.03 258.6 1.91 8 139 3.60 2.15 118.9 158.5 1.93 6 1.95 191.9 1.23 237.3 54.30 54.05 167.3 4.07 0.99 167.5 2.55 7 137 3.63 2.16 75.8 97.0 2.48 5 2.15 112.9 1.55 177.7 54.70 54.51 71.9 2.36 1.45 72.1 3.52 6 131 3.66 2.18 31.4 36.3 3.45 4 2.64 41.8 0.00 41.8 55.20 54.96 159.7 2.60 1.23 159.9 1.62 8 133 3.69 2.20 71.2 93.9 1.66 5 2.04 105.9 1.35 157.3 55.70 55.42 187.5 3.28 1.08 187.7 1.75 8 136 3.72 2.21 83.2 110.6 1.78 6 2.02 127.9 1.32 179.3 56.10 55.88 218.8 3.48 1.14 219.0 1.58 8 136 3.75 2.23 96.6 131.0 1.62 6 1.94 153.8 1.22 193.0 56.40 56.25 263.5 4.45 1.21 263.7 1.69 8 139 3.78 2.24 115.9 158.8 1.71 6 1.91 192.9 1.19 226.5 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 0.50 0.26 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.62 3.30 3.08 3.80 3.54 4.20 3.99 4.70 4.46 5.10 4.91 5.60 5.36 6.10 5.83 6.50 6.28 7.00 6.75 7.40 7.22 7.90 7.67 8.40 8.12 8.80 8.58 9.30 9.04 9.70 9.50 10.20 9.95 10.60 10.41 11.10 10.87 11.60 11.34 12.00 11.81 12.50 12.25 13.00 12.71 13.40 13.18 13.80 13.63 14.30 14.08 14.80 14.56 15.20 15.03 15.70 15.48 16.20 15.93 16.60 16.38 17.10 16.84 (SBT)Ic B q (SBT)Bq F C (%)qt.1.net (Mpa)c R αvs (m/s)V s (m/s)V s (ft/s)G 0(kPa)G 0(tsf)E' (tsf)M (tsf)σp ' (tsf)OCR 7 0.00 1 0.28 84.1 0.33 273.3 244.5 225.2 738.9 103,450 1,080 805 1,610 0.20 12.0 6 0.00 1 4.19 45.7 0.38 273.4 358.2 225.0 738.2 103,764 1,084 803 1,607 0.46 9.4 6 0.00 1 1.66 42.2 0.38 273.4 285.9 209.8 688.3 88,166 921 699 1,397 0.78 9.9 6 0.00 1 1.88 40.8 0.38 273.5 292.3 221.1 725.4 99,441 1,038 776 1,552 1.13 10.5 6 0.00 1 3.18 30.5 0.40 273.5 329.6 208.0 682.5 86,754 906 687 1,374 1.22 9.0 6 0.00 1 4.88 23.3 0.42 273.6 377.6 198.8 652.2 78,287 818 627 1,254 1.27 7.7 6 0.00 1 5.01 19.8 0.43 273.6 381.2 188.6 618.6 69,306 724 564 1,129 1.37 7.1 6 0.00 1 5.73 17.6 0.44 273.6 401.2 186.7 612.5 67,825 708 553 1,106 1.49 6.7 6 0.00 1 6.94 14.4 0.46 273.7 435.0 178.3 585.0 61,039 637 505 1,009 1.47 5.9 6 0.00 1 6.23 14.7 0.46 273.7 415.1 180.5 592.3 62,760 655 517 1,034 1.73 6.2 6 0.00 1 6.82 12.8 0.47 273.7 431.5 174.5 572.5 58,046 606 483 966 1.75 5.8 6 0.00 1 5.92 13.5 0.46 273.7 406.6 177.7 583.0 60,493 632 501 1,002 2.05 6.2 6 0.00 1 4.11 17.8 0.44 273.6 355.9 196.7 645.4 76,345 797 614 1,228 2.83 7.9 6 0.00 1 3.76 18.8 0.44 273.6 346.1 203.5 667.7 82,345 860 657 1,315 3.11 8.0 6 0.00 1 4.36 18.0 0.44 273.6 362.9 206.5 677.5 85,029 888 677 1,354 3.11 7.5 6 0.00 1 4.34 17.4 0.44 273.6 362.3 205.4 673.9 83,855 876 670 1,339 3.11 7.1 6 0.00 1 3.26 21.0 0.43 273.6 332.0 218.5 717.0 96,411 1,007 758 1,516 3.63 8.0 6 0.00 1 2.52 23.3 0.42 273.6 310.7 224.7 737.1 102,480 1,070 801 1,602 3.97 8.5 6 0.00 1 2.73 24.5 0.42 273.6 316.8 234.7 770.1 113,183 1,182 875 1,749 4.18 8.7 6 0.00 1 2.30 25.2 0.42 273.5 304.4 235.1 771.4 113,450 1,185 877 1,755 4.33 8.7 6 0.00 1 1.55 22.3 0.43 273.6 282.7 213.8 701.4 90,992 950 725 1,451 4.02 7.9 6 0.00 1 2.46 19.5 0.44 273.6 309.0 209.5 687.3 86,875 907 696 1,393 3.69 7.0 6 0.00 1 2.36 16.7 0.45 273.6 306.3 193.2 633.9 71,802 750 592 1,185 3.32 6.1 6 0.00 1 1.72 17.9 0.44 273.6 287.6 195.1 640.0 73,227 765 604 1,208 3.53 6.4 6 0.00 1 1.57 19.1 0.44 273.6 283.1 201.3 660.3 78,708 822 643 1,286 3.75 6.6 6 0.00 1 0.85 25.7 0.42 273.5 261.9 227.6 746.9 104,505 1,091 823 1,645 4.73 8.1 6 0.00 1 0.66 31.3 0.40 273.5 256.2 250.5 821.9 130,032 1,358 996 1,992 5.48 9.2 6 0.00 1 1.28 33.6 0.40 273.5 274.7 270.6 887.8 154,861 1,617 1,162 2,324 5.83 9.5 6 0.00 1 1.73 35.9 0.39 273.5 287.9 288.2 945.7 178,459 1,864 1,319 2,637 6.18 9.9 6 0.00 1 3.23 38.1 0.39 273.5 331.2 320.3 1,050.8 225,994 2,360 1,628 3,256 6.51 10.1 6 0.00 1 2.66 37.2 0.39 273.5 315.0 310.0 1,017.2 210,036 2,193 1,526 3,051 6.49 9.8 6 0.00 1 2.71 35.7 0.39 273.5 316.3 305.9 1,003.5 203,648 2,127 1,485 2,969 6.39 9.4 6 0.00 1 2.71 31.0 0.40 273.5 316.3 286.0 938.3 175,113 1,829 1,298 2,596 5.88 8.5 6 0.00 1 1.90 27.6 0.41 273.5 293.0 260.4 854.4 141,524 1,478 1,076 2,153 5.47 7.7 6 0.00 1 0.76 28.3 0.41 273.5 259.1 249.0 816.8 127,434 1,331 984 1,968 5.62 7.7 6 0.00 1 0.64 30.6 0.40 273.5 255.4 258.6 848.5 138,882 1,450 1,062 2,123 6.01 8.1 6 0.00 1 1.41 33.9 0.40 273.5 278.6 285.7 937.3 174,080 1,818 1,295 2,591 6.51 8.6 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 17.60 17.32 18.00 17.77 18.40 18.22 18.90 18.68 19.40 19.15 19.80 19.59 20.30 20.06 20.70 20.53 21.20 20.98 21.70 21.45 22.10 21.90 22.60 22.36 23.00 22.81 23.50 23.27 24.00 23.74 24.40 24.21 24.90 24.65 25.40 25.12 25.80 25.58 26.30 26.03 26.70 26.49 27.20 26.94 27.60 27.40 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.26 29.90 29.71 30.40 30.16 30.90 30.62 31.30 31.08 31.80 31.54 32.20 32.01 32.70 32.47 33.20 32.93 33.60 33.39 34.10 33.84 (SBT)Ic B q (SBT)Bq F C (%)qt.1.net (Mpa)c R αvs (m/s)V s (m/s)V s (ft/s)G 0(kPa)G 0(tsf)E' (tsf)M (tsf)σp ' (tsf)OCR 6 0.00 1 1.69 34.2 0.40 273.5 286.7 292.6 960.0 183,695 1,918 1,359 2,718 6.62 8.6 6 0.00 1 2.03 37.2 0.39 273.5 296.7 312.0 1,023.5 211,988 2,214 1,545 3,090 7.08 9.0 6 0.00 1 4.37 36.7 0.39 273.5 363.4 344.1 1,129.0 264,178 2,759 1,879 3,759 7.09 8.8 6 0.00 1 4.43 33.3 0.40 273.5 365.0 329.3 1,080.5 239,554 2,502 1,722 3,443 6.69 8.1 6 0.00 1 3.83 30.6 0.40 273.5 348.2 309.7 1,016.2 208,717 2,180 1,523 3,045 6.38 7.6 6 0.00 1 4.24 29.7 0.41 273.5 359.7 311.2 1,020.9 210,904 2,202 1,537 3,074 6.30 7.3 6 0.00 1 4.07 31.6 0.40 273.5 354.9 320.4 1,051.1 224,934 2,349 1,629 3,258 6.65 7.6 6 0.00 1 5.31 30.9 0.40 273.5 389.6 333.0 1,092.5 245,318 2,562 1,760 3,520 6.60 7.4 6 0.00 1 5.11 30.9 0.40 273.5 384.0 331.9 1,089.0 243,452 2,542 1,749 3,498 6.67 7.3 6 0.00 1 5.66 30.6 0.40 273.5 399.3 338.4 1,110.2 254,096 2,653 1,817 3,635 6.69 7.2 6 0.00 1 5.09 28.9 0.41 273.5 383.5 323.0 1,059.6 228,865 2,390 1,656 3,311 6.47 6.8 6 0.00 1 3.55 28.4 0.41 273.5 340.3 302.9 993.7 197,890 2,067 1,456 2,912 6.45 6.7 6 0.00 1 2.64 29.5 0.41 273.5 314.2 297.9 977.4 190,370 1,988 1,409 2,817 6.69 6.8 6 0.00 1 3.02 30.0 0.41 273.5 325.3 306.6 1,005.9 203,067 2,121 1,492 2,984 6.82 6.9 6 0.00 1 4.99 31.2 0.40 273.5 380.7 339.4 1,113.5 255,225 2,665 1,828 3,656 7.06 7.0 6 0.00 1 5.96 30.6 0.40 273.5 407.8 349.3 1,145.9 272,115 2,842 1,936 3,872 7.03 6.8 6 0.00 1 5.50 29.9 0.41 273.5 394.9 340.6 1,117.5 257,210 2,686 1,841 3,683 6.96 6.6 6 0.00 1 6.71 27.9 0.41 273.5 428.5 343.8 1,128.1 262,841 2,745 1,876 3,753 6.68 6.3 6 0.00 1 8.69 24.4 0.42 273.6 483.6 342.6 1,123.9 260,882 2,724 1,863 3,725 6.10 5.6 6 0.00 1 7.29 22.7 0.43 273.6 444.7 318.3 1,044.4 221,215 2,310 1,608 3,217 5.84 5.3 6 0.00 1 6.98 24.3 0.42 273.6 436.0 326.8 1,072.2 234,486 2,449 1,695 3,390 6.17 5.5 6 0.00 1 6.56 25.0 0.42 273.6 424.3 328.2 1,076.7 236,512 2,470 1,709 3,419 6.35 5.6 6 0.00 1 6.23 26.2 0.42 273.5 415.2 333.2 1,093.0 244,467 2,553 1,762 3,523 6.61 5.7 6 0.00 1 6.42 25.3 0.42 273.5 420.4 330.5 1,084.5 240,193 2,508 1,734 3,468 6.49 5.6 6 0.00 1 7.34 25.8 0.42 273.5 446.2 345.3 1,132.9 264,843 2,766 1,892 3,785 6.64 5.6 6 0.00 1 6.53 25.9 0.42 273.5 423.5 337.8 1,108.2 251,939 2,631 1,811 3,622 6.70 5.6 6 0.00 1 6.59 25.3 0.42 273.5 425.3 335.9 1,102.0 248,758 2,598 1,791 3,581 6.64 5.4 6 0.00 1 7.85 24.4 0.42 273.6 460.3 343.8 1,127.8 262,070 2,737 1,876 3,751 6.49 5.2 6 0.00 1 8.20 25.1 0.42 273.6 469.9 353.3 1,159.1 278,479 2,908 1,981 3,962 6.67 5.3 6 0.00 1 3.98 23.5 0.42 273.6 352.4 297.4 975.8 188,516 1,969 1,404 2,808 6.42 5.0 6 0.00 1 5.86 22.1 0.43 273.6 404.9 310.1 1,017.5 207,588 2,168 1,526 3,053 6.16 4.8 6 0.00 1 7.47 23.0 0.42 273.6 449.6 333.7 1,094.7 244,869 2,557 1,767 3,534 6.36 4.9 6 0.00 1 7.23 23.6 0.42 273.6 442.9 336.5 1,104.1 249,479 2,605 1,798 3,595 6.53 4.9 6 0.00 1 8.30 21.6 0.43 273.6 472.8 333.8 1,095.3 245,188 2,560 1,769 3,538 6.14 4.6 6 0.00 1 8.94 19.8 0.43 273.6 490.6 327.1 1,073.3 234,307 2,447 1,699 3,397 5.79 4.3 6 0.00 1 8.72 19.1 0.44 273.6 484.4 320.2 1,050.5 223,214 2,331 1,627 3,254 5.66 4.1 6 0.00 1 7.56 21.2 0.43 273.6 452.2 326.4 1,070.7 232,703 2,430 1,690 3,381 6.17 4.4 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 34.50 34.30 35.00 34.76 35.40 35.21 35.90 35.67 36.40 36.13 36.80 36.59 37.30 37.06 37.70 37.52 38.20 37.97 38.70 38.44 39.10 38.90 39.60 39.35 40.00 39.81 40.50 40.27 41.00 40.73 41.40 41.19 41.90 41.65 42.30 42.10 42.80 42.56 43.30 43.02 43.70 43.48 44.20 43.94 44.70 44.42 45.10 44.87 45.50 45.31 46.00 45.77 46.50 46.23 47.00 46.71 47.40 47.17 47.80 47.61 48.30 48.07 48.80 48.54 49.20 49.01 49.70 49.46 50.10 49.91 50.60 50.37 51.10 50.83 (SBT)Ic B q (SBT)Bq F C (%)qt.1.net (Mpa)c R αvs (m/s)V s (m/s)V s (ft/s)G 0(kPa)G 0(tsf)E' (tsf)M (tsf)σp ' (tsf)OCR 6 0.00 1 8.39 21.8 0.43 273.6 475.3 340.3 1,116.5 255,603 2,669 1,838 3,676 6.34 4.5 6 0.00 1 8.49 22.2 0.43 273.6 477.9 345.0 1,132.0 263,583 2,753 1,890 3,779 6.46 4.5 6 0.00 1 9.11 21.4 0.43 273.6 495.1 345.2 1,132.7 263,966 2,757 1,892 3,783 6.29 4.4 6 0.00 1 8.45 23.9 0.42 273.6 476.9 359.1 1,178.0 287,908 3,007 2,046 4,093 6.90 4.7 6 0.00 1 7.86 25.9 0.42 273.5 460.4 367.7 1,206.3 303,331 3,168 2,146 4,292 7.36 5.0 6 0.00 1 8.07 26.4 0.41 273.5 466.4 374.2 1,227.8 315,440 3,294 2,223 4,446 7.50 5.0 6 0.00 1 8.99 23.7 0.42 273.6 491.7 365.9 1,200.4 300,096 3,134 2,125 4,250 6.96 4.6 6 0.00 1 9.21 22.9 0.42 273.6 498.1 363.1 1,191.4 295,069 3,081 2,093 4,186 6.82 4.5 6 0.00 1 8.66 23.7 0.42 273.6 482.7 364.3 1,195.4 297,103 3,103 2,107 4,214 7.04 4.5 6 0.00 1 9.61 22.4 0.43 273.6 509.0 364.6 1,196.2 297,684 3,109 2,110 4,220 6.77 4.3 6 0.00 1 9.50 22.5 0.43 273.6 506.0 364.9 1,197.3 298,206 3,114 2,114 4,228 6.82 4.3 6 0.00 1 9.88 21.6 0.43 273.6 516.6 362.9 1,190.7 294,549 3,076 2,091 4,181 6.65 4.2 6 0.00 1 9.13 21.2 0.43 273.6 495.7 352.6 1,156.7 275,960 2,882 1,973 3,946 6.58 4.1 6 0.00 1 9.23 21.5 0.43 273.6 498.6 357.0 1,171.1 283,636 2,962 2,022 4,045 6.69 4.1 6 0.00 1 9.60 21.3 0.43 273.6 508.9 359.9 1,180.7 288,839 3,016 2,056 4,111 6.67 4.0 6 0.00 1 9.23 22.2 0.43 273.6 498.5 364.2 1,194.9 296,466 3,096 2,105 4,210 6.92 4.1 6 0.00 1 9.52 22.6 0.43 273.6 506.6 371.7 1,219.6 310,303 3,240 2,193 4,387 7.06 4.2 6 0.00 1 9.75 21.7 0.43 273.6 512.9 367.0 1,204.0 301,509 3,149 2,137 4,275 6.86 4.0 6 0.00 1 10.90 18.0 0.44 273.6 544.9 346.9 1,138.1 266,033 2,778 1,910 3,820 5.96 3.5 6 0.00 1 11.84 16.5 0.45 273.6 571.2 341.1 1,119.0 256,275 2,676 1,846 3,693 5.57 3.2 6 0.00 1 13.20 15.2 0.45 273.6 609.8 339.4 1,113.4 253,540 2,648 1,828 3,656 5.21 3.0 6 0.00 1 12.78 14.4 0.46 273.7 597.7 328.3 1,077.2 235,353 2,458 1,711 3,422 5.01 2.8 6 0.00 1 12.71 14.3 0.46 273.7 595.9 327.8 1,075.4 234,415 2,448 1,705 3,410 5.01 2.8 6 0.00 1 12.97 13.4 0.46 273.7 603.1 319.9 1,049.4 221,872 2,317 1,624 3,248 4.75 2.6 6 0.00 1 13.21 13.1 0.46 273.7 610.0 318.8 1,045.8 220,120 2,299 1,613 3,225 4.67 2.6 6 0.00 1 13.30 13.2 0.46 273.7 612.5 321.0 1,053.3 223,645 2,335 1,636 3,272 4.71 2.6 6 0.00 1 12.01 14.9 0.45 273.7 576.2 330.9 1,085.6 239,124 2,497 1,738 3,476 5.26 2.8 6 0.00 1 9.63 18.2 0.44 273.6 509.6 343.8 1,127.8 260,067 2,716 1,876 3,751 6.26 3.3 6 0.00 1 8.78 19.9 0.43 273.6 486.1 351.2 1,152.1 272,519 2,846 1,957 3,915 6.75 3.6 6 0.00 1 10.07 20.7 0.43 273.6 522.0 370.8 1,216.4 307,826 3,215 2,182 4,364 6.95 3.6 6 0.00 1 10.17 20.3 0.43 273.6 524.8 369.7 1,213.0 305,872 3,194 2,170 4,339 6.89 3.6 6 0.00 1 10.66 20.0 0.43 273.6 538.5 372.1 1,220.9 310,332 3,241 2,198 4,396 6.81 3.5 6 0.00 1 11.27 18.9 0.44 273.6 555.4 368.4 1,208.6 303,445 3,169 2,154 4,307 6.53 3.3 6 0.00 1 12.41 17.9 0.44 273.6 587.4 370.1 1,214.4 306,857 3,204 2,175 4,349 6.27 3.2 6 0.00 1 10.42 17.7 0.44 273.6 531.6 350.5 1,150.0 271,462 2,835 1,950 3,900 6.25 3.1 6 0.00 1 8.70 21.2 0.43 273.6 483.7 365.7 1,199.7 297,948 3,111 2,122 4,245 7.28 3.6 6 0.00 1 7.58 24.4 0.42 273.6 452.7 378.8 1,242.8 321,976 3,362 2,278 4,555 8.15 4.0 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 51.50 51.29 52.00 51.76 52.40 52.22 52.90 52.67 53.40 53.14 53.80 53.59 54.30 54.05 54.70 54.51 55.20 54.96 55.70 55.42 56.10 55.88 56.40 56.25 (SBT)Ic B q (SBT)Bq F C (%)qt.1.net (Mpa)c R αvs (m/s)V s (m/s)V s (ft/s)G 0(kPa)G 0(tsf)E' (tsf)M (tsf)σp ' (tsf)OCR 6 0.00 1 8.63 24.3 0.42 273.6 481.8 390.5 1,281.3 344,763 3,600 2,421 4,842 8.13 4.0 6 0.00 1 9.76 21.8 0.43 273.6 513.3 383.6 1,258.4 331,443 3,461 2,335 4,670 7.50 3.6 6 0.00 1 10.14 20.9 0.43 273.6 524.0 380.7 1,249.0 325,893 3,403 2,300 4,600 7.28 3.5 6 0.00 1 9.92 21.5 0.43 273.6 517.6 384.4 1,261.2 332,937 3,477 2,345 4,691 7.48 3.5 6 0.00 1 9.64 20.4 0.43 273.6 509.8 372.5 1,222.1 310,282 3,240 2,202 4,404 7.20 3.4 6 0.00 1 11.58 17.9 0.44 273.6 564.1 368.7 1,209.6 303,573 3,170 2,157 4,315 6.48 3.0 5 0.00 1 17.50 11.2 0.47 273.7 732.7 336.9 1,105.2 249,448 2,605 1,801 3,602 4.30 2.0 4 0.00 1 37.45 4.4 0.54 273.9 1,358.9 296.5 972.8 184,761 1,929 958 22.82 12.1 6 0.00 1 14.16 10.5 0.48 273.7 636.9 306.7 1,006.1 200,920 2,098 1,493 2,985 4.14 1.9 6 0.00 1 13.45 12.5 0.47 273.7 616.7 327.4 1,074.2 232,770 2,431 1,702 3,403 4.84 2.2 6 0.00 1 11.43 14.7 0.46 273.7 559.8 337.5 1,107.2 248,746 2,598 1,808 3,615 5.61 2.5 6 0.00 1 10.60 17.9 0.44 273.6 536.7 363.1 1,191.2 292,851 3,058 2,092 4,184 6.62 3.0 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 0.50 0.26 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.62 3.30 3.08 3.80 3.54 4.20 3.99 4.70 4.46 5.10 4.91 5.60 5.36 6.10 5.83 6.50 6.28 7.00 6.75 7.40 7.22 7.90 7.67 8.40 8.12 8.80 8.58 9.30 9.04 9.70 9.50 10.20 9.95 10.60 10.41 11.10 10.87 11.60 11.34 12.00 11.81 12.50 12.25 13.00 12.71 13.40 13.18 13.80 13.63 14.30 14.08 14.80 14.56 15.20 15.03 15.70 15.48 16.20 15.93 16.60 16.38 17.10 16.84 S t Su (tsf)S u/σ v0'φ (°)c' (tsf)Cc/(1+e 0 )(%)Cr /(1+e 0 )(%)μFC μ LL μ PI K 0 DR (%)N 60L&B (N 60)Ic (N 1)60I&B CN 45.6 0.00 0.10 0.03 0.0 5.5 1.6 1.69 100.0 41.5 33.9 63.7 1.70 43.8 0.01 0.25 0.08 0.0 7.0 2.1 1.45 89.6 28.3 25.4 43.2 1.70 44.2 0.02 0.23 0.08 0.0 7.2 2.1 1.50 92.5 30.8 26.1 47.3 1.70 44.6 0.02 0.22 0.07 0.0 7.3 2.2 1.55 95.3 33.5 28.6 51.4 1.70 43.4 0.02 0.26 0.09 3.6 8.2 2.5 1.41 87.2 26.3 23.1 39.8 1.70 42.4 0.03 0.40 0.13 10.1 9.2 2.8 1.29 79.6 21.0 19.1 30.5 1.70 41.8 0.03 0.43 0.14 14.0 9.8 3.0 1.23 75.8 23.4 17.1 26.5 1.70 41.5 0.03 0.46 0.15 16.8 10.2 3.2 1.19 73.4 21.8 16.1 24.2 1.70 40.6 0.03 0.52 0.17 21.7 11.1 3.5 1.11 67.6 18.3 13.9 19.2 1.70 41.0 0.03 0.49 0.16 21.2 11.0 3.4 1.14 70.0 19.7 14.7 21.2 1.70 40.5 0.03 0.53 0.18 24.6 11.6 3.6 1.09 66.5 17.7 13.4 18.3 1.70 40.9 0.04 0.50 0.17 23.3 11.4 3.6 1.14 69.0 19.5 14.5 20.4 1.70 42.5 0.06 0.32 0.11 16.6 10.2 3.1 1.31 76.9 21.8 19.6 28.4 1.70 42.9 0.06 0.31 0.10 15.2 10.0 3.1 1.32 78.7 24.0 21.4 30.4 1.65 42.6 0.06 0.32 0.11 16.3 10.1 3.1 1.26 77.5 23.6 21.3 29.0 1.59 42.4 0.06 0.32 0.11 17.0 10.3 3.2 1.22 76.7 23.4 21.1 28.1 1.55 43.4 0.07 0.29 0.10 12.6 9.5 2.9 1.31 82.2 28.9 25.4 34.3 1.53 43.9 0.08 0.27 0.09 10.1 9.2 2.8 1.35 85.3 32.6 28.2 38.0 1.50 44.1 0.08 0.26 0.09 8.8 9.0 2.7 1.37 86.9 34.9 30.4 40.0 1.48 44.3 0.09 0.25 0.08 8.1 8.9 2.7 1.37 87.8 36.4 31.4 41.1 1.46 43.6 0.08 0.27 0.09 11.1 9.3 2.8 1.29 84.3 32.5 27.5 36.7 1.44 42.9 0.07 0.30 0.10 14.3 9.8 3.0 1.20 80.4 28.5 24.7 32.1 1.42 42.2 0.07 0.33 0.11 18.1 10.4 3.2 1.11 75.8 24.5 21.1 27.0 1.40 42.5 0.07 0.32 0.11 16.5 10.2 3.1 1.14 77.9 26.6 22.6 29.2 1.38 42.8 0.08 0.30 0.10 14.9 9.9 3.1 1.16 79.9 28.8 24.3 31.4 1.37 44.3 0.09 0.25 0.08 7.6 8.8 2.7 1.30 89.0 39.7 33.0 42.6 1.35 45.3 0.11 0.22 0.07 2.9 8.1 2.4 1.40 95.5 41.0 40.6 51.7 1.33 45.6 0.12 0.21 0.07 1.2 7.9 2.4 1.43 98.1 53.5 44.9 55.8 1.32 45.9 0.12 0.20 0.07 0.0 7.7 2.3 1.46 100.0 57.9 49.2 60.0 1.30 46.2 0.13 0.20 0.07 0.0 7.5 2.2 1.48 100.0 62.1 54.7 64.0 1.28 46.1 0.13 0.20 0.07 0.0 7.6 2.3 1.45 100.0 61.2 53.2 62.6 1.27 45.8 0.13 0.20 0.07 0.0 7.7 2.3 1.41 100.0 59.3 51.6 60.3 1.25 45.1 0.12 0.22 0.07 3.1 8.2 2.5 1.32 96.0 51.9 45.2 52.4 1.23 44.6 0.11 0.23 0.08 6.0 8.6 2.6 1.25 92.0 46.5 39.7 46.7 1.22 44.7 0.11 0.23 0.08 5.4 8.5 2.6 1.25 93.0 40.0 39.8 48.0 1.21 45.1 0.12 0.22 0.07 3.4 8.2 2.5 1.29 95.8 43.8 43.4 52.2 1.19 45.5 0.13 0.20 0.07 1.0 7.9 2.4 1.33 99.4 49.0 49.6 58.0 1.18 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 17.60 17.32 18.00 17.77 18.40 18.22 18.90 18.68 19.40 19.15 19.80 19.59 20.30 20.06 20.70 20.53 21.20 20.98 21.70 21.45 22.10 21.90 22.60 22.36 23.00 22.81 23.50 23.27 24.00 23.74 24.40 24.21 24.90 24.65 25.40 25.12 25.80 25.58 26.30 26.03 26.70 26.49 27.20 26.94 27.60 27.40 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.26 29.90 29.71 30.40 30.16 30.90 30.62 31.30 31.08 31.80 31.54 32.20 32.01 32.70 32.47 33.20 32.93 33.60 33.39 34.10 33.84 St S u (tsf)Su/σ v0'φ (°)c' (tsf)Cc/(1+e 0)(%)C r/(1+e 0)(%)μFC μ LL μ PI K 0 DR (%)N 60L&B (N 60)Ic (N 1)60I&B CN 45.6 0.13 0.20 0.07 0.8 7.9 2.4 1.32 99.8 59.9 50.9 58.8 1.17 46.0 0.14 0.20 0.07 0.0 7.6 2.3 1.36 100.0 65.8 56.4 64.2 1.16 45.9 0.14 0.20 0.07 0.0 7.6 2.3 1.34 100.0 65.4 59.0 63.5 1.14 45.4 0.13 0.20 0.07 1.5 7.9 2.4 1.28 99.1 59.7 53.9 57.6 1.13 45.0 0.13 0.22 0.07 3.5 8.2 2.5 1.23 96.4 55.3 49.4 53.1 1.12 44.8 0.13 0.22 0.07 4.2 8.3 2.5 1.20 95.5 54.1 48.7 51.6 1.11 45.1 0.13 0.21 0.07 2.7 8.1 2.4 1.23 97.7 58.1 52.1 55.2 1.10 45.0 0.13 0.31 0.10 3.3 8.2 2.5 1.21 97.0 57.2 52.5 54.0 1.09 45.0 0.13 0.31 0.10 3.2 8.2 2.5 1.20 97.1 57.6 52.8 54.2 1.08 45.0 0.13 0.31 0.10 3.4 8.2 2.5 1.18 96.9 57.6 53.3 53.9 1.07 44.7 0.13 0.32 0.11 4.9 8.4 2.5 1.15 95.0 54.7 50.0 50.9 1.06 44.6 0.13 0.22 0.07 5.3 8.5 2.6 1.13 94.5 54.2 48.1 50.2 1.05 44.7 0.13 0.22 0.07 4.3 8.3 2.5 1.15 95.9 56.8 49.3 52.4 1.04 44.8 0.14 0.21 0.07 3.9 8.3 2.5 1.15 96.6 58.1 50.9 53.4 1.03 45.0 0.14 0.31 0.10 3.0 8.1 2.5 1.16 97.9 60.8 55.5 55.6 1.02 44.9 0.14 0.31 0.10 3.4 8.2 2.5 1.14 97.4 60.1 55.9 54.7 1.01 44.8 0.14 0.31 0.10 4.0 8.3 2.5 1.12 96.7 59.1 54.5 53.5 1.01 44.4 0.13 0.32 0.11 5.7 8.5 2.6 1.08 94.4 69.3 52.3 50.1 1.00 43.8 0.12 0.43 0.14 9.0 9.0 2.7 1.02 91.1 61.1 47.7 43.6 0.99 43.4 0.12 0.36 0.12 10.7 9.2 2.8 0.98 87.7 57.4 43.7 40.5 0.98 43.7 0.12 0.34 0.11 9.1 9.0 2.7 1.01 90.0 49.3 46.7 43.7 0.97 43.9 0.13 0.34 0.11 8.4 8.9 2.7 1.01 91.1 51.1 48.1 45.2 0.97 44.1 0.13 0.33 0.11 7.3 8.7 2.7 1.03 92.7 53.8 50.3 47.6 0.96 43.9 0.13 0.34 0.11 8.1 8.9 2.7 1.01 91.6 52.3 49.1 46.0 0.95 44.0 0.13 0.33 0.11 7.6 8.8 2.7 1.01 92.4 67.2 51.3 47.2 0.94 44.0 0.13 0.33 0.11 7.5 8.8 2.7 1.01 92.6 54.2 51.0 47.4 0.94 43.9 0.13 0.33 0.11 8.0 8.9 2.7 0.99 91.9 53.4 50.3 46.4 0.93 43.7 0.13 0.34 0.11 9.0 9.0 2.7 0.97 90.8 64.6 49.8 44.5 0.92 43.8 0.13 0.33 0.11 8.3 8.9 2.7 0.98 92.1 66.9 51.8 46.1 0.92 43.6 0.13 0.25 0.08 9.8 9.1 2.8 0.95 89.6 50.6 45.3 43.0 0.91 43.2 0.12 0.36 0.12 11.3 9.3 2.9 0.92 87.6 47.9 44.5 40.1 0.91 43.4 0.13 0.35 0.12 10.4 9.2 2.8 0.93 88.9 49.9 47.7 41.9 0.90 43.5 0.13 0.34 0.11 9.8 9.1 2.8 0.94 89.9 51.5 49.0 43.3 0.89 43.1 0.12 0.36 0.12 11.9 9.4 2.9 0.90 87.4 59.4 46.1 39.1 0.89 42.7 0.12 0.51 0.17 13.9 9.8 3.0 0.86 85.7 55.0 43.1 35.4 0.88 42.5 0.11 0.54 0.18 14.8 9.9 3.0 0.84 84.0 53.4 41.7 33.9 0.88 43.0 0.12 0.36 0.12 12.3 9.5 2.9 0.88 86.5 47.5 45.5 38.5 0.87 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 34.50 34.30 35.00 34.76 35.40 35.21 35.90 35.67 36.40 36.13 36.80 36.59 37.30 37.06 37.70 37.52 38.20 37.97 38.70 38.44 39.10 38.90 39.60 39.35 40.00 39.81 40.50 40.27 41.00 40.73 41.40 41.19 41.90 41.65 42.30 42.10 42.80 42.56 43.30 43.02 43.70 43.48 44.20 43.94 44.70 44.42 45.10 44.87 45.50 45.31 46.00 45.77 46.50 46.23 47.00 46.71 47.40 47.17 47.80 47.61 48.30 48.07 48.80 48.54 49.20 49.01 49.70 49.46 50.10 49.91 50.60 50.37 51.10 50.83 St S u (tsf)Su/σ v0'φ (°)c' (tsf)Cc/(1+e 0)(%)C r/(1+e 0)(%)μFC μ LL μ PI K 0 DR (%)N 60L&B (N 60)Ic (N 1)60I&B CN 43.1 0.13 0.48 0.16 11.6 9.4 2.9 0.89 88.2 61.4 47.7 40.0 0.87 43.2 0.13 0.46 0.15 11.2 9.3 2.8 0.89 89.0 62.8 48.9 40.9 0.86 43.0 0.13 0.47 0.16 12.2 9.5 2.9 0.87 88.8 60.7 47.7 39.0 0.86 43.5 0.14 0.42 0.14 9.4 9.1 2.8 0.91 91.7 68.1 53.0 44.7 0.85 43.9 0.15 0.33 0.11 7.5 8.8 2.7 0.93 93.8 74.0 56.9 48.9 0.85 43.9 0.15 0.32 0.11 7.1 8.7 2.6 0.94 94.6 75.6 58.4 49.9 0.84 43.4 0.14 0.41 0.14 9.6 9.1 2.8 0.89 92.5 68.6 53.8 44.6 0.84 43.3 0.14 0.42 0.14 10.4 9.2 2.8 0.88 91.9 66.8 52.6 42.9 0.83 43.4 0.14 0.42 0.14 9.6 9.1 2.8 0.89 92.1 69.3 54.1 44.7 0.83 43.1 0.14 0.42 0.14 11.0 9.3 2.8 0.86 92.0 65.9 52.2 41.8 0.82 43.1 0.14 0.42 0.14 11.0 9.3 2.8 0.86 91.9 66.4 52.5 42.0 0.82 42.9 0.13 0.43 0.14 11.9 9.4 2.9 0.84 91.5 64.3 51.2 40.2 0.81 42.8 0.13 0.46 0.15 12.4 9.5 2.9 0.83 89.1 63.3 49.8 39.2 0.81 42.9 0.13 0.45 0.15 12.0 9.5 2.9 0.83 89.9 64.5 50.8 40.0 0.80 42.8 0.13 0.44 0.15 12.3 9.5 2.9 0.83 90.5 64.2 50.9 39.6 0.80 43.0 0.14 0.43 0.14 11.3 9.3 2.9 0.84 91.2 67.1 52.9 41.7 0.80 43.1 0.14 0.41 0.14 10.7 9.3 2.8 0.84 92.6 68.8 54.5 42.9 0.79 42.9 0.14 0.43 0.14 11.8 9.4 2.9 0.82 91.6 66.3 52.6 40.7 0.79 42.0 0.12 0.49 0.16 16.2 10.1 3.1 0.76 87.6 55.9 45.1 32.2 0.78 41.6 0.11 0.51 0.17 18.4 10.5 3.3 0.73 86.2 51.6 42.3 28.7 0.78 41.2 0.10 0.52 0.17 20.4 10.8 3.4 0.70 85.4 47.9 40.0 25.6 0.78 40.9 0.10 0.55 0.18 21.6 11.1 3.5 0.68 83.2 45.7 38.0 23.9 0.77 40.9 0.10 0.55 0.18 21.8 11.1 3.5 0.68 83.0 45.7 38.0 23.7 0.77 40.6 0.10 0.58 0.19 23.4 11.4 3.6 0.65 81.2 43.1 35.9 21.5 0.76 40.4 0.09 0.59 0.20 24.0 11.5 3.6 0.65 80.8 42.3 35.4 20.8 0.76 40.5 0.09 0.58 0.19 23.8 11.5 3.6 0.65 81.1 42.8 35.8 21.0 0.76 41.1 0.11 0.55 0.18 20.9 10.9 3.4 0.68 83.3 48.2 39.6 25.0 0.75 42.1 0.13 0.52 0.17 16.0 10.1 3.1 0.74 85.6 58.7 46.5 33.0 0.75 42.5 0.14 0.49 0.16 13.8 9.7 3.0 0.76 87.1 64.1 50.2 37.2 0.75 42.6 0.14 0.43 0.14 13.0 9.6 2.9 0.77 91.1 66.6 53.1 39.0 0.74 42.5 0.14 0.44 0.15 13.3 9.7 3.0 0.77 90.8 65.8 52.6 38.2 0.74 42.4 0.14 0.43 0.14 13.8 9.7 3.0 0.76 91.2 65.0 52.4 37.4 0.74 42.1 0.13 0.45 0.15 15.2 9.9 3.1 0.74 90.3 61.8 50.3 34.7 0.73 41.8 0.13 0.45 0.15 16.4 10.2 3.1 0.72 90.2 59.1 48.8 32.4 0.73 41.8 0.13 0.50 0.17 16.8 10.2 3.2 0.71 86.4 58.5 47.0 31.8 0.73 42.7 0.15 0.46 0.15 12.3 9.5 2.9 0.77 89.6 69.9 54.6 40.7 0.72 43.4 0.16 0.33 0.11 9.0 9.0 2.7 0.81 93.5 64.0 61.3 48.2 0.72 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 51.50 51.29 52.00 51.76 52.40 52.22 52.90 52.67 53.40 53.14 53.80 53.59 54.30 54.05 54.70 54.51 55.20 54.96 55.70 55.42 56.10 55.88 56.40 56.25 St S u (tsf)Su/σ v0'φ (°)c' (tsf)Cc/(1+e 0)(%)C r/(1+e 0)(%)μFC μ LL μ PI K 0 DR (%)N 60L&B (N 60)Ic (N 1)60I&B CN 43.3 0.16 0.39 0.13 9.1 9.0 2.7 0.81 94.3 79.9 62.3 48.0 0.72 42.8 0.15 0.41 0.14 11.7 9.4 2.9 0.77 92.9 72.4 57.5 42.3 0.71 42.6 0.15 0.42 0.14 12.7 9.6 2.9 0.75 92.2 69.9 55.9 40.1 0.71 42.7 0.15 0.41 0.14 12.0 9.4 2.9 0.76 92.9 72.2 57.5 41.8 0.71 42.5 0.14 0.45 0.15 13.3 9.6 3.0 0.74 90.3 68.8 54.6 38.9 0.71 41.8 0.13 0.46 0.15 16.5 10.2 3.1 0.70 89.2 61.1 49.9 32.6 0.70 39.5 0.09 0.71 0.24 27.8 12.2 3.9 0.56 79.5 52.7 35.0 16.5 0.70 2.1 4.89 2.59 34.8 4.89 0.45 0.15 50.1 17.7 5.8 3.14 27.2 18.8 1.0 0.70 39.3 0.08 0.67 0.22 29.2 12.5 4.0 0.55 75.4 37.7 32.0 15.1 0.69 40.1 0.10 0.60 0.20 25.1 11.7 3.7 0.59 79.8 44.3 37.2 19.6 0.69 40.9 0.11 0.57 0.19 21.2 11.0 3.4 0.63 82.3 51.7 42.1 24.8 0.69 41.8 0.13 0.48 0.16 16.5 10.2 3.1 0.69 87.7 62.2 50.1 32.8 0.69 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 0.50 0.26 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.62 3.30 3.08 3.80 3.54 4.20 3.99 4.70 4.46 5.10 4.91 5.60 5.36 6.10 5.83 6.50 6.28 7.00 6.75 7.40 7.22 7.90 7.67 8.40 8.12 8.80 8.58 9.30 9.04 9.70 9.50 10.20 9.95 10.60 10.41 11.10 10.87 11.60 11.34 12.00 11.81 12.50 12.25 13.00 12.71 13.40 13.18 13.80 13.63 14.30 14.08 14.80 14.56 15.20 15.03 15.70 15.48 16.20 15.93 16.60 16.38 17.10 16.84 (N 1)60csL&R (N1 )60csIc (N 1)60csI&B (N 1)60qc1ncs r d MSF K σ K α CSR 7.5 CRR 7.5 FS τ av(tsf)p'(tsf)γmax (%)G/G0 ε v (%) 70.5 57.6 63.7 57.6 1.00 1.21 1.10 1.00 0.37 1.30 0.01 0.02 0.001 0.94 0.00 48.1 43.2 43.2 43.2 1.00 1.21 1.10 1.00 0.37 1.30 0.02 0.06 0.002 0.89 0.00 52.4 44.4 47.3 44.4 1.00 1.21 1.10 1.00 0.37 1.30 0.04 0.10 0.005 0.82 0.00 56.9 48.5 51.4 48.5 1.00 1.21 1.10 1.00 0.36 1.30 0.05 0.15 0.006 0.82 0.00 44.7 39.3 39.8 39.3 1.00 1.21 1.10 1.00 0.36 1.30 0.07 0.17 0.010 0.74 0.01 35.6 32.5 30.5 32.5 0.99 1.19 1.10 1.00 0.37 0.68 0.08 0.20 0.015 0.65 0.02 39.8 29.1 26.5 29.0 0.99 1.14 1.10 1.00 0.39 0.36 0.09 0.22 0.024 0.54 0.03 37.2 27.5 24.2 27.9 0.99 1.11 1.10 1.00 0.39 0.28 0.11 0.25 0.031 0.49 0.04 31.5 23.9 19.3 25.1 0.99 1.07 1.10 1.00 0.41 0.18 0.12 0.27 0.052 0.36 0.08 33.7 25.2 21.2 26.0 0.99 1.09 1.10 1.00 0.40 0.21 0.13 0.30 0.056 0.36 0.08 30.4 23.0 18.4 24.1 0.99 1.07 1.10 1.00 0.41 0.17 0.15 0.32 0.089 0.27 0.14 33.3 24.8 20.5 25.3 0.99 1.08 1.10 1.00 0.40 0.20 0.16 0.36 0.088 0.29 0.13 37.1 33.3 28.4 33.3 0.98 1.15 1.10 1.00 0.38 0.42 0.17 0.43 0.047 0.46 0.05 39.7 35.4 30.4 35.4 0.98 1.17 1.10 1.00 0.37 0.57 0.19 0.47 0.044 0.49 0.05 37.6 33.9 29.0 33.9 0.98 1.16 1.10 1.00 0.38 0.46 0.20 0.49 0.047 0.48 0.05 36.3 32.7 28.1 32.7 0.98 1.15 1.10 1.00 0.38 0.41 1.07 0.21 0.50 3.021 0.71 44.1 38.9 34.3 38.9 0.98 1.21 1.10 1.00 0.37 1.27 2.00 0.23 0.55 0.000 0.00 49.0 42.5 38.0 42.5 0.98 1.21 1.10 1.00 0.38 1.30 2.00 0.24 0.58 0.000 0.00 51.7 45.0 40.0 45.0 0.97 1.21 1.10 1.00 0.39 1.30 2.00 0.25 0.60 0.000 0.00 53.1 45.8 41.1 45.8 0.97 1.21 1.10 1.00 0.40 1.30 2.00 0.27 0.62 0.000 0.00 46.7 39.5 36.7 39.5 0.97 1.21 1.10 1.00 0.41 1.30 2.00 0.28 0.61 0.000 0.00 40.5 35.0 32.1 35.0 0.97 1.20 1.10 1.00 0.42 0.81 1.92 0.29 0.60 0.165 0.03 34.3 29.6 27.0 29.6 0.97 1.14 1.10 1.00 0.45 0.36 0.80 0.30 0.58 5.355 1.30 36.8 31.3 29.2 31.3 0.97 1.16 1.10 1.00 0.45 0.49 1.10 0.32 0.60 2.893 0.65 39.3 33.3 31.4 33.3 0.96 1.19 1.10 1.00 0.44 0.72 1.61 0.33 0.63 0.895 0.19 53.6 44.5 42.6 44.5 0.96 1.21 1.10 1.00 0.44 1.30 2.00 0.34 0.70 0.000 0.00 54.6 54.1 51.7 54.1 0.96 1.21 1.10 1.00 0.45 1.30 2.00 0.36 0.76 0.000 0.00 70.3 59.1 55.8 59.1 0.96 1.21 1.10 1.00 0.45 1.30 2.00 0.37 0.79 0.000 0.00 75.2 63.9 60.0 63.9 0.96 1.21 1.10 1.00 0.46 1.30 2.00 0.38 0.82 0.000 0.00 79.6 70.1 64.0 70.1 0.95 1.21 1.10 1.00 0.46 1.30 2.00 0.40 0.85 0.000 0.00 77.5 67.3 62.6 67.3 0.95 1.21 1.10 1.00 0.47 1.30 2.00 0.41 0.86 0.000 0.00 74.1 64.5 60.3 64.5 0.95 1.21 1.10 1.00 0.47 1.30 2.00 0.42 0.87 0.000 0.00 64.0 55.7 52.4 55.7 0.95 1.21 1.10 1.00 0.47 1.30 2.00 0.44 0.84 0.000 0.00 56.7 48.4 46.7 48.4 0.95 1.21 1.10 1.00 0.48 1.30 2.00 0.45 0.83 0.000 0.00 48.3 48.0 48.0 48.0 0.94 1.21 1.10 1.00 0.48 1.30 2.00 0.46 0.85 0.000 0.00 52.4 51.9 52.2 51.9 0.94 1.21 1.10 1.00 0.48 1.30 2.00 0.48 0.88 0.000 0.00 57.9 58.6 58.0 58.6 0.94 1.21 1.10 1.00 0.48 1.30 2.00 0.49 0.92 0.000 0.00 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 17.60 17.32 18.00 17.77 18.40 18.22 18.90 18.68 19.40 19.15 19.80 19.59 20.30 20.06 20.70 20.53 21.20 20.98 21.70 21.45 22.10 21.90 22.60 22.36 23.00 22.81 23.50 23.27 24.00 23.74 24.40 24.21 24.90 24.65 25.40 25.12 25.80 25.58 26.30 26.03 26.70 26.49 27.20 26.94 27.60 27.40 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.26 29.90 29.71 30.40 30.16 30.90 30.62 31.30 31.08 31.80 31.54 32.20 32.01 32.70 32.47 33.20 32.93 33.60 33.39 34.10 33.84 (N 1)60csL&R (N1 )60csIc (N 1)60csI&B (N 1)60qc1ncs r d MSF K σ K α CSR 7.5 CRR 7.5 FS τ av(tsf)p'(tsf)γmax (%)G/G0 ε v (%) 70.1 59.5 58.8 59.5 0.94 1.21 1.09 1.00 0.49 1.30 2.00 0.50 0.94 0.000 0.00 76.2 65.2 64.2 65.2 0.94 1.21 1.09 1.00 0.49 1.30 2.00 0.51 0.98 0.000 0.00 74.9 67.5 63.5 67.5 0.93 1.21 1.08 1.00 0.50 1.30 2.00 0.53 0.99 0.000 0.00 67.6 61.0 57.6 61.0 0.93 1.21 1.07 1.00 0.50 1.30 2.00 0.54 0.98 0.000 0.00 62.0 55.3 53.1 55.3 0.93 1.21 1.07 1.00 0.51 1.30 2.00 0.55 0.97 0.000 0.00 60.0 54.0 51.6 54.0 0.93 1.21 1.06 1.00 0.51 1.30 2.00 0.57 0.97 0.000 0.00 63.9 57.3 55.2 57.3 0.93 1.21 1.06 1.00 0.52 1.30 2.00 0.58 1.01 0.000 0.00 62.4 57.3 54.0 57.3 0.92 1.21 1.05 1.00 0.52 1.30 2.00 0.59 1.02 0.000 0.00 62.2 57.0 54.2 56.6 0.92 1.21 1.05 1.00 0.52 1.30 2.00 0.61 1.03 0.000 0.00 61.7 57.1 53.9 57.8 0.92 1.21 1.04 1.00 0.53 1.30 2.00 0.62 1.04 0.000 0.00 57.9 53.0 50.9 52.6 0.92 1.21 1.03 1.00 0.53 1.30 2.00 0.63 1.04 0.000 0.00 56.8 50.4 50.2 50.4 0.92 1.21 1.03 1.00 0.54 1.30 2.00 0.64 1.05 0.000 0.00 59.0 51.3 52.4 51.3 0.91 1.21 1.02 1.00 0.54 1.30 2.00 0.65 1.07 0.000 0.00 59.9 52.5 53.4 52.5 0.91 1.21 1.02 1.00 0.54 1.30 2.00 0.67 1.09 0.000 0.00 62.2 56.8 55.6 56.8 0.91 1.21 1.01 1.00 0.55 1.30 2.00 0.68 1.12 0.000 0.00 61.2 57.0 54.7 58.2 0.91 1.21 1.01 1.00 0.55 1.30 2.00 0.69 1.13 0.000 0.00 59.6 54.9 53.5 55.3 0.90 1.21 1.00 1.00 0.55 1.30 2.00 0.70 1.13 0.000 0.00 69.7 52.6 50.1 55.0 0.90 1.21 1.00 1.00 0.56 1.30 2.00 0.72 1.12 0.000 0.00 61.8 48.3 44.2 52.8 0.90 1.21 0.99 1.00 0.56 1.30 2.00 0.73 1.10 0.000 0.00 57.0 43.5 40.7 46.0 0.90 1.21 0.99 1.00 0.56 1.30 2.00 0.74 1.09 0.000 0.00 48.5 46.0 43.8 48.3 0.89 1.21 0.98 1.00 0.57 1.30 2.00 0.75 1.12 0.000 0.00 49.8 46.8 45.3 48.7 0.89 1.21 0.98 1.00 0.57 1.30 2.00 0.76 1.14 0.000 0.00 51.9 48.6 47.6 50.0 0.89 1.21 0.97 1.00 0.57 1.30 2.00 0.78 1.17 0.000 0.00 50.2 47.1 46.0 48.8 0.89 1.21 0.97 1.00 0.57 1.30 2.00 0.79 1.17 0.000 0.00 64.3 49.1 47.4 52.1 0.89 1.21 0.97 1.00 0.58 1.30 2.00 0.80 1.19 0.000 0.00 51.3 48.2 47.4 50.1 0.88 1.21 0.96 1.00 0.58 1.30 2.00 0.81 1.21 0.000 0.00 50.1 47.2 46.5 49.1 0.88 1.21 0.96 1.00 0.58 1.30 2.00 0.82 1.21 0.000 0.00 60.7 46.8 44.8 50.2 0.88 1.21 0.95 1.00 0.58 1.30 2.00 0.83 1.21 0.000 0.00 62.6 48.5 46.5 52.5 0.88 1.21 0.95 1.00 0.59 1.30 2.00 0.84 1.24 0.000 0.00 46.1 41.3 43.0 41.3 0.87 1.21 0.95 1.00 0.59 1.30 2.00 0.86 1.23 0.000 0.00 43.6 40.5 40.1 41.3 0.87 1.21 0.95 1.00 0.59 1.30 2.00 0.87 1.22 0.000 0.00 45.6 43.6 42.1 46.3 0.87 1.21 0.94 1.00 0.59 1.30 2.00 0.88 1.24 0.000 0.00 46.7 44.4 43.5 47.0 0.87 1.21 0.93 1.00 0.59 1.30 2.00 0.89 1.27 0.000 0.00 53.9 41.9 39.6 45.3 0.86 1.21 0.94 1.00 0.59 1.30 2.00 0.90 1.25 0.000 0.00 49.9 39.3 36.1 43.0 0.86 1.21 0.94 1.00 0.59 1.30 2.00 0.91 1.23 0.000 0.00 48.1 37.7 34.5 41.0 0.86 1.21 0.94 1.00 0.59 1.30 2.00 0.92 1.23 0.000 0.00 42.1 40.3 38.8 42.9 0.86 1.21 0.93 1.00 0.59 1.30 2.00 0.93 1.28 0.000 0.00 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 34.50 34.30 35.00 34.76 35.40 35.21 35.90 35.67 36.40 36.13 36.80 36.59 37.30 37.06 37.70 37.52 38.20 37.97 38.70 38.44 39.10 38.90 39.60 39.35 40.00 39.81 40.50 40.27 41.00 40.73 41.40 41.19 41.90 41.65 42.30 42.10 42.80 42.56 43.30 43.02 43.70 43.48 44.20 43.94 44.70 44.42 45.10 44.87 45.50 45.31 46.00 45.77 46.50 46.23 47.00 46.71 47.40 47.17 47.80 47.61 48.30 48.07 48.80 48.54 49.20 49.01 49.70 49.46 50.10 49.91 50.60 50.37 51.10 50.83 (N 1)60csL&R (N1 )60csIc (N 1)60csI&B (N 1)60qc1ncs r d MSF K σ K α CSR 7.5 CRR 7.5 FS τ av(tsf)p'(tsf)γmax (%)G/G0 ε v (%) 54.4 42.4 40.4 45.9 0.85 1.21 0.92 1.00 0.60 1.30 2.00 0.94 1.30 0.000 0.00 55.3 43.1 41.4 46.9 0.85 1.21 0.91 1.00 0.60 1.30 2.00 0.95 1.32 0.000 0.00 53.5 42.2 39.8 46.4 0.85 1.21 0.91 1.00 0.60 1.30 2.00 0.96 1.32 0.000 0.00 59.2 46.2 45.3 50.1 0.85 1.21 0.90 1.00 0.61 1.30 2.00 0.97 1.37 0.000 0.00 63.6 49.0 49.2 52.6 0.84 1.21 0.90 1.00 0.61 1.30 2.00 0.98 1.41 0.000 0.00 64.7 50.1 50.3 54.0 0.84 1.21 0.90 1.00 0.61 1.30 2.00 0.99 1.43 0.000 0.00 58.9 46.3 45.3 50.9 0.84 1.21 0.89 1.00 0.61 1.30 2.00 1.00 1.41 0.000 0.00 57.1 45.1 43.7 49.7 0.84 1.21 0.89 1.00 0.61 1.30 2.00 1.01 1.41 0.000 0.00 58.6 45.9 45.3 50.0 0.83 1.21 0.89 1.00 0.61 1.30 2.00 1.02 1.43 0.000 0.00 55.9 44.5 42.8 49.4 0.83 1.21 0.88 1.00 0.62 1.30 2.00 1.03 1.42 0.000 0.00 56.0 44.4 42.9 49.3 0.83 1.21 0.88 1.00 0.62 1.30 2.00 1.04 1.43 0.000 0.00 54.2 43.3 41.3 48.4 0.83 1.21 0.88 1.00 0.62 1.30 2.00 1.05 1.43 0.000 0.00 52.6 41.5 39.9 45.7 0.82 1.21 0.88 1.00 0.62 1.30 2.00 1.06 1.44 0.000 0.00 53.4 42.2 40.8 46.5 0.82 1.21 0.87 1.00 0.62 1.30 2.00 1.07 1.45 0.000 0.00 53.1 42.2 40.5 46.9 0.82 1.21 0.87 1.00 0.62 1.30 2.00 1.08 1.46 0.000 0.00 55.0 43.4 42.5 47.9 0.82 1.21 0.86 1.00 0.62 1.30 2.00 1.09 1.49 0.000 0.00 56.2 44.6 43.8 49.5 0.81 1.21 0.86 1.00 0.62 1.30 2.00 1.10 1.51 0.000 0.00 54.0 43.1 41.7 47.9 0.81 1.21 0.86 1.00 0.63 1.30 2.00 1.11 1.51 0.000 0.00 46.0 37.4 33.8 42.5 0.81 1.21 0.87 1.00 0.61 1.30 2.00 1.12 1.45 0.000 0.00 42.9 35.4 30.7 40.9 0.81 1.21 0.87 1.00 0.61 1.30 2.00 1.13 1.43 0.000 0.00 40.5 34.2 28.2 40.5 0.80 1.21 0.88 1.00 0.61 1.30 2.00 1.14 1.41 0.000 0.00 38.4 32.2 26.3 37.7 0.80 1.21 0.88 1.00 0.60 1.30 2.00 1.14 1.40 0.000 0.00 38.2 32.0 26.1 37.3 0.80 1.21 0.88 1.00 0.60 1.30 2.00 1.15 1.41 0.000 0.00 36.0 30.3 24.0 35.5 0.80 1.21 0.89 1.00 0.60 0.98 1.64 1.16 1.39 0.849 0.17 35.4 29.9 23.4 35.1 0.79 1.21 0.89 1.00 0.60 0.88 1.48 1.17 1.40 1.336 0.27 35.6 30.1 23.7 35.5 0.79 1.21 0.89 1.00 0.60 0.95 1.59 1.18 1.41 0.972 0.20 39.0 32.4 27.1 37.3 0.79 1.21 0.87 1.00 0.60 1.30 2.00 1.19 1.46 0.000 0.00 45.7 36.3 34.0 40.3 0.79 1.21 0.86 1.00 0.61 1.30 2.00 1.20 1.55 0.000 0.00 49.2 38.6 37.8 42.1 0.78 1.21 0.85 1.00 0.62 1.30 2.00 1.20 1.60 0.000 0.00 51.5 41.3 40.1 46.2 0.78 1.21 0.82 1.00 0.64 1.30 2.00 1.21 1.62 0.000 0.00 50.8 40.8 39.5 45.7 0.78 1.21 0.82 1.00 0.64 1.30 2.00 1.22 1.63 0.000 0.00 50.2 40.6 38.9 46.0 0.78 1.21 0.82 1.00 0.64 1.30 2.00 1.23 1.63 0.000 0.00 47.9 39.2 36.4 44.9 0.77 1.21 0.81 1.00 0.64 1.30 2.00 1.24 1.62 0.000 0.00 46.3 38.5 34.6 45.2 0.77 1.21 0.81 1.00 0.64 1.30 2.00 1.24 1.61 0.000 0.00 44.6 36.0 33.2 40.4 0.77 1.21 0.84 1.00 0.62 1.30 2.00 1.25 1.62 0.000 0.00 51.8 40.6 41.3 44.2 0.77 1.21 0.81 1.00 0.64 1.30 1.26 1.71 0.000 0.00 46.8 44.9 48.4 47.8 0.76 1.21 0.80 1.00 0.64 1.30 1.27 1.78 0.000 0.00 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 51.50 51.29 52.00 51.76 52.40 52.22 52.90 52.67 53.40 53.14 53.80 53.59 54.30 54.05 54.70 54.51 55.20 54.96 55.70 55.42 56.10 55.88 56.40 56.25 (N 1)60csL&R (N1 )60csIc (N 1)60csI&B (N 1)60qc1ncs r d MSF K σ K α CSR 7.5 CRR 7.5 FS τ av(tsf)p'(tsf)γmax (%)G/G0 ε v (%) 58.7 45.9 48.5 50.0 0.76 1.21 0.80 1.00 0.64 1.30 1.28 1.79 0.000 0.00 53.6 42.7 43.3 47.6 0.76 1.21 0.80 1.00 0.64 1.30 1.28 1.75 0.000 0.00 51.8 41.5 41.3 46.6 0.76 1.21 0.80 1.00 0.64 1.30 1.29 1.75 0.000 0.00 53.0 42.4 42.9 47.4 0.75 1.21 0.79 1.00 0.64 1.30 1.30 1.77 0.000 0.00 50.3 40.0 39.9 44.4 0.75 1.21 0.79 1.00 0.64 1.30 1.31 1.76 0.000 0.00 45.5 37.5 34.5 43.1 0.75 1.21 0.80 1.00 0.64 1.30 1.31 1.71 0.000 0.00 42.3 29.2 20.5 38.0 0.75 1.19 0.86 1.00 0.60 0.66 2.00 1.32 1.53 27.7 20.8 6.5 8.7 0.74 1.02 0.95 1.00 0.63 1.30 2.00 1.33 5.29 29.6 25.4 18.0 30.1 0.74 1.13 0.88 1.00 0.61 0.34 2.00 1.34 1.53 33.9 28.8 22.2 33.9 0.74 1.19 0.86 1.00 0.60 0.71 2.00 1.34 1.61 38.0 31.2 26.6 35.5 0.74 1.21 0.84 1.00 0.59 1.30 1.35 1.68 0.000 0.00 44.9 36.3 34.2 41.0 0.74 1.21 0.80 1.00 0.62 1.30 1.36 1.77 0.000 0.00 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Z m(ft) 0.50 0.26 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.62 3.30 3.08 3.80 3.54 4.20 3.99 4.70 4.46 5.10 4.91 5.60 5.36 6.10 5.83 6.50 6.28 7.00 6.75 7.40 7.22 7.90 7.67 8.40 8.12 8.80 8.58 9.30 9.04 9.70 9.50 10.20 9.95 10.60 10.41 11.10 10.87 11.60 11.34 12.00 11.81 12.50 12.25 13.00 12.71 13.40 13.18 13.80 13.63 14.30 14.08 14.80 14.56 15.20 15.03 15.70 15.48 16.20 15.93 16.60 16.38 17.10 16.84 ΔSi ΣS i (in)ΔD i LDI (in)ΣD i (in)γmax (%)Pd G/G 0Pd ε v (%)Pd ΔSi ΣS i (in)Pd FCYi Vs (m/s)Pd N 1jpcs FC IB (I c)TZ q c0 (tsf) 0.00 0.22 0.001 0.93 0.00 0.00 0.23 0.00 237.50 80.41 5.41 219.5 0.00 0.22 0.003 0.86 0.00 0.00 0.23 5.03 224.21 57.79 9.34 149.6 0.00 0.22 0.004 0.81 0.00 0.00 0.23 2.63 226.35 57.10 6.86 163.0 0.00 0.22 0.006 0.78 0.00 0.00 0.23 1.92 226.55 60.10 7.08 177.1 0.00 0.22 0.009 0.72 0.01 0.00 0.23 3.65 219.08 47.01 8.37 139.1 0.00 0.22 0.013 0.66 0.01 0.00 0.23 6.01 212.44 37.74 9.99 110.9 0.00 0.22 0.017 0.61 0.02 0.00 0.22 6.19 209.10 32.70 10.11 98.9 0.00 0.21 0.022 0.56 0.03 0.00 0.22 7.24 206.53 30.20 10.77 92.2 0.00 0.21 0.029 0.51 0.05 0.00 0.22 9.10 202.67 25.90 11.87 77.6 0.00 0.20 0.034 0.48 0.05 0.00 0.22 7.99 202.81 26.25 11.22 83.3 0.01 0.20 0.043 0.43 0.08 0.00 0.21 8.90 200.22 23.57 11.76 75.0 0.01 0.19 0.049 0.40 0.08 0.00 0.21 7.53 200.85 24.37 10.95 82.5 0.00 0.19 0.046 0.43 0.06 0.00 0.21 4.91 206.47 31.41 9.26 115.4 0.00 0.18 0.050 0.42 0.06 0.00 0.20 4.43 207.81 33.44 8.93 127.0 0.00 0.18 0.055 0.40 0.07 0.00 0.20 5.26 208.76 32.46 9.50 124.8 0.03 0.15 3.021 0.89 0.04 0.16 5.23 210.40 31.53 9.48 123.7 0.00 0.15 0.000 0.00 0.00 0.16 3.76 216.27 37.50 8.45 152.7 0.00 0.15 0.000 0.00 0.00 0.16 2.77 220.37 41.12 7.72 172.4 0.00 0.15 0.000 0.00 0.00 0.16 3.05 222.81 43.68 7.93 184.6 0.00 0.15 0.000 0.00 0.00 0.16 2.48 225.10 44.59 7.50 192.7 0.00 0.15 0.000 0.00 0.00 0.16 2.22 224.32 38.52 6.74 171.7 0.00 0.15 0.165 0.04 0.00 0.15 2.41 221.88 34.22 7.66 150.9 0.06 0.08 5.355 1.50 0.07 0.08 1.85 220.16 29.00 7.57 129.6 0.04 0.04 2.893 0.74 0.04 0.04 1.67 223.26 30.67 6.92 140.7 0.01 0.03 0.895 0.21 0.01 0.02 1.75 225.69 32.67 6.76 152.1 0.00 0.03 0.000 0.00 0.00 0.02 2.11 233.73 43.78 6.02 210.1 0.00 0.03 0.000 0.00 0.00 0.02 2.50 239.42 53.28 5.82 260.0 0.00 0.03 0.000 0.00 0.00 0.02 1.12 241.89 58.25 6.47 282.8 0.00 0.03 0.000 0.00 0.00 0.02 1.72 244.58 63.00 6.93 306.2 0.00 0.03 0.000 0.00 0.00 0.02 3.72 246.76 69.17 8.42 328.5 0.00 0.03 0.000 0.00 0.00 0.02 2.96 247.43 66.48 7.87 323.8 0.00 0.03 0.000 0.00 0.00 0.02 3.02 247.49 63.68 7.91 313.9 0.00 0.03 0.000 0.00 0.00 0.02 3.02 244.90 55.03 7.91 274.6 0.00 0.03 0.000 0.00 0.00 0.02 1.96 243.37 47.80 7.10 245.9 0.00 0.03 0.000 0.00 0.00 0.02 2.25 245.83 47.44 5.92 254.2 0.00 0.03 0.000 0.00 0.00 0.02 2.37 248.76 51.20 5.79 278.2 0.00 0.03 0.000 0.00 0.00 0.02 1.30 251.64 57.84 6.60 311.0 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Z m(ft) 17.60 17.32 18.00 17.77 18.40 18.22 18.90 18.68 19.40 19.15 19.80 19.59 20.30 20.06 20.70 20.53 21.20 20.98 21.70 21.45 22.10 21.90 22.60 22.36 23.00 22.81 23.50 23.27 24.00 23.74 24.40 24.21 24.90 24.65 25.40 25.12 25.80 25.58 26.30 26.03 26.70 26.49 27.20 26.94 27.60 27.40 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.26 29.90 29.71 30.40 30.16 30.90 30.62 31.30 31.08 31.80 31.54 32.20 32.01 32.70 32.47 33.20 32.93 33.60 33.39 34.10 33.84 ΔSi ΣS i (in)ΔD i LDI (in)ΣD i (in)γmax (%)Pd G/G 0Pd ε v (%)Pd ΔSi ΣS i (in)Pd FCYi Vs (m/s)Pd N 1jpcs FC IB (I c)TZ q c0 (tsf) 0.00 0.03 0.000 0.00 0.00 0.02 1.67 252.71 58.69 6.89 317.0 0.00 0.03 0.000 0.00 0.00 0.02 2.13 255.76 64.30 7.24 348.2 0.00 0.03 0.000 0.00 0.00 0.02 5.29 255.64 66.69 9.51 345.9 0.00 0.03 0.000 0.00 0.00 0.02 5.37 253.82 60.24 9.57 315.6 0.00 0.03 0.000 0.00 0.00 0.02 4.54 252.52 54.42 9.00 292.7 0.00 0.03 0.000 0.00 0.00 0.02 5.10 252.48 53.16 9.39 286.1 0.00 0.03 0.000 0.00 0.00 0.02 4.86 255.05 56.19 9.23 307.3 0.00 0.03 0.000 0.00 0.00 0.02 6.63 255.33 56.53 10.39 302.5 0.00 0.03 0.000 0.00 0.00 0.02 6.34 256.14 56.09 10.20 304.9 0.00 0.03 0.000 0.00 0.00 0.02 7.14 256.86 56.30 10.71 304.8 0.00 0.03 0.000 0.00 0.00 0.02 6.31 255.92 52.05 10.18 289.2 0.00 0.03 0.000 0.00 0.00 0.02 4.15 256.41 49.16 8.73 286.7 0.00 0.03 0.000 0.00 0.00 0.02 2.93 258.63 49.97 7.84 300.3 0.00 0.03 0.000 0.00 0.00 0.02 3.44 259.60 51.07 8.22 307.3 0.00 0.03 0.000 0.00 0.00 0.02 6.17 261.04 55.47 10.09 321.7 0.00 0.03 0.000 0.00 0.00 0.02 7.60 261.49 55.78 10.99 318.0 0.00 0.03 0.000 0.00 0.00 0.02 6.91 261.38 53.55 10.56 312.4 0.00 0.03 0.000 0.00 0.00 0.02 8.74 260.61 51.68 11.66 293.5 0.00 0.03 0.000 0.00 0.00 0.02 11.92 259.10 48.40 13.40 258.4 0.00 0.03 0.000 0.00 0.00 0.02 9.65 256.91 42.90 12.18 242.8 0.00 0.03 0.000 0.00 0.00 0.02 9.15 259.10 45.12 11.90 260.9 0.00 0.03 0.000 0.00 0.00 0.02 8.50 260.29 45.64 11.52 270.3 0.00 0.03 0.000 0.00 0.00 0.02 8.00 262.01 47.10 11.23 284.6 0.00 0.03 0.000 0.00 0.00 0.02 8.28 261.80 45.67 11.39 276.8 0.00 0.03 0.000 0.00 0.00 0.02 9.73 263.58 48.00 12.22 284.6 0.00 0.03 0.000 0.00 0.00 0.02 8.45 263.77 46.62 11.50 286.9 0.00 0.03 0.000 0.00 0.00 0.02 8.55 263.83 45.60 11.55 282.6 0.00 0.03 0.000 0.00 0.00 0.02 10.55 264.25 45.76 12.67 273.5 0.00 0.03 0.000 0.00 0.00 0.02 11.11 265.88 47.48 12.98 283.0 0.00 0.03 0.000 0.00 0.00 0.02 4.74 263.46 39.03 9.14 267.6 0.00 0.03 0.000 0.00 0.00 0.02 7.44 262.32 38.61 10.89 253.3 0.00 0.03 0.000 0.00 0.00 0.02 9.93 264.68 42.15 12.33 264.0 0.00 0.03 0.000 0.00 0.00 0.02 9.55 265.78 42.75 12.12 272.6 0.00 0.03 0.000 0.00 0.00 0.02 11.28 264.88 40.79 13.07 251.5 0.00 0.03 0.000 0.00 0.00 0.02 12.34 263.89 38.51 13.62 232.9 0.00 0.03 0.000 0.00 0.00 0.02 11.97 263.34 36.81 13.43 226.1 0.00 0.03 0.000 0.00 0.00 0.02 10.08 265.44 38.70 12.42 251.4 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Z m(ft) 34.50 34.30 35.00 34.76 35.40 35.21 35.90 35.67 36.40 36.13 36.80 36.59 37.30 37.06 37.70 37.52 38.20 37.97 38.70 38.44 39.10 38.90 39.60 39.35 40.00 39.81 40.50 40.27 41.00 40.73 41.40 41.19 41.90 41.65 42.30 42.10 42.80 42.56 43.30 43.02 43.70 43.48 44.20 43.94 44.70 44.42 45.10 44.87 45.50 45.31 46.00 45.77 46.50 46.23 47.00 46.71 47.40 47.17 47.80 47.61 48.30 48.07 48.80 48.54 49.20 49.01 49.70 49.46 50.10 49.91 50.60 50.37 51.10 50.83 ΔSi ΣS i (in)ΔD i LDI (in)ΣD i (in)γmax (%)Pd G/G 0Pd ε v (%)Pd ΔSi ΣS i (in)Pd FCYi Vs (m/s)Pd N 1jpcs FC IB (I c)TZ q c0 (tsf) 0.00 0.03 0.000 0.00 0.00 0.02 11.43 267.41 40.94 13.15 260.0 0.00 0.03 0.000 0.00 0.00 0.02 11.58 268.46 41.65 13.23 265.8 0.00 0.03 0.000 0.00 0.00 0.02 12.61 268.49 40.94 13.76 256.9 0.00 0.03 0.000 0.00 0.00 0.02 11.52 271.37 44.29 13.20 288.3 0.00 0.03 0.000 0.00 0.00 0.02 10.55 273.52 46.58 12.68 313.0 0.00 0.03 0.000 0.00 0.00 0.02 10.90 274.70 47.60 12.87 320.1 0.00 0.03 0.000 0.00 0.00 0.02 12.41 273.19 44.42 13.66 290.4 0.00 0.03 0.000 0.00 0.00 0.02 12.79 273.01 43.28 13.85 282.5 0.00 0.03 0.000 0.00 0.00 0.02 11.87 273.89 43.66 13.38 293.4 0.00 0.03 0.000 0.00 0.00 0.02 13.45 273.74 42.71 14.19 278.8 0.00 0.03 0.000 0.00 0.00 0.02 13.27 274.21 42.54 14.10 281.0 0.00 0.03 0.000 0.00 0.00 0.02 13.92 274.07 41.56 14.42 272.3 0.00 0.03 0.000 0.00 0.00 0.02 12.65 273.28 39.51 13.78 267.9 0.00 0.03 0.000 0.00 0.00 0.02 12.82 274.22 40.10 13.87 273.0 0.00 0.03 0.000 0.00 0.00 0.02 13.45 274.80 40.21 14.19 271.9 0.00 0.03 0.000 0.00 0.00 0.02 12.81 275.96 41.07 13.87 284.2 0.00 0.03 0.000 0.00 0.00 0.02 13.31 277.23 42.20 14.12 291.3 0.00 0.03 0.000 0.00 0.00 0.02 13.69 276.75 40.77 14.31 280.5 0.00 0.03 0.000 0.00 0.00 0.02 15.67 273.80 35.97 15.28 236.4 0.00 0.03 0.000 0.00 0.00 0.02 17.33 273.01 34.32 16.06 218.2 0.00 0.03 0.000 0.00 0.00 0.02 19.77 272.77 33.38 17.18 202.6 0.00 0.03 0.000 0.00 0.00 0.02 19.00 271.72 31.42 16.84 193.6 0.00 0.03 0.000 0.00 0.00 0.02 18.89 271.99 31.15 16.78 193.6 0.01 0.02 0.849 0.13 0.01 0.02 19.35 271.22 29.63 16.99 182.4 0.01 0.01 1.336 0.20 0.01 0.01 19.79 271.33 29.24 17.19 179.1 0.01 0.00 0.972 0.14 0.01 0.00 19.95 271.93 29.41 17.26 181.0 0.00 0.00 0.000 0.00 0.00 0.00 17.64 273.77 31.13 16.21 204.0 0.00 0.00 0.000 0.00 0.00 0.00 13.49 276.47 33.92 14.21 248.4 0.00 0.00 0.000 0.00 0.00 0.00 12.07 278.20 35.46 13.48 271.4 0.00 0.00 0.000 0.00 0.00 0.00 14.25 280.77 38.35 14.59 281.7 0.00 0.00 0.000 0.00 0.00 0.00 14.42 280.87 37.86 14.67 278.7 0.00 0.00 0.000 0.00 0.00 0.00 15.27 281.32 37.85 15.08 275.2 0.00 0.00 0.000 0.00 0.00 0.00 16.33 280.90 36.67 15.59 261.7 0.00 0.00 0.000 0.00 0.00 0.00 18.35 281.07 36.34 16.53 250.0 0.00 0.00 0.000 0.00 0.00 0.00 14.84 279.19 33.40 14.88 247.8 0.00 0.00 0.000 0.00 0.00 0.00 11.93 282.30 36.70 13.41 295.7 0.00 0.00 0.000 0.00 0.00 0.00 10.11 285.28 39.83 12.43 338.6 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Z m(ft) 51.50 51.29 52.00 51.76 52.40 52.22 52.90 52.67 53.40 53.14 53.80 53.59 54.30 54.05 54.70 54.51 55.20 54.96 55.70 55.42 56.10 55.88 56.40 56.25 ΔSi ΣS i (in)ΔD i LDI (in)ΣD i (in)γmax (%)Pd G/G 0Pd ε v (%)Pd ΔSi ΣS i (in)Pd FCYi Vs (m/s)Pd N 1jpcs FC IB (I c)TZ q c0 (tsf) 0.00 0.00 0.000 0.00 0.00 0.00 11.81 286.53 41.12 13.35 338.2 0.00 0.00 0.000 0.00 0.00 0.00 13.72 285.22 38.82 14.32 306.6 0.00 0.00 0.000 0.00 0.00 0.00 14.37 284.95 37.86 14.65 296.0 0.00 0.00 0.000 0.00 0.00 0.00 13.98 285.83 38.44 14.45 305.4 0.00 0.00 0.000 0.00 0.00 0.00 13.51 284.52 36.16 14.22 291.4 0.00 0.00 0.000 0.00 0.00 0.00 16.87 283.63 34.54 15.85 1.95 258.4 0.00 0.00 0.000 0.00 0.00 0.00 27.57 278.46 28.13 20.60 2.15 167.3 0.00 0.00 0.00 0.00 61.79 35.02 2.64 71.9 0.00 0.00 0.000 0.00 0.00 0.00 21.50 276.16 24.33 17.96 2.04 159.7 0.00 0.00 0.000 0.00 0.00 0.00 20.21 278.99 27.11 17.38 2.02 187.5 0.00 0.00 0.000 0.00 0.00 0.00 16.61 280.79 28.79 15.72 218.8 0.00 0.00 0.000 0.00 0.00 0.00 15.16 284.58 32.91 15.03 263.5 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Zb (ft)Z m(ft) 0.50 0.26 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.62 3.30 3.08 3.80 3.54 4.20 3.99 4.70 4.46 5.10 4.91 5.60 5.36 6.10 5.83 6.50 6.28 7.00 6.75 7.40 7.22 7.90 7.67 8.40 8.12 8.80 8.58 9.30 9.04 9.70 9.50 10.20 9.95 10.60 10.41 11.10 10.87 11.60 11.34 12.00 11.81 12.50 12.25 13.00 12.71 13.40 13.18 13.80 13.63 14.30 14.08 14.80 14.56 15.20 15.03 15.70 15.48 16.20 15.93 16.60 16.38 17.10 16.84 k (m/s)FS50 FS85 D E (qc1N)cs 1.0883E-03 1.00 352.6 1.3190E-04 1.00 240.3 4.5856E-04 1.00 261.8 4.0614E-04 1.00 284.5 2.0912E-04 1.00 223.5 9.8570E-05 1.00 178.2 9.3602E-05 1.00 158.9 7.0495E-05 1.00 150.8 4.5095E-05 1.00 132.3 5.8411E-05 1.00 138.8 4.7147E-05 1.00 127.3 6.5493E-05 1.00 136.0 1.3683E-04 1.00 185.4 1.5960E-04 1.00 198.4 1.2279E-04 1.00 188.0 1.2386E-04 1.31 1.60 0.00 181.5 2.0074E-04 2.00 2.00 0.00 220.6 2.8967E-04 2.00 2.00 0.00 245.2 2.6029E-04 2.00 2.00 0.00 258.4 3.2439E-04 2.00 2.00 0.00 265.7 4.8858E-04 2.00 2.00 0.00 233.3 2.9837E-04 2.00 2.00 0.00 202.2 3.1334E-04 0.98 1.20 0.00 171.5 4.4429E-04 1.34 1.64 0.00 184.0 4.8468E-04 1.97 2.00 0.00 196.5 7.4558E-04 2.00 2.00 0.00 268.1 8.4153E-04 2.00 2.00 0.00 327.6 5.7176E-04 2.00 2.00 0.00 351.7 4.4142E-04 2.00 2.00 0.00 375.8 2.0340E-04 2.00 2.00 0.00 398.0 2.6868E-04 2.00 2.00 0.00 387.3 2.6249E-04 2.00 2.00 0.00 370.4 2.6258E-04 2.00 2.00 0.00 320.1 4.0066E-04 2.00 2.00 0.00 283.5 7.9109E-04 2.00 2.00 0.00 290.0 8.5602E-04 2.00 2.00 0.00 314.1 5.2905E-04 2.00 2.00 0.00 347.5 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Zb (ft)Z m(ft) 17.60 17.32 18.00 17.77 18.40 18.22 18.90 18.68 19.40 19.15 19.80 19.59 20.30 20.06 20.70 20.53 21.20 20.98 21.70 21.45 22.10 21.90 22.60 22.36 23.00 22.81 23.50 23.27 24.00 23.74 24.40 24.21 24.90 24.65 25.40 25.12 25.80 25.58 26.30 26.03 26.70 26.49 27.20 26.94 27.60 27.40 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.26 29.90 29.71 30.40 30.16 30.90 30.62 31.30 31.08 31.80 31.54 32.20 32.01 32.70 32.47 33.20 32.93 33.60 33.39 34.10 33.84 k (m/s)FS50 FS85 D E (qc1N)cs 4.5140E-04 2.00 2.00 0.00 350.3 3.7348E-04 2.00 2.00 0.00 380.8 1.2184E-04 2.00 2.00 0.00 374.3 1.1895E-04 2.00 2.00 0.00 337.9 1.5429E-04 2.00 2.00 0.00 310.1 1.2888E-04 2.00 2.00 0.00 300.2 1.3898E-04 2.00 2.00 0.00 319.3 8.2926E-05 2.00 2.00 0.00 312.0 8.9813E-05 2.00 2.00 0.00 309.1 7.2409E-05 2.00 2.00 0.00 312.6 9.0540E-05 2.00 2.00 0.00 287.5 1.7532E-04 2.00 2.00 0.00 284.2 2.7231E-04 2.00 2.00 0.00 295.2 2.2488E-04 2.00 2.00 0.00 299.5 9.4228E-05 2.00 2.00 0.00 310.8 6.4447E-05 2.00 2.00 0.00 313.0 7.6941E-05 2.00 2.00 0.00 299.9 4.8982E-05 2.00 2.00 0.00 291.3 2.5126E-05 2.00 2.00 0.00 270.5 3.9946E-05 2.00 2.00 0.00 241.6 4.4548E-05 2.00 2.00 0.00 255.1 5.1773E-05 2.00 2.00 0.00 258.8 5.8353E-05 2.00 2.00 0.00 267.5 5.4483E-05 2.00 2.00 0.00 259.9 3.9210E-05 2.00 2.00 0.00 273.2 5.2313E-05 2.00 2.00 0.00 266.4 5.1096E-05 2.00 2.00 0.00 261.0 3.2998E-05 2.00 2.00 0.00 261.1 2.9443E-05 2.00 2.00 0.00 271.0 1.4443E-04 2.00 2.00 0.00 230.7 6.7018E-05 2.00 2.00 0.00 222.1 3.7566E-05 2.00 2.00 0.00 242.5 4.0806E-05 2.00 2.00 0.00 246.8 2.8453E-05 2.00 2.00 0.00 233.9 2.3209E-05 2.00 2.00 0.00 219.5 2.4900E-05 2.00 2.00 0.00 210.3 3.6402E-05 2.00 2.00 0.00 224.3 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Zb (ft)Z m(ft) 34.50 34.30 35.00 34.76 35.40 35.21 35.90 35.67 36.40 36.13 36.80 36.59 37.30 37.06 37.70 37.52 38.20 37.97 38.70 38.44 39.10 38.90 39.60 39.35 40.00 39.81 40.50 40.27 41.00 40.73 41.40 41.19 41.90 41.65 42.30 42.10 42.80 42.56 43.30 43.02 43.70 43.48 44.20 43.94 44.70 44.42 45.10 44.87 45.50 45.31 46.00 45.77 46.50 46.23 47.00 46.71 47.40 47.17 47.80 47.61 48.30 48.07 48.80 48.54 49.20 49.01 49.70 49.46 50.10 49.91 50.60 50.37 51.10 50.83 k (m/s)FS50 FS85 D E (qc1N)cs 2.7634E-05 2.00 2.00 0.00 236.5 2.6810E-05 2.00 2.00 0.00 241.0 2.2048E-05 2.00 2.00 0.00 236.1 2.7136E-05 2.00 2.00 0.00 258.0 3.2966E-05 2.00 2.00 0.00 273.4 3.0693E-05 2.00 2.00 0.00 279.8 2.2903E-05 2.00 2.00 0.00 259.5 2.1333E-05 2.00 2.00 0.00 252.7 2.5362E-05 2.00 2.00 0.00 256.6 1.8926E-05 2.00 2.00 0.00 249.6 1.9548E-05 2.00 2.00 0.00 249.3 1.7441E-05 2.00 2.00 0.00 243.2 2.1897E-05 2.00 2.00 0.00 232.4 2.1206E-05 2.00 2.00 0.00 236.3 1.8940E-05 2.00 2.00 0.00 236.8 2.1247E-05 2.00 2.00 0.00 243.4 1.9423E-05 2.00 2.00 0.00 250.4 1.8149E-05 2.00 2.00 0.00 241.6 1.2981E-05 2.00 2.00 0.00 210.3 1.0004E-05 2.00 2.00 0.00 199.5 6.9726E-06 2.00 2.00 0.00 193.7 7.7874E-06 2.00 2.00 0.00 181.4 7.9175E-06 2.00 2.00 0.00 180.0 7.4112E-06 2.00 2.00 0.00 170.4 6.9559E-06 1.80 2.00 0.00 168.2 6.8029E-06 1.95 2.00 0.00 169.7 9.5372E-06 2.00 2.00 0.00 181.7 1.8812E-05 2.00 2.00 0.00 203.2 2.4402E-05 2.00 2.00 0.00 215.3 1.6465E-05 2.00 2.00 0.00 231.7 1.5990E-05 2.00 2.00 0.00 228.9 1.3869E-05 2.00 2.00 0.00 228.6 1.1687E-05 2.00 2.00 0.00 220.8 8.5770E-06 2.00 2.00 0.00 218.6 1.4892E-05 2.00 2.00 0.00 201.5 2.5089E-05 1.00 226.8 3.6160E-05 1.00 249.8 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Zb (ft)Z m(ft) 51.50 51.29 52.00 51.76 52.40 52.22 52.90 52.67 53.40 53.14 53.80 53.59 54.30 54.05 54.70 54.51 55.20 54.96 55.70 55.42 56.10 55.88 56.40 56.25 k (m/s)FS50 FS85 D E (qc1N)cs 2.5632E-05 1.00 256.5 1.8064E-05 1.00 239.8 1.6124E-05 1.00 233.4 1.7244E-05 1.00 238.1 1.8753E-05 1.00 224.1 1.0728E-05 1.00 211.1 2.5275E-06 2.00 2.00 0.00 171.9 8.3130E-08 2.00 2.00 0.00 31.4 5.4844E-06 2.00 2.00 0.00 142.0 6.5522E-06 2.00 2.00 0.00 161.5 1.1184E-05 1.00 174.5 1.4123E-05 1.00 203.7 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:07:52 PM PA2022-002 Project:Location:Project No.: CPT No.: Figure:Liquefaction Potential - CPT DataWedge Pool House2172 E Ocean Front8643-00 CPT-2 E-3GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCECopyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial CopyPrepared at 12/12/2021 2:28:28 PMC:\Users\robma\RMC Costa Mesa Dropbox\Employee List\Expansion\Projects\8600-8699-00 RMC Project Files\8643-00 - 2172 East Oceanfront, NB\Liquefaction\CPT-2\GeoSuite_8643-00_CPT-2.csvSensitive fine grainedOrganic soils - peatsClay to silty claySilty clay to clayey siltSandy silt to silty sandSilty sand to clean sandDense sand to gravelly sandClayey sand to very stiff sandVery stiff fine grained ** Overconsolidated or cementedSilt Correction: UCLA methodEarthquake & Groundwater Information:Magnitude = 7Max. Acceleration = 0.75 gProject GW = 7 ftMaximum Settlement = 0.96 inSettl. at Bottom of Footing = 0.96 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] UCLA (2008-14); [sat] Idriss & Boulanger (2008)Lateral spreading: Idriss & Boulanger (2008)M correction: [Sand; Clay] Boulanger & Idriss(2004)σv correction: Idriss & Boulanger (2008)Stress reduction: Idriss & Boulanger (2008)05SBTn0 100 200 300qc0(tsf)|qc(tsf)024fs(tsf)123Ic00.51CSR7.5|CRR7.501FS15|FS50|FS85510152025303540455055Depth (ft)Project GWBoring GWBottom of Footing~ ~ :::, 15~ 7 ~ f\ s: ~ z ~ ~ ~ \ ~ } ~ J \ ~ '-:2_ ~ <: ~ l ■ ■ ■ ■ ■ ■ ■ ■ R McCARTHY C□NSUL TING I INC PA2022-002 Project:Location:Project No.: CPT No.: Figure:Seismic Settlement Potential - CPT DataWedge Pool House2172 E Ocean Front8643-00 CPT-2 E-4GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCECopyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial CopyPrepared at 12/12/2021 2:28:28 PMC:\Users\robma\RMC Costa Mesa Dropbox\Employee List\Expansion\Projects\8600-8699-00 RMC Project Files\8643-00 - 2172 East Oceanfront, NB\Liquefaction\CPT-2\GeoSuite_8643-00_CPT-2.csvSensitive fine grainedOrganic soils - peatsClay to silty claySilty clay to clayey siltSandy silt to silty sandSilty sand to clean sandDense sand to gravelly sandClayey sand to very stiff sandVery stiff fine grained ** Overconsolidated or cementedSilt Correction: UCLA methodEarthquake & Groundwater Information:Magnitude = 7Max. Acceleration = 0.75 gProject GW = 7 ftMaximum Settlement = 0.96 inSettl. at Bottom of Footing = 0.96 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] UCLA (2008-14); [sat] Idriss & Boulanger (2008)Lateral spreading: Idriss & Boulanger (2008)M correction: [Sand; Clay] Boulanger & Idriss(2004)σv correction: Idriss & Boulanger (2008)Stress reduction: Idriss & Boulanger (2008)05SBTn0 100 200 300qc0(tsf)|qc(tsf)024fs(tsf)123Ic00.51CSR7.5|CRR7.501FS15|FS50|FS850510γmax(%)012εv(%)00.40.8ΣSi(in)510152025303540455055Depth (ft)Project GWBoring GWBottom of Footing■ ■ ■ ■ ■ ■ ■ ■ R McCARTHY C□NSUL TING I INC -I I I p= PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m (ft)q c (tsf)f s (tsf)u 2 (tsf)qt (tsf)Rf SBT γ (pcf)σv0 (tsf)σ v0' (tsf)Q t Qtn FR SBT n Ic q c1N K c Q tn.cs 0.50 0.27 233.5 0.93 0.00 233.5 0.43 9 127 0.02 0.02 882.6 375.1 0.40 7 1.22 375.1 1.00 375.1 1.00 0.76 168.6 1.35 0.02 168.6 0.79 9 128 0.05 0.05 637.2 270.8 0.80 6 1.53 270.9 1.00 270.9 1.50 1.23 175.2 2.23 0.02 175.2 1.30 8 133 0.08 0.08 662.1 281.4 1.27 6 1.67 281.5 1.01 281.5 1.90 1.70 131.7 1.36 0.01 131.7 1.04 8 128 0.11 0.11 497.4 211.4 1.04 6 1.68 211.6 1.02 211.6 2.40 2.15 116.2 0.74 -0.01 116.2 0.64 9 123 0.14 0.14 438.6 186.4 0.64 6 1.58 186.6 1.00 186.6 2.90 2.64 114.9 0.74 -0.02 114.9 0.64 9 123 0.17 0.17 433.8 184.4 0.64 6 1.58 184.6 1.00 184.6 3.30 3.12 105.6 0.69 -0.01 105.6 0.65 9 122 0.20 0.20 398.3 169.3 0.65 6 1.62 169.6 1.00 169.6 3.80 3.58 101.6 0.66 -0.02 101.6 0.65 8 122 0.23 0.23 383.1 162.8 0.65 6 1.63 163.2 1.00 163.2 4.30 4.04 88.0 0.53 -0.01 88.0 0.61 8 120 0.25 0.25 331.7 141.0 0.61 6 1.66 141.4 1.00 141.4 4.70 4.50 78.1 0.51 -0.01 78.1 0.65 8 119 0.28 0.28 276.8 125.0 0.65 6 1.72 125.4 1.05 125.4 5.20 4.96 80.3 0.49 -0.01 80.3 0.62 8 119 0.31 0.31 259.3 128.5 0.62 6 1.69 129.0 1.03 129.0 5.70 5.43 112.4 0.64 0.00 112.4 0.57 9 122 0.34 0.34 332.8 180.1 0.57 6 1.56 164.4 1.00 164.4 6.10 5.89 117.8 0.77 0.00 117.8 0.65 9 123 0.36 0.36 321.8 188.7 0.65 6 1.58 166.5 1.00 166.5 6.60 6.38 104.9 0.72 -0.01 104.9 0.68 8 123 0.40 0.40 264.5 161.8 0.69 6 1.64 148.0 0.99 148.0 7.00 6.82 124.7 0.81 0.00 124.7 0.65 9 124 0.42 0.42 294.3 185.9 0.65 6 1.58 166.7 1.00 166.7 7.50 7.25 138.9 0.95 0.00 138.9 0.68 9 125 0.45 0.44 313.8 202.6 0.68 6 1.57 179.6 1.00 179.6 7.90 7.72 138.0 0.79 0.00 138.0 0.57 9 124 0.48 0.46 301.7 198.1 0.57 6 1.53 176.9 1.00 176.9 8.40 8.18 133.6 0.88 -0.01 133.6 0.66 9 125 0.51 0.47 283.0 188.6 0.66 6 1.58 170.6 1.00 170.6 8.90 8.65 132.1 0.74 0.00 132.1 0.56 9 123 0.54 0.48 271.5 183.7 0.57 6 1.55 167.5 1.00 167.5 9.30 9.10 126.2 0.58 -0.01 126.2 0.46 9 122 0.56 0.50 252.1 173.0 0.46 6 1.52 159.6 1.00 159.6 9.80 9.56 117.6 0.53 -0.01 117.6 0.45 9 121 0.59 0.51 228.6 159.0 0.45 6 1.54 149.0 1.00 149.0 10.20 10.02 106.3 0.47 0.00 106.3 0.44 9 119 0.62 0.52 201.4 141.9 0.44 6 1.57 135.6 1.00 135.6 10.80 10.50 103.3 0.40 0.02 103.3 0.39 9 118 0.65 0.54 190.7 136.1 0.39 6 1.56 131.1 1.00 131.1 11.20 10.99 114.7 0.41 0.03 114.7 0.36 9 119 0.68 0.55 206.5 149.2 0.36 6 1.51 142.1 1.00 142.1 11.70 11.46 185.5 0.79 0.05 185.5 0.42 9 125 0.71 0.57 326.4 238.8 0.43 6 1.38 213.2 1.00 213.2 12.20 11.93 263.4 1.56 0.08 263.4 0.59 9 131 0.74 0.58 451.8 334.9 0.59 6 1.37 291.6 1.00 291.6 12.70 12.42 311.1 2.75 0.11 311.1 0.88 9 135 0.77 0.60 518.3 389.9 0.88 6 1.46 341.7 1.00 341.7 13.10 12.90 330.8 3.77 0.14 330.8 1.14 9 138 0.80 0.62 535.3 408.6 1.14 6 1.54 360.5 1.00 360.5 13.60 13.37 322.1 3.80 0.14 322.1 1.18 9 138 0.83 0.63 506.5 392.2 1.18 6 1.56 348.4 1.00 348.4 14.00 13.82 306.9 3.43 0.15 307.0 1.11 9 137 0.86 0.65 470.0 368.7 1.12 6 1.56 329.7 1.00 329.7 14.50 14.28 256.4 2.44 0.12 256.4 0.95 9 134 0.90 0.67 382.5 303.9 0.96 6 1.55 273.6 1.00 273.6 15.00 14.75 226.1 1.22 0.12 226.1 0.54 9 129 0.93 0.68 329.2 264.7 0.54 6 1.41 241.2 1.00 241.2 15.40 15.20 240.0 0.94 0.15 240.0 0.39 10 127 0.95 0.70 342.1 278.0 0.39 7 1.31 253.0 1.00 253.0 15.90 15.67 258.0 1.03 0.16 258.0 0.40 10 128 0.98 0.71 360.0 295.7 0.40 7 1.29 270.5 1.00 270.5 16.40 16.16 274.9 1.67 0.20 275.0 0.61 9 131 1.02 0.73 375.0 311.6 0.61 6 1.40 286.5 1.00 286.5 16.90 16.64 291.2 2.41 0.25 291.3 0.82 9 134 1.05 0.75 388.3 326.4 0.83 6 1.49 301.7 1.00 301.7 17.30 17.11 297.4 2.50 0.24 297.4 0.84 9 135 1.08 0.76 387.7 329.5 0.84 6 1.49 306.3 1.00 306.3 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m (ft)q c (tsf)f s (tsf)u 2 (tsf)qt (tsf)Rf SBT γ (pcf)σv0 (tsf)σ v0' (tsf)Q t Qtn FR SBT n Ic q c1N K c Q tn.cs 17.80 17.58 336.1 3.04 0.25 336.1 0.90 9 136 1.11 0.78 428.6 368.4 0.91 6 1.48 344.0 1.00 344.0 18.30 18.03 334.7 3.86 0.29 334.7 1.15 9 138 1.14 0.80 417.8 362.9 1.16 6 1.57 340.7 1.00 340.7 18.70 18.48 326.2 4.11 0.32 326.2 1.26 9 139 1.17 0.82 398.6 349.9 1.26 6 1.61 330.2 1.00 330.2 19.20 18.94 318.3 3.99 0.31 318.4 1.25 9 138 1.21 0.83 380.8 337.8 1.26 6 1.62 320.5 1.00 320.5 19.60 19.40 312.9 3.78 0.31 312.9 1.21 9 138 1.24 0.85 366.5 328.6 1.21 6 1.61 313.2 1.00 313.2 20.10 19.86 317.7 3.31 0.33 317.8 1.04 9 137 1.27 0.87 364.8 330.3 1.05 6 1.56 316.4 1.00 316.4 20.50 20.32 308.7 3.64 0.34 308.8 1.18 9 138 1.30 0.88 347.5 317.8 1.18 6 1.61 305.9 1.00 305.9 21.00 20.77 309.1 3.51 0.34 309.2 1.14 9 137 1.33 0.90 341.4 315.2 1.14 6 1.60 304.7 1.00 304.7 21.50 21.23 310.1 3.63 0.37 310.2 1.17 9 138 1.36 0.92 336.0 313.1 1.18 6 1.62 304.2 1.00 304.2 21.90 21.70 290.0 2.61 0.33 290.1 0.90 9 135 1.40 0.94 308.3 290.0 0.90 6 1.55 283.1 1.00 283.1 22.40 22.16 287.0 2.41 0.34 287.1 0.84 9 134 1.43 0.95 299.7 284.4 0.84 6 1.53 278.8 1.00 278.8 22.90 22.62 270.0 2.10 0.36 270.1 0.78 9 133 1.46 0.97 277.1 265.2 0.78 6 1.53 261.2 1.00 261.2 23.40 23.12 277.2 1.54 0.36 277.3 0.55 10 131 1.49 0.99 279.4 269.9 0.56 6 1.42 266.8 1.00 266.8 23.90 23.63 308.8 2.85 0.44 308.8 0.92 9 136 1.52 1.00 305.8 298.0 0.93 6 1.55 295.8 1.00 295.8 24.40 24.13 308.9 3.70 0.48 309.0 1.20 9 138 1.56 1.02 300.4 295.4 1.20 6 1.64 294.5 1.00 294.5 24.90 24.62 292.1 3.67 0.45 292.2 1.26 9 138 1.59 1.04 279.0 276.8 1.26 6 1.67 277.2 1.01 277.2 25.30 25.11 257.9 4.02 0.46 258.0 1.56 8 138 1.63 1.06 241.8 242.0 1.57 6 1.78 243.6 1.09 244.2 25.80 25.57 239.9 3.38 0.46 240.0 1.41 8 136 1.66 1.08 221.2 223.0 1.42 6 1.77 225.5 1.08 225.6 26.30 26.03 261.3 3.14 0.47 261.3 1.20 9 136 1.69 1.09 237.3 241.2 1.21 6 1.69 244.6 1.03 244.6 26.70 26.48 272.8 3.46 0.47 272.8 1.27 9 137 1.72 1.11 244.0 249.8 1.28 6 1.70 254.5 1.04 254.5 27.20 26.95 288.2 3.75 0.51 288.3 1.30 9 138 1.75 1.13 253.9 261.9 1.31 6 1.70 267.8 1.03 267.8 27.60 27.41 284.5 3.80 0.53 284.6 1.33 9 138 1.78 1.15 246.8 256.4 1.34 6 1.71 263.3 1.04 263.3 28.10 27.86 274.0 3.75 0.53 274.1 1.37 9 137 1.81 1.16 234.1 244.8 1.38 6 1.73 252.5 1.06 252.5 28.60 28.32 267.4 3.83 0.53 267.5 1.43 8 138 1.85 1.18 225.1 236.8 1.44 6 1.76 245.3 1.07 245.3 29.00 28.79 266.6 3.58 0.57 266.7 1.34 9 137 1.88 1.20 221.1 234.4 1.35 6 1.74 243.5 1.06 243.5 29.50 29.25 283.7 3.86 0.57 283.8 1.36 9 138 1.91 1.22 232.0 247.7 1.37 6 1.73 258.5 1.05 258.5 29.90 29.71 292.4 3.96 0.56 292.5 1.35 9 138 1.94 1.23 235.8 253.5 1.36 6 1.72 265.4 1.05 265.4 30.50 30.20 283.0 3.75 0.60 283.1 1.32 9 138 1.97 1.25 224.7 243.3 1.33 6 1.72 255.9 1.05 255.9 30.90 30.69 254.5 3.12 0.57 254.6 1.22 9 136 2.01 1.27 199.1 216.9 1.23 6 1.73 228.0 1.05 228.0 31.40 31.15 252.4 3.10 0.59 252.5 1.23 9 136 2.04 1.29 194.7 213.5 1.24 6 1.74 225.0 1.06 225.0 31.90 31.61 256.1 3.34 0.62 256.2 1.31 9 136 2.07 1.30 195.0 214.9 1.32 6 1.75 227.6 1.07 227.6 32.40 32.11 249.2 3.37 0.65 249.3 1.35 9 136 2.10 1.32 187.0 207.2 1.36 6 1.77 220.1 1.08 220.3 32.80 32.60 243.6 3.36 0.67 243.7 1.38 8 136 2.14 1.34 180.3 200.8 1.39 6 1.79 213.9 1.09 214.8 33.30 33.06 259.1 3.39 0.69 259.2 1.31 9 137 2.17 1.36 189.5 212.7 1.32 6 1.76 227.5 1.07 227.5 33.80 33.55 264.5 3.80 0.72 264.6 1.44 8 138 2.20 1.37 190.9 215.1 1.45 6 1.78 231.7 1.09 232.4 34.30 34.04 270.4 4.18 0.74 270.6 1.55 8 138 2.24 1.39 192.6 218.0 1.56 6 1.80 236.3 1.10 239.3 34.70 34.50 269.0 3.63 0.74 269.1 1.35 9 137 2.27 1.41 189.1 216.1 1.36 6 1.76 234.1 1.07 234.1 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m (ft)q c (tsf)f s (tsf)u 2 (tsf)qt (tsf)Rf SBT γ (pcf)σv0 (tsf)σ v0' (tsf)Q t Qtn FR SBT n Ic q c1N K c Q tn.cs 35.20 34.96 276.7 3.22 0.72 276.8 1.16 9 136 2.30 1.43 192.3 222.0 1.17 6 1.71 240.5 1.04 240.5 35.60 35.42 309.1 4.50 0.76 309.2 1.46 9 139 2.33 1.45 212.3 245.5 1.47 6 1.75 269.0 1.07 269.0 36.10 35.87 318.6 4.80 0.80 318.8 1.51 8 140 2.36 1.46 216.3 251.5 1.52 6 1.76 276.5 1.07 276.5 36.60 36.34 319.9 4.99 0.83 320.1 1.56 8 140 2.40 1.48 214.5 250.5 1.57 6 1.77 276.7 1.08 276.8 37.10 36.83 263.0 4.14 0.77 263.1 1.57 8 138 2.43 1.50 173.8 202.9 1.59 6 1.83 223.9 1.12 232.2 37.50 37.31 283.5 4.57 0.81 283.7 1.61 8 139 2.46 1.52 185.3 217.7 1.63 6 1.82 242.5 1.11 248.3 38.00 37.77 281.0 4.70 0.85 281.1 1.67 8 139 2.50 1.54 181.4 213.9 1.69 6 1.83 239.1 1.13 249.5 38.50 38.24 253.1 4.41 0.81 253.3 1.74 8 139 2.53 1.55 161.4 190.3 1.76 6 1.88 212.1 1.16 236.6 38.90 38.70 252.4 4.54 0.81 252.6 1.80 8 139 2.56 1.57 159.1 188.2 1.82 6 1.89 210.6 1.17 239.7 39.40 39.19 245.6 4.19 0.83 245.7 1.71 8 138 2.59 1.59 153.0 182.0 1.72 6 1.88 203.3 1.17 229.0 39.90 39.69 272.7 4.18 0.84 272.8 1.53 8 138 2.63 1.61 168.0 202.5 1.55 6 1.82 227.8 1.11 233.8 40.40 40.18 280.5 4.58 0.86 280.6 1.64 8 139 2.66 1.63 170.8 206.6 1.65 6 1.83 234.3 1.13 244.8 40.90 40.66 277.5 4.56 0.88 277.6 1.64 8 139 2.70 1.65 167.1 202.9 1.66 6 1.84 230.6 1.13 242.9 41.40 41.12 291.1 4.72 0.91 291.3 1.62 8 139 2.73 1.66 173.5 212.1 1.64 6 1.82 242.7 1.12 250.5 41.80 41.58 288.4 4.76 0.91 288.6 1.65 8 139 2.76 1.68 170.0 208.6 1.66 6 1.83 239.4 1.13 250.0 42.30 42.05 246.3 4.32 0.87 246.4 1.75 8 138 2.79 1.70 143.4 175.1 1.77 6 1.90 199.0 1.18 230.5 42.70 42.52 211.0 3.53 0.87 211.2 1.68 8 136 2.82 1.72 121.4 148.2 1.70 6 1.93 166.1 1.21 203.7 43.20 42.96 205.0 3.68 0.90 205.1 1.79 8 137 2.85 1.73 116.7 142.4 1.82 6 1.96 160.0 1.25 205.2 43.60 43.42 204.7 3.70 0.92 204.9 1.81 8 137 2.89 1.75 115.4 141.3 1.83 6 1.97 159.1 1.25 205.1 44.10 43.88 188.9 3.02 0.90 189.0 1.60 8 135 2.92 1.77 105.3 129.7 1.62 6 1.95 144.5 1.23 185.1 44.60 44.34 168.4 2.92 0.87 168.5 1.74 8 134 2.95 1.78 92.8 113.6 1.77 6 2.01 126.1 1.31 176.6 45.00 44.80 143.2 2.50 0.88 143.4 1.75 8 133 2.98 1.80 78.0 95.0 1.78 5 2.07 104.4 1.39 158.6 45.50 45.29 156.2 2.55 0.92 156.4 1.63 8 133 3.01 1.82 84.4 104.0 1.66 6 2.02 114.6 1.32 164.3 46.00 45.79 178.8 2.97 0.98 179.0 1.66 8 135 3.05 1.84 95.9 119.2 1.69 6 1.99 133.2 1.28 179.8 46.50 46.28 215.2 3.30 1.02 215.3 1.53 8 136 3.08 1.85 114.6 144.9 1.55 6 1.91 164.3 1.19 194.9 47.00 46.77 247.0 3.51 1.05 247.2 1.42 8 137 3.11 1.87 130.5 167.5 1.44 6 1.84 192.3 1.13 204.4 47.50 47.26 249.2 3.96 1.10 249.4 1.59 8 138 3.15 1.89 130.3 167.1 1.61 6 1.88 193.5 1.16 217.6 48.00 47.75 245.9 4.16 1.11 246.1 1.69 8 138 3.18 1.91 127.3 163.2 1.71 6 1.91 189.8 1.19 222.1 48.40 48.21 236.6 3.90 1.09 236.8 1.65 8 137 3.21 1.93 121.3 155.9 1.67 6 1.91 180.6 1.19 213.3 48.90 48.67 225.0 3.72 1.13 225.2 1.65 8 137 3.24 1.94 114.3 147.0 1.68 6 1.93 169.5 1.21 206.2 49.40 49.13 206.0 3.71 1.15 206.2 1.80 8 137 3.27 1.96 103.5 132.3 1.83 6 1.98 152.1 1.27 200.4 49.90 49.60 217.9 3.37 1.15 218.1 1.55 8 136 3.31 1.98 108.7 141.0 1.57 6 1.92 162.0 1.20 195.0 50.30 50.10 268.5 3.66 1.21 268.7 1.36 9 137 3.34 2.00 133.0 176.6 1.38 6 1.82 207.0 1.11 211.9 50.80 50.56 305.2 4.91 1.24 305.5 1.61 8 140 3.37 2.01 150.1 199.3 1.63 6 1.84 241.2 1.13 252.2 51.30 51.02 296.4 5.38 1.25 296.6 1.82 8 140 3.40 2.03 144.4 190.6 1.84 6 1.89 231.8 1.17 260.7 51.70 51.48 270.8 4.38 1.20 271.0 1.62 8 139 3.44 2.05 130.6 173.5 1.64 6 1.87 207.0 1.16 229.6 52.20 51.95 282.7 4.60 1.22 282.9 1.63 8 139 3.47 2.07 135.2 180.7 1.65 6 1.86 217.4 1.15 237.5 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m (ft)q c (tsf)f s (tsf)u 2 (tsf)qt (tsf)Rf SBT γ (pcf)σv0 (tsf)σ v0' (tsf)Q t Qtn FR SBT n Ic q c1N K c Q tn.cs 52.70 52.44 307.0 5.26 1.26 307.2 1.71 8 140 3.50 2.09 145.6 195.5 1.73 6 1.86 239.9 1.15 259.5 52.80 52.74 295.7 5.34 1.26 295.9 1.81 8 140 3.52 2.10 139.4 186.5 1.83 6 1.89 228.6 1.17 258.5 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM I I I I I I I I I I I I I I I I PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 0.50 0.27 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.64 3.30 3.12 3.80 3.58 4.30 4.04 4.70 4.50 5.20 4.96 5.70 5.43 6.10 5.89 6.60 6.38 7.00 6.82 7.50 7.25 7.90 7.72 8.40 8.18 8.90 8.65 9.30 9.10 9.80 9.56 10.20 10.02 10.80 10.50 11.20 10.99 11.70 11.46 12.20 11.93 12.70 12.42 13.10 12.90 13.60 13.37 14.00 13.82 14.50 14.28 15.00 14.75 15.40 15.20 15.90 15.67 16.40 16.16 16.90 16.64 17.30 17.11 (SBT)Ic B q (SBT)Bq F C (%)qt.1.net (Mpa)c R αvs (m/s)V s (m/s)V s (ft/s)G 0(kPa)G 0(tsf)E' (tsf)M (tsf)σp ' (tsf)OCR 7 0.00 1 0.00 87.4 0.33 273.3 223.2 221.9 728.0 100,246 1,047 782 1,563 0.21 12.5 6 0.00 1 3.25 50.4 0.37 273.4 331.8 229.9 754.2 108,731 1,135 839 1,678 0.49 10.2 6 0.00 1 5.60 44.7 0.38 273.4 397.7 256.6 841.8 139,832 1,460 1,045 2,090 0.83 10.4 6 0.00 1 5.82 31.4 0.40 273.5 403.8 224.1 735.1 103,019 1,076 797 1,594 0.95 8.6 6 0.00 1 3.98 25.9 0.42 273.5 352.3 196.5 644.8 76,172 795 613 1,226 1.09 7.9 6 0.00 1 4.09 23.9 0.42 273.6 355.4 196.3 644.1 75,978 793 612 1,223 1.32 7.9 6 0.00 1 4.62 20.8 0.43 273.6 370.2 192.0 629.9 72,238 754 585 1,170 1.46 7.4 6 0.00 1 4.80 19.1 0.44 273.6 375.2 189.6 622.0 70,161 733 570 1,141 1.63 7.2 6 0.00 1 5.35 16.0 0.45 273.6 390.6 180.0 590.5 62,255 650 514 1,028 1.65 6.5 6 0.00 1 6.46 13.7 0.46 273.7 421.7 176.1 577.7 59,246 619 492 984 1.67 5.9 6 0.00 1 5.99 13.5 0.46 273.7 408.5 175.7 576.6 58,950 616 490 980 1.87 6.1 6 0.00 1 3.70 17.8 0.44 273.6 344.5 191.0 626.7 71,292 744 579 1,158 2.61 7.7 6 0.00 1 4.02 18.0 0.44 273.6 353.4 198.1 649.9 77,565 810 623 1,245 2.92 8.0 6 0.00 1 5.10 15.6 0.45 273.6 383.8 194.7 638.7 74,433 777 602 1,203 2.73 6.9 6 0.00 1 4.08 17.9 0.44 273.6 355.1 204.2 670.0 82,799 865 662 1,324 3.11 7.4 6 0.00 1 3.87 19.4 0.44 273.6 349.2 213.8 701.3 91,787 959 725 1,450 3.38 7.7 6 0.00 1 3.21 19.0 0.44 273.6 330.5 207.3 680.1 85,367 891 682 1,364 3.39 7.4 6 0.00 1 4.10 18.2 0.44 273.6 355.6 211.5 693.7 89,377 933 710 1,419 3.32 7.1 6 0.00 1 3.54 17.8 0.44 273.6 339.8 205.6 674.4 83,587 873 671 1,341 3.31 6.8 6 0.00 1 3.06 16.8 0.45 273.6 326.3 196.8 645.7 75,381 787 615 1,229 3.22 6.5 6 0.00 1 3.40 15.6 0.45 273.6 335.8 192.7 632.2 71,727 749 589 1,179 3.06 6.0 6 0.00 1 3.95 14.0 0.46 273.7 351.4 187.4 614.8 67,161 701 557 1,115 2.85 5.4 6 0.00 1 3.71 13.4 0.46 273.7 344.8 182.9 600.2 63,345 661 531 1,062 2.79 5.2 6 0.00 1 2.95 14.7 0.46 273.7 323.0 186.6 612.2 66,146 691 553 1,105 3.03 5.5 6 0.00 1 1.31 23.1 0.42 273.6 275.6 219.4 719.8 96,131 1,004 764 1,528 4.32 7.6 6 0.00 1 1.18 32.0 0.40 273.5 271.6 259.7 851.9 141,173 1,474 1,070 2,140 5.51 9.5 6 0.00 1 2.29 37.1 0.39 273.5 304.2 298.7 980.0 193,549 2,021 1,416 2,832 6.18 10.3 6 0.00 1 3.41 39.0 0.39 273.5 336.2 323.8 1,062.3 231,776 2,420 1,664 3,328 6.47 10.5 6 0.00 1 3.74 37.6 0.39 273.5 345.7 324.0 1,062.9 231,991 2,423 1,666 3,332 6.40 10.1 6 0.00 1 3.68 35.5 0.39 273.5 343.8 315.4 1,034.7 218,408 2,281 1,579 3,157 6.24 9.6 6 0.00 1 3.62 29.5 0.41 273.5 342.1 287.4 943.0 177,408 1,853 1,311 2,622 5.57 8.3 6 0.00 1 1.70 25.9 0.42 273.5 286.9 247.1 810.7 125,727 1,313 969 1,938 5.13 7.5 7 0.00 1 0.50 27.2 0.41 273.5 251.1 238.2 781.5 115,184 1,203 900 1,801 5.37 7.7 7 0.00 1 0.33 28.9 0.41 273.5 246.0 244.5 802.1 122,161 1,276 949 1,897 5.66 7.9 6 0.00 1 1.53 30.5 0.40 273.5 282.0 270.2 886.6 153,705 1,605 1,159 2,318 5.94 8.1 6 0.00 1 2.64 32.0 0.40 273.5 314.3 293.6 963.2 185,428 1,936 1,368 2,736 6.21 8.3 6 0.00 1 2.68 32.3 0.40 273.5 315.5 297.3 975.3 190,590 1,990 1,402 2,805 6.33 8.3 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 17.80 17.58 18.30 18.03 18.70 18.48 19.20 18.94 19.60 19.40 20.10 19.86 20.50 20.32 21.00 20.77 21.50 21.23 21.90 21.70 22.40 22.16 22.90 22.62 23.40 23.12 23.90 23.63 24.40 24.13 24.90 24.62 25.30 25.11 25.80 25.57 26.30 26.03 26.70 26.48 27.20 26.95 27.60 27.41 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.25 29.90 29.71 30.50 30.20 30.90 30.69 31.40 31.15 31.90 31.61 32.40 32.11 32.80 32.60 33.30 33.06 33.80 33.55 34.30 34.04 34.70 34.50 (SBT)Ic B q (SBT)Bq F C (%)qt.1.net (Mpa)c R αvs (m/s)V s (m/s)V s (ft/s)G 0(kPa)G 0(tsf)E' (tsf)M (tsf)σp ' (tsf)OCR 6 0.00 1 2.60 36.1 0.39 273.5 313.1 314.9 1,033.0 216,602 2,262 1,573 3,147 6.90 8.8 6 0.00 1 3.92 35.7 0.39 273.5 350.6 332.4 1,090.7 244,683 2,555 1,754 3,508 6.92 8.7 6 0.00 1 4.58 34.5 0.40 273.5 369.1 336.7 1,104.8 251,791 2,629 1,800 3,600 6.83 8.4 6 0.00 1 4.69 33.4 0.40 273.5 372.2 334.0 1,095.9 247,218 2,582 1,771 3,542 6.75 8.1 6 0.00 1 4.59 32.6 0.40 273.5 369.5 329.9 1,082.5 240,413 2,511 1,728 3,455 6.69 7.9 6 0.00 1 3.75 32.8 0.40 273.5 345.7 321.6 1,055.1 226,826 2,369 1,641 3,283 6.79 7.8 6 0.00 1 4.60 31.6 0.40 273.5 369.8 327.8 1,075.6 236,847 2,473 1,706 3,412 6.69 7.6 6 0.00 1 4.42 31.4 0.40 273.5 364.8 325.8 1,068.8 233,400 2,437 1,684 3,369 6.72 7.4 6 0.00 1 4.63 31.3 0.40 273.5 370.5 328.8 1,078.9 238,275 2,488 1,716 3,432 6.76 7.4 6 0.00 1 3.53 29.1 0.41 273.5 339.6 304.4 998.6 200,184 2,090 1,470 2,941 6.47 6.9 6 0.00 1 3.27 28.5 0.41 273.5 332.2 299.5 982.5 192,881 2,014 1,423 2,847 6.44 6.8 6 0.00 1 3.22 26.7 0.41 273.5 330.8 289.8 950.7 179,014 1,869 1,333 2,666 6.19 6.4 6 0.00 1 1.75 27.2 0.41 273.5 288.3 274.1 899.4 157,458 1,644 1,193 2,385 6.33 6.4 6 0.00 1 3.54 30.1 0.41 273.5 340.0 314.2 1,030.9 214,634 2,241 1,567 3,134 6.85 6.8 6 0.00 1 5.02 29.8 0.41 273.5 381.6 333.0 1,092.4 244,529 2,554 1,760 3,519 6.88 6.7 6 0.00 1 5.62 28.0 0.41 273.5 398.2 330.7 1,085.0 240,886 2,516 1,736 3,471 6.63 6.4 6 0.00 1 7.76 24.5 0.42 273.6 457.6 333.0 1,092.5 244,909 2,558 1,760 3,520 6.07 5.7 6 0.00 1 7.49 22.6 0.43 273.6 450.2 318.4 1,044.6 221,483 2,313 1,609 3,218 5.77 5.4 6 0.00 1 6.02 24.5 0.42 273.6 409.3 316.9 1,039.8 218,839 2,285 1,594 3,188 6.16 5.6 6 0.00 1 6.19 25.4 0.42 273.5 414.1 325.7 1,068.7 232,639 2,429 1,684 3,368 6.38 5.7 6 0.00 1 6.09 26.7 0.41 273.5 411.4 333.8 1,095.1 245,578 2,564 1,768 3,537 6.65 5.9 6 0.00 1 6.37 26.2 0.42 273.5 419.1 334.7 1,098.1 247,075 2,580 1,778 3,556 6.61 5.8 6 0.00 1 6.77 25.1 0.42 273.6 430.3 332.7 1,091.7 243,842 2,546 1,757 3,515 6.44 5.5 6 0.00 1 7.25 24.3 0.42 273.6 443.5 333.7 1,094.7 245,386 2,562 1,767 3,534 6.34 5.4 6 0.00 1 6.88 24.1 0.42 273.6 433.2 329.3 1,080.3 238,090 2,486 1,721 3,442 6.34 5.3 6 0.00 1 6.67 25.5 0.42 273.5 427.4 337.4 1,107.0 251,292 2,624 1,807 3,614 6.65 5.5 6 0.00 1 6.51 26.1 0.42 273.5 423.0 340.8 1,118.1 256,862 2,682 1,843 3,687 6.82 5.5 6 0.00 1 6.58 25.1 0.42 273.6 425.0 336.0 1,102.4 248,777 2,598 1,792 3,584 6.67 5.3 6 0.00 1 6.68 22.4 0.43 273.6 427.9 319.6 1,048.6 222,404 2,323 1,621 3,243 6.17 4.9 6 0.00 1 6.80 22.1 0.43 273.6 431.0 319.4 1,047.8 221,980 2,318 1,619 3,238 6.14 4.8 6 0.00 1 7.15 22.3 0.43 273.6 440.7 325.3 1,067.4 231,370 2,416 1,680 3,360 6.22 4.8 6 0.00 1 7.58 21.5 0.43 273.6 452.7 325.2 1,066.8 231,090 2,413 1,678 3,356 6.09 4.6 6 0.00 1 7.89 20.9 0.43 273.6 461.2 324.5 1,064.6 229,977 2,402 1,671 3,342 6.00 4.5 6 0.00 1 7.21 22.1 0.43 273.6 442.3 327.8 1,075.4 235,090 2,455 1,705 3,411 6.30 4.6 6 0.00 1 7.78 22.5 0.43 273.6 458.2 337.1 1,106.0 250,342 2,614 1,804 3,608 6.41 4.7 6 0.00 1 8.20 22.9 0.42 273.6 470.0 345.2 1,132.6 263,979 2,757 1,892 3,783 6.53 4.7 6 0.00 1 7.31 22.6 0.43 273.6 445.3 335.1 1,099.5 246,837 2,578 1,782 3,565 6.52 4.6 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 35.20 34.96 35.60 35.42 36.10 35.87 36.60 36.34 37.10 36.83 37.50 37.31 38.00 37.77 38.50 38.24 38.90 38.70 39.40 39.19 39.90 39.69 40.40 40.18 40.90 40.66 41.40 41.12 41.80 41.58 42.30 42.05 42.70 42.52 43.20 42.96 43.60 43.42 44.10 43.88 44.60 44.34 45.00 44.80 45.50 45.29 46.00 45.79 46.50 46.28 47.00 46.77 47.50 47.26 48.00 47.75 48.40 48.21 48.90 48.67 49.40 49.13 49.90 49.60 50.30 50.10 50.80 50.56 51.30 51.02 51.70 51.48 52.20 51.95 (SBT)Ic B q (SBT)Bq F C (%)qt.1.net (Mpa)c R αvs (m/s)V s (m/s)V s (ft/s)G 0(kPa)G 0(tsf)E' (tsf)M (tsf)σp ' (tsf)OCR 6 0.00 1 6.24 23.2 0.42 273.6 415.5 328.3 1,077.2 235,464 2,459 1,711 3,422 6.68 4.7 6 0.00 1 7.14 25.8 0.42 273.5 440.6 357.4 1,172.7 284,826 2,974 2,028 4,056 7.27 5.0 6 0.00 1 7.24 26.5 0.41 273.5 443.3 364.1 1,194.6 296,736 3,099 2,104 4,208 7.45 5.1 6 0.00 1 7.50 26.5 0.41 273.5 450.5 367.8 1,206.7 303,446 3,169 2,147 4,294 7.49 5.1 6 0.00 1 8.73 21.5 0.43 273.6 484.5 345.5 1,133.5 264,096 2,758 1,894 3,789 6.44 4.3 6 0.00 1 8.50 23.1 0.42 273.6 478.2 356.5 1,169.5 283,082 2,956 2,017 4,034 6.84 4.5 6 0.00 1 8.86 22.8 0.42 273.6 488.1 358.5 1,176.2 286,687 2,994 2,040 4,080 6.80 4.4 6 0.00 1 9.86 20.3 0.43 273.6 516.0 349.7 1,147.2 271,299 2,833 1,941 3,881 6.26 4.0 6 0.00 1 10.17 20.2 0.43 273.6 524.7 352.1 1,155.2 275,495 2,877 1,968 3,935 6.25 4.0 6 0.00 1 9.97 19.5 0.44 273.6 519.2 345.4 1,133.2 263,864 2,755 1,894 3,787 6.12 3.9 6 0.00 1 8.53 21.6 0.43 273.6 479.1 349.8 1,147.5 271,009 2,830 1,942 3,883 6.68 4.2 6 0.00 1 8.87 22.1 0.43 273.6 488.6 358.2 1,175.4 285,907 2,986 2,037 4,074 6.83 4.2 6 0.00 1 9.01 21.8 0.43 273.6 492.3 357.7 1,173.5 284,836 2,974 2,030 4,061 6.78 4.1 6 0.00 1 8.65 22.8 0.42 273.6 482.5 362.7 1,190.1 293,763 3,068 2,088 4,177 7.06 4.2 6 0.00 1 8.87 22.5 0.43 273.6 488.6 363.3 1,191.9 294,743 3,078 2,095 4,189 7.01 4.2 6 0.00 1 10.40 19.0 0.44 273.6 531.1 349.7 1,147.3 270,899 2,829 1,941 3,882 6.16 3.6 6 0.00 1 11.14 16.1 0.45 273.6 551.7 329.6 1,081.4 237,426 2,479 1,724 3,449 5.41 3.2 6 0.00 1 11.97 15.5 0.45 273.6 574.9 331.5 1,087.6 240,520 2,512 1,744 3,489 5.28 3.0 6 0.00 1 12.07 15.4 0.45 273.6 577.9 332.1 1,089.7 241,479 2,522 1,751 3,502 5.27 3.0 6 0.00 1 11.69 14.1 0.46 273.7 567.2 315.9 1,036.3 215,665 2,252 1,584 3,167 4.92 2.8 6 0.00 1 13.36 12.4 0.47 273.7 614.1 310.0 1,017.0 206,871 2,160 1,525 3,050 4.42 2.5 5 0.00 1 14.86 10.4 0.48 273.7 656.7 295.2 968.5 185,390 1,936 1,383 2,766 3.78 2.1 6 0.00 1 13.54 11.4 0.47 273.7 619.2 299.6 982.9 191,484 2,000 1,425 2,849 4.12 2.3 6 0.00 1 12.60 13.0 0.46 273.7 592.6 313.9 1,029.9 212,572 2,220 1,564 3,128 4.67 2.5 6 0.00 1 10.57 15.8 0.45 273.6 535.8 327.9 1,075.6 234,041 2,444 1,706 3,412 5.53 3.0 6 0.00 1 9.08 18.2 0.44 273.6 494.2 337.7 1,107.8 249,735 2,608 1,810 3,619 6.24 3.3 6 0.00 1 9.90 18.3 0.44 273.6 517.3 347.0 1,138.4 265,494 2,772 1,911 3,822 6.27 3.3 6 0.00 1 10.52 17.9 0.44 273.6 534.5 350.3 1,149.3 271,294 2,833 1,948 3,895 6.20 3.2 6 0.00 1 10.61 17.1 0.44 273.6 536.9 344.3 1,129.5 260,888 2,724 1,881 3,762 6.00 3.1 6 0.00 1 11.02 16.2 0.45 273.6 548.5 339.2 1,112.9 252,415 2,636 1,826 3,653 5.75 3.0 6 0.00 1 12.45 14.7 0.46 273.7 588.4 335.9 1,102.0 247,071 2,580 1,791 3,581 5.30 2.7 6 0.00 1 10.78 15.5 0.45 273.6 541.8 331.7 1,088.1 239,906 2,505 1,746 3,492 5.59 2.8 6 0.00 1 8.46 19.3 0.44 273.6 477.0 345.9 1,134.7 262,959 2,746 1,899 3,797 6.72 3.4 6 0.00 1 8.90 22.0 0.43 273.6 489.3 373.7 1,226.2 312,801 3,266 2,217 4,434 7.47 3.7 6 0.00 1 10.06 21.2 0.43 273.6 521.5 380.1 1,247.2 325,054 3,394 2,294 4,587 7.27 3.6 6 0.00 1 9.75 19.2 0.44 273.6 513.0 360.2 1,181.7 288,123 3,009 2,059 4,118 6.76 3.3 6 0.00 1 9.55 20.0 0.43 273.6 507.3 366.1 1,201.0 298,613 3,118 2,127 4,254 7.02 3.4 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 52.70 52.44 52.80 52.74 (SBT)Ic B q (SBT)Bq F C (%)qt.1.net (Mpa)c R αvs (m/s)V s (m/s)V s (ft/s)G 0(kPa)G 0(tsf)E' (tsf)M (tsf)σp ' (tsf)OCR 6 0.00 1 9.45 21.7 0.43 273.6 504.7 380.6 1,248.7 325,606 3,400 2,299 4,598 7.51 3.6 6 0.00 1 10.13 20.8 0.43 273.6 523.6 380.4 1,248.0 325,277 3,397 2,296 4,593 7.28 3.5 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM I I I I I I I I I I I I I PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Zm(ft) 0.50 0.27 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.64 3.30 3.12 3.80 3.58 4.30 4.04 4.70 4.50 5.20 4.96 5.70 5.43 6.10 5.89 6.60 6.38 7.00 6.82 7.50 7.25 7.90 7.72 8.40 8.18 8.90 8.65 9.30 9.10 9.80 9.56 10.20 10.02 10.80 10.50 11.20 10.99 11.70 11.46 12.20 11.93 12.70 12.42 13.10 12.90 13.60 13.37 14.00 13.82 14.50 14.28 15.00 14.75 15.40 15.20 15.90 15.67 16.40 16.16 16.90 16.64 17.30 17.11 S t Su (tsf)S u/σ v0'φ (°)c' (tsf)Cc/(1+e 0 )(%)Cr /(1+e 0 )(%)μFC μ LL μ PI K 0 DR (%)N 60L&B (N 60)Ic (N 1)60I&B CN 45.9 0.00 0.10 0.03 0.0 5.4 1.6 1.73 100.0 44.1 35.3 67.8 1.70 44.4 0.01 0.23 0.08 0.0 6.7 2.0 1.52 93.7 31.9 28.1 49.0 1.70 44.5 0.02 0.32 0.11 0.0 7.1 2.1 1.55 95.0 41.4 30.6 50.9 1.70 43.2 0.02 0.37 0.12 2.9 8.1 2.4 1.38 85.4 31.1 23.1 37.4 1.70 42.6 0.02 0.29 0.10 7.5 8.8 2.7 1.31 81.2 22.0 19.6 32.3 1.70 42.5 0.03 0.29 0.10 9.5 9.1 2.8 1.31 80.8 21.7 19.5 31.9 1.70 42.1 0.03 0.41 0.14 12.8 9.6 2.9 1.26 78.0 20.0 18.1 28.7 1.70 41.9 0.03 0.43 0.14 14.9 9.9 3.0 1.24 76.7 24.0 17.5 27.4 1.70 41.2 0.03 0.47 0.16 19.2 10.6 3.3 1.17 71.8 20.8 15.3 22.8 1.70 40.7 0.03 0.52 0.17 22.8 11.3 3.5 1.11 67.8 18.4 13.9 19.4 1.70 40.8 0.04 0.51 0.17 23.2 11.3 3.6 1.12 68.8 19.0 14.1 20.1 1.70 42.4 0.05 0.32 0.11 16.5 10.2 3.1 1.29 76.9 21.3 18.9 28.3 1.70 42.6 0.06 0.32 0.11 16.3 10.1 3.1 1.32 77.3 22.3 19.9 28.9 1.70 41.9 0.05 0.46 0.15 19.7 10.7 3.3 1.21 73.4 24.8 18.1 24.8 1.64 42.6 0.06 0.32 0.11 16.5 10.2 3.1 1.25 77.4 23.6 21.1 28.8 1.58 43.0 0.07 0.30 0.10 14.5 9.8 3.0 1.28 79.9 26.3 23.4 31.6 1.55 42.9 0.07 0.30 0.10 14.9 9.9 3.1 1.25 79.4 26.1 23.0 31.0 1.52 42.6 0.07 0.31 0.10 16.0 10.1 3.1 1.21 78.1 25.2 22.6 29.6 1.50 42.5 0.07 0.32 0.11 16.6 10.2 3.1 1.19 77.5 25.0 22.1 28.9 1.48 42.2 0.06 0.33 0.11 17.9 10.4 3.2 1.15 75.9 23.8 20.9 27.2 1.46 41.8 0.06 0.35 0.12 19.8 10.7 3.3 1.10 73.6 22.2 19.6 24.9 1.44 41.3 0.06 0.39 0.13 22.4 11.2 3.5 1.04 70.4 20.1 18.0 21.9 1.42 41.1 0.06 0.40 0.13 23.3 11.4 3.6 1.01 69.3 19.5 17.4 20.9 1.40 41.5 0.06 0.37 0.12 21.2 11.0 3.4 1.04 72.0 21.7 19.0 23.3 1.38 43.8 0.09 0.27 0.09 10.3 9.2 2.8 1.26 85.6 35.1 29.5 38.3 1.37 45.4 0.11 0.22 0.07 2.4 8.1 2.4 1.43 96.1 49.8 41.7 52.7 1.35 46.1 0.12 0.20 0.07 0.0 7.6 2.3 1.50 100.0 58.8 50.7 61.8 1.33 46.3 0.13 0.20 0.07 0.0 7.5 2.2 1.52 100.0 62.5 55.3 65.2 1.31 46.1 0.13 0.20 0.07 0.0 7.6 2.3 1.48 100.0 60.9 54.2 63.0 1.29 45.8 0.12 0.20 0.07 0.0 7.7 2.3 1.43 100.0 58.0 51.6 59.6 1.27 44.9 0.11 0.23 0.08 4.4 8.3 2.5 1.31 94.0 48.5 43.0 49.4 1.26 44.2 0.10 0.24 0.08 7.5 8.8 2.7 1.23 89.8 42.7 36.3 43.6 1.24 44.5 0.11 0.14 0.05 6.4 8.6 2.6 1.25 91.4 37.8 37.3 45.7 1.23 44.8 0.11 0.13 0.04 4.9 8.4 2.5 1.27 93.6 40.6 39.9 48.9 1.22 45.0 0.12 0.22 0.07 3.6 8.2 2.5 1.29 95.6 52.0 44.0 51.8 1.20 45.3 0.12 0.21 0.07 2.4 8.1 2.4 1.30 97.3 55.1 47.8 54.5 1.19 45.3 0.13 0.21 0.07 2.2 8.0 2.4 1.30 97.8 56.2 48.9 55.4 1.18 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 17.80 17.58 18.30 18.03 18.70 18.48 19.20 18.94 19.60 19.40 20.10 19.86 20.50 20.32 21.00 20.77 21.50 21.23 21.90 21.70 22.40 22.16 22.90 22.62 23.40 23.12 23.90 23.63 24.40 24.13 24.90 24.62 25.30 25.11 25.80 25.57 26.30 26.03 26.70 26.48 27.20 26.95 27.60 27.41 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.25 29.90 29.71 30.50 30.20 30.90 30.69 31.40 31.15 31.90 31.61 32.40 32.11 32.80 32.60 33.30 33.06 33.80 33.55 34.30 34.04 34.70 34.50 St S u (tsf)Su/σ v0'φ (°)c' (tsf)Cc/(1+e 0)(%)C r/(1+e 0)(%)μFC μ LL μ PI K 0 DR (%)N 60L&B (N 60)Ic (N 1)60I&B CN 45.8 0.14 0.20 0.07 0.0 7.7 2.3 1.35 100.0 63.5 55.2 62.2 1.16 45.8 0.14 0.20 0.07 0.0 7.7 2.3 1.33 100.0 63.3 56.5 61.6 1.15 45.6 0.14 0.30 0.10 0.6 7.8 2.3 1.30 100.0 61.6 55.9 59.7 1.14 45.4 0.13 0.30 0.10 1.4 7.9 2.4 1.28 99.3 60.2 54.6 57.9 1.13 45.3 0.13 0.31 0.10 2.0 8.0 2.4 1.25 98.5 59.1 53.6 56.6 1.12 45.3 0.14 0.20 0.07 1.8 8.0 2.4 1.25 98.9 60.1 53.5 57.2 1.10 45.1 0.13 0.31 0.10 2.7 8.1 2.4 1.22 97.7 58.4 52.9 55.3 1.09 45.1 0.13 0.21 0.07 2.8 8.1 2.4 1.21 97.6 58.4 52.8 55.1 1.08 45.1 0.14 0.31 0.10 2.9 8.1 2.4 1.20 97.6 58.6 53.2 55.0 1.07 44.7 0.13 0.22 0.07 4.7 8.4 2.5 1.16 95.1 54.8 48.6 51.2 1.06 44.6 0.13 0.22 0.07 5.2 8.4 2.5 1.14 94.6 54.2 47.8 50.4 1.05 44.3 0.12 0.23 0.08 6.8 8.7 2.6 1.10 92.4 51.0 44.9 47.2 1.04 44.3 0.13 0.23 0.08 6.3 8.6 2.6 1.10 93.2 43.7 44.6 48.2 1.04 44.8 0.14 0.21 0.07 3.9 8.3 2.5 1.14 96.6 58.4 51.8 53.5 1.03 44.8 0.14 0.31 0.10 4.1 8.3 2.5 1.13 96.5 58.4 53.4 53.2 1.02 44.5 0.13 0.32 0.11 5.6 8.5 2.6 1.10 94.4 55.2 51.1 50.1 1.01 43.8 0.12 0.34 0.11 8.8 9.0 2.7 1.03 90.2 60.9 46.8 43.9 1.00 43.4 0.12 0.36 0.12 10.7 9.3 2.8 0.99 87.5 56.7 43.4 40.2 0.99 43.8 0.12 0.34 0.11 8.8 9.0 2.7 1.02 90.2 49.4 46.0 44.0 0.98 44.0 0.13 0.34 0.11 7.9 8.8 2.7 1.03 91.6 51.6 48.2 45.9 0.98 44.2 0.13 0.33 0.11 6.8 8.7 2.6 1.04 93.3 54.5 50.8 48.4 0.97 44.1 0.13 0.33 0.11 7.2 8.7 2.6 1.03 92.7 53.8 50.4 47.6 0.96 43.9 0.13 0.34 0.11 8.3 8.9 2.7 1.01 91.3 51.8 48.9 45.5 0.95 43.7 0.13 0.34 0.11 9.0 9.0 2.7 0.99 90.3 63.2 48.1 44.1 0.95 43.7 0.13 0.34 0.11 9.3 9.0 2.7 0.98 90.1 50.4 47.7 43.7 0.94 43.9 0.13 0.33 0.11 7.9 8.8 2.7 1.00 92.1 53.6 50.5 46.7 0.93 44.0 0.14 0.33 0.11 7.3 8.7 2.7 1.00 93.0 55.3 52.0 48.0 0.93 43.8 0.13 0.34 0.11 8.3 8.9 2.7 0.98 91.8 53.5 50.3 46.1 0.92 43.3 0.12 0.35 0.12 11.0 9.3 2.8 0.93 87.9 48.1 45.4 40.5 0.91 43.2 0.12 0.36 0.12 11.4 9.3 2.9 0.92 87.4 47.7 45.1 39.9 0.91 43.3 0.12 0.35 0.12 11.2 9.3 2.8 0.92 87.8 48.4 46.0 40.4 0.90 43.1 0.12 0.36 0.12 12.0 9.4 2.9 0.90 86.7 47.1 45.1 38.9 0.89 42.9 0.12 0.36 0.12 12.7 9.6 2.9 0.89 85.9 57.6 44.3 37.6 0.89 43.2 0.13 0.35 0.12 11.3 9.3 2.9 0.90 87.8 49.0 46.6 40.4 0.88 43.3 0.13 0.35 0.12 10.9 9.3 2.8 0.90 88.5 62.5 48.1 41.2 0.88 43.3 0.13 0.35 0.12 10.5 9.2 2.8 0.91 89.5 63.9 49.5 42.1 0.87 43.3 0.13 0.35 0.12 10.8 9.3 2.8 0.90 88.8 50.8 48.5 41.6 0.87 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 35.20 34.96 35.60 35.42 36.10 35.87 36.60 36.34 37.10 36.83 37.50 37.31 38.00 37.77 38.50 38.24 38.90 38.70 39.40 39.19 39.90 39.69 40.40 40.18 40.90 40.66 41.40 41.12 41.80 41.58 42.30 42.05 42.70 42.52 43.20 42.96 43.60 43.42 44.10 43.88 44.60 44.34 45.00 44.80 45.50 45.29 46.00 45.79 46.50 46.28 47.00 46.77 47.50 47.26 48.00 47.75 48.40 48.21 48.90 48.67 49.40 49.13 49.90 49.60 50.30 50.10 50.80 50.56 51.30 51.02 51.70 51.48 52.20 51.95 St S u (tsf)Su/σ v0'φ (°)c' (tsf)Cc/(1+e 0)(%)C r/(1+e 0)(%)μFC μ LL μ PI K 0 DR (%)N 60L&B (N 60)Ic (N 1)60I&B CN 43.4 0.13 0.35 0.12 10.2 9.2 2.8 0.90 89.7 52.3 48.9 42.9 0.86 43.9 0.15 0.33 0.11 7.6 8.8 2.7 0.94 93.4 58.4 55.5 48.5 0.86 44.0 0.15 0.32 0.11 7.0 8.7 2.6 0.95 94.4 75.3 57.4 50.0 0.85 44.0 0.15 0.32 0.11 7.0 8.7 2.6 0.94 94.4 75.6 57.9 50.0 0.85 43.0 0.13 0.47 0.16 12.0 9.4 2.9 0.86 88.5 62.1 48.5 39.5 0.84 43.3 0.14 0.44 0.15 10.3 9.2 2.8 0.88 90.7 67.0 52.1 43.2 0.83 43.2 0.14 0.44 0.15 10.6 9.2 2.8 0.87 90.9 66.4 52.0 42.5 0.83 42.7 0.13 0.46 0.15 13.3 9.7 3.0 0.83 89.1 59.8 47.6 37.1 0.83 42.6 0.13 0.46 0.15 13.5 9.7 3.0 0.82 89.6 59.6 47.7 36.8 0.82 42.5 0.12 0.48 0.16 14.4 9.8 3.0 0.81 88.0 58.0 46.2 35.3 0.82 43.0 0.13 0.47 0.16 11.9 9.4 2.9 0.84 88.7 64.4 50.2 40.2 0.81 43.1 0.14 0.45 0.15 11.3 9.3 2.9 0.84 90.3 66.3 51.9 41.5 0.81 43.0 0.14 0.45 0.15 11.7 9.4 2.9 0.84 90.0 65.6 51.5 40.7 0.80 43.2 0.14 0.43 0.14 10.6 9.2 2.8 0.85 91.0 68.8 53.7 43.2 0.80 43.1 0.14 0.44 0.15 10.9 9.3 2.8 0.84 91.0 68.1 53.4 42.5 0.79 42.3 0.12 0.48 0.16 15.0 9.9 3.1 0.78 88.2 58.2 46.7 34.3 0.79 41.5 0.11 0.54 0.18 19.0 10.6 3.3 0.72 84.1 49.9 40.5 27.6 0.79 41.3 0.11 0.53 0.18 19.9 10.8 3.3 0.71 84.4 48.4 39.8 26.3 0.78 41.3 0.11 0.53 0.18 20.0 10.8 3.4 0.70 84.3 48.4 39.8 26.1 0.78 40.8 0.10 0.59 0.20 22.2 11.2 3.5 0.68 80.9 44.6 36.5 23.1 0.77 40.2 0.09 0.61 0.20 25.2 11.7 3.7 0.64 79.3 39.8 33.3 19.3 0.77 39.4 0.08 0.77 0.26 29.5 12.6 4.0 0.59 75.7 33.8 29.0 14.8 0.77 39.8 0.08 0.65 0.22 27.4 12.2 3.8 0.61 76.9 36.9 31.0 16.9 0.76 40.4 0.09 0.60 0.20 24.1 11.5 3.6 0.64 79.9 42.2 35.0 20.7 0.76 41.4 0.11 0.56 0.19 19.4 10.7 3.3 0.70 82.6 50.8 40.9 27.1 0.76 42.1 0.12 0.54 0.18 16.0 10.1 3.1 0.74 84.2 58.4 45.9 32.8 0.75 42.1 0.13 0.51 0.17 15.9 10.1 3.1 0.74 86.3 58.9 46.9 33.1 0.75 41.9 0.12 0.49 0.16 16.4 10.2 3.1 0.73 87.0 58.1 46.7 32.3 0.74 41.7 0.12 0.52 0.17 17.5 10.3 3.2 0.71 85.6 55.9 45.0 30.4 0.74 41.4 0.11 0.53 0.18 18.9 10.6 3.3 0.69 84.5 53.2 43.1 28.2 0.74 40.9 0.11 0.55 0.18 21.2 11.0 3.4 0.66 83.5 48.7 40.3 24.6 0.73 41.2 0.11 0.56 0.19 19.9 10.8 3.3 0.68 82.6 51.5 41.6 26.6 0.73 42.3 0.13 0.52 0.17 14.7 9.9 3.0 0.74 85.4 50.8 49.4 35.7 0.73 42.9 0.15 0.43 0.14 11.5 9.4 2.9 0.78 91.3 72.1 56.5 42.6 0.73 42.7 0.15 0.41 0.14 12.3 9.5 2.9 0.76 92.4 70.0 55.9 40.7 0.72 42.2 0.14 0.48 0.16 14.7 9.9 3.0 0.73 88.1 64.0 50.8 35.7 0.72 42.4 0.14 0.46 0.15 13.7 9.7 3.0 0.74 89.3 66.8 52.9 37.8 0.72 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 52.70 52.44 52.80 52.74 St S u (tsf)Su/σ v0'φ (°)c' (tsf)Cc/(1+e 0)(%)C r/(1+e 0)(%)μFC μ LL μ PI K 0 DR (%)N 60L&B (N 60)Ic (N 1)60I&B CN 42.8 0.15 0.42 0.14 11.7 9.4 2.9 0.77 92.2 72.5 57.3 42.3 0.71 42.6 0.15 0.42 0.14 12.7 9.6 2.9 0.75 92.1 69.9 55.8 40.0 0.71 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM I I I I I I I I I I I I I I I I PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 0.50 0.27 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.64 3.30 3.12 3.80 3.58 4.30 4.04 4.70 4.50 5.20 4.96 5.70 5.43 6.10 5.89 6.60 6.38 7.00 6.82 7.50 7.25 7.90 7.72 8.40 8.18 8.90 8.65 9.30 9.10 9.80 9.56 10.20 10.02 10.80 10.50 11.20 10.99 11.70 11.46 12.20 11.93 12.70 12.42 13.10 12.90 13.60 13.37 14.00 13.82 14.50 14.28 15.00 14.75 15.40 15.20 15.90 15.67 16.40 16.16 16.90 16.64 17.30 17.11 (N 1)60csL&R (N1 )60csIc (N 1)60csI&B (N 1)60qc1ncs r d MSF K σ K α CSR 7.5 CRR 7.5 FS τ av(tsf)p'(tsf)γmax (%)G/G0 ε v (%) 75.0 60.0 67.8 60.0 1.00 1.21 1.10 1.00 0.37 1.30 0.01 0.03 0.001 0.94 0.00 54.2 47.7 49.0 47.7 1.00 1.21 1.10 1.00 0.37 1.30 0.02 0.07 0.002 0.90 0.00 70.6 52.2 50.9 52.8 1.00 1.21 1.10 1.00 0.37 1.30 0.04 0.11 0.003 0.90 0.00 53.1 39.4 37.4 40.1 1.00 1.21 1.10 1.00 0.36 1.30 0.05 0.14 0.006 0.82 0.01 37.3 33.4 32.3 33.4 1.00 1.21 1.10 1.00 0.36 0.96 0.07 0.17 0.012 0.68 0.01 36.9 33.1 31.9 33.1 0.99 1.21 1.10 1.00 0.37 0.88 0.08 0.20 0.016 0.64 0.02 33.9 30.8 28.7 30.8 0.99 1.16 1.10 1.00 0.38 0.50 0.10 0.23 0.022 0.57 0.02 40.8 29.7 27.4 29.7 0.99 1.15 1.10 1.00 0.38 0.41 0.11 0.26 0.029 0.51 0.03 35.4 26.1 22.8 26.1 0.99 1.10 1.10 1.00 0.40 0.24 0.12 0.28 0.049 0.39 0.07 31.6 23.8 19.4 24.6 0.99 1.08 1.10 1.00 0.41 0.18 0.14 0.30 0.070 0.31 0.11 32.4 24.2 20.1 24.7 0.99 1.08 1.10 1.00 0.40 0.19 0.15 0.33 0.084 0.29 0.13 36.1 32.1 28.3 32.1 0.99 1.15 1.10 1.00 0.38 0.42 0.16 0.40 0.051 0.43 0.06 37.9 33.9 28.9 33.9 0.98 1.16 1.10 1.00 0.38 0.45 0.18 0.44 0.046 0.47 0.05 40.6 29.7 24.8 29.5 0.98 1.11 1.10 1.00 0.39 0.28 0.19 0.45 0.062 0.39 0.08 37.3 33.5 28.8 33.5 0.98 1.16 1.10 1.00 0.38 0.45 0.20 0.49 0.051 0.45 0.06 40.7 36.3 31.6 36.3 0.98 1.19 1.10 1.00 0.37 0.71 1.93 0.21 0.52 0.147 0.03 39.8 35.0 31.0 35.0 0.98 1.18 1.10 1.00 0.38 0.64 1.68 0.23 0.53 0.712 0.15 37.9 34.0 29.6 34.0 0.98 1.17 1.10 1.00 0.40 0.51 1.28 0.24 0.54 1.985 0.44 36.9 32.7 28.9 32.7 0.97 1.16 1.10 1.00 0.41 0.46 1.12 0.25 0.55 2.741 0.63 34.8 30.5 27.2 30.5 0.97 1.14 1.10 1.00 0.43 0.37 0.86 0.27 0.55 4.736 1.14 32.0 28.2 24.9 28.2 0.97 1.12 1.10 1.00 0.45 0.28 0.63 0.28 0.55 9.002 2.09 28.5 25.5 21.9 25.5 0.97 1.09 1.10 1.00 0.46 0.22 0.47 0.29 0.54 13.361 2.32 27.4 24.4 20.9 24.4 0.97 1.08 1.10 1.00 0.48 0.20 0.42 0.31 0.54 14.921 2.41 30.0 26.3 23.3 26.3 0.97 1.10 1.10 1.00 0.48 0.24 0.51 0.32 0.57 11.373 2.21 47.9 40.3 38.3 40.3 0.96 1.21 1.10 1.00 0.44 1.30 2.00 0.33 0.66 0.000 0.00 67.2 56.3 52.7 56.3 0.96 1.21 1.10 1.00 0.44 1.30 2.00 0.34 0.75 0.000 0.00 78.2 67.4 61.8 67.4 0.96 1.21 1.10 1.00 0.45 1.30 2.00 0.36 0.80 0.000 0.00 81.9 72.4 65.2 72.4 0.96 1.21 1.10 1.00 0.45 1.30 2.00 0.37 0.83 0.000 0.00 78.6 70.0 63.0 70.0 0.96 1.21 1.10 1.00 0.46 1.30 2.00 0.39 0.84 0.000 0.00 74.0 65.8 59.6 65.8 0.95 1.21 1.10 1.00 0.46 1.30 2.00 0.40 0.84 0.000 0.00 61.0 54.2 49.4 54.2 0.95 1.21 1.10 1.00 0.47 1.30 2.00 0.42 0.81 0.000 0.00 53.1 45.1 43.6 45.1 0.95 1.21 1.10 1.00 0.47 1.30 2.00 0.43 0.79 0.000 0.00 46.5 45.9 45.7 45.9 0.95 1.21 1.10 1.00 0.47 1.30 2.00 0.44 0.81 0.000 0.00 49.5 48.6 48.9 48.6 0.95 1.21 1.10 1.00 0.48 1.30 2.00 0.45 0.84 0.000 0.00 62.5 52.9 51.8 52.9 0.94 1.21 1.10 1.00 0.48 1.30 2.00 0.47 0.87 0.000 0.00 65.5 56.9 54.5 56.9 0.94 1.21 1.10 1.00 0.48 1.30 2.00 0.48 0.90 0.000 0.00 66.1 57.5 55.4 57.5 0.94 1.21 1.10 1.00 0.49 1.30 2.00 0.49 0.92 0.000 0.00 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 17.80 17.58 18.30 18.03 18.70 18.48 19.20 18.94 19.60 19.40 20.10 19.86 20.50 20.32 21.00 20.77 21.50 21.23 21.90 21.70 22.40 22.16 22.90 22.62 23.40 23.12 23.90 23.63 24.40 24.13 24.90 24.62 25.30 25.11 25.80 25.57 26.30 26.03 26.70 26.48 27.20 26.95 27.60 27.41 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.25 29.90 29.71 30.50 30.20 30.90 30.69 31.40 31.15 31.90 31.61 32.40 32.11 32.80 32.60 33.30 33.06 33.80 33.55 34.30 34.04 34.70 34.50 (N 1)60csL&R (N1 )60csIc (N 1)60csI&B (N 1)60qc1ncs r d MSF K σ K α CSR 7.5 CRR 7.5 FS τ av(tsf)p'(tsf)γmax (%)G/G0 ε v (%) 73.9 64.2 62.2 64.2 0.94 1.21 1.09 1.00 0.49 1.30 2.00 0.51 0.96 0.000 0.00 72.8 65.1 61.6 65.1 0.94 1.21 1.08 1.00 0.50 1.30 2.00 0.52 0.97 0.000 0.00 70.2 63.6 59.7 63.6 0.93 1.21 1.08 1.00 0.50 1.30 2.00 0.53 0.98 0.000 0.00 67.8 61.6 57.9 61.6 0.93 1.21 1.07 1.00 0.51 1.30 2.00 0.55 0.99 0.000 0.00 66.0 59.8 56.6 59.8 0.93 1.21 1.07 1.00 0.51 1.30 2.00 0.56 0.99 0.000 0.00 66.3 59.1 57.2 59.1 0.93 1.21 1.06 1.00 0.51 1.30 2.00 0.57 1.01 0.000 0.00 63.8 57.8 55.3 57.8 0.92 1.21 1.05 1.00 0.52 1.30 2.00 0.59 1.02 0.000 0.00 63.3 57.2 55.1 57.2 0.92 1.21 1.05 1.00 0.52 1.30 2.00 0.60 1.03 0.000 0.00 62.9 57.0 55.0 57.0 0.92 1.21 1.04 1.00 0.53 1.30 2.00 0.61 1.04 0.000 0.00 58.3 51.7 51.2 51.7 0.92 1.21 1.04 1.00 0.53 1.30 2.00 0.62 1.03 0.000 0.00 57.2 50.4 50.4 50.4 0.92 1.21 1.03 1.00 0.53 1.30 2.00 0.64 1.04 0.000 0.00 53.3 47.0 47.2 47.0 0.91 1.21 1.03 1.00 0.54 1.30 2.00 0.65 1.04 0.000 0.00 45.2 46.1 48.2 46.1 0.91 1.21 1.02 1.00 0.54 1.30 2.00 0.66 1.05 0.000 0.00 59.9 53.1 53.5 53.1 0.91 1.21 1.02 1.00 0.55 1.30 2.00 0.68 1.10 0.000 0.00 59.4 54.3 53.2 54.3 0.91 1.21 1.01 1.00 0.55 1.30 2.00 0.69 1.11 0.000 0.00 55.8 51.6 50.1 52.2 0.90 1.21 1.00 1.00 0.55 1.30 2.00 0.70 1.11 0.000 0.00 61.8 47.6 44.2 50.9 0.90 1.21 1.00 1.00 0.56 1.30 2.00 0.71 1.08 0.000 0.00 57.0 43.6 40.4 46.4 0.90 1.21 1.00 1.00 0.56 1.30 2.00 0.73 1.07 0.000 0.00 48.8 45.5 44.0 46.6 0.90 1.21 0.99 1.00 0.56 1.30 2.00 0.74 1.11 0.000 0.00 50.6 47.3 46.0 48.7 0.89 1.21 0.99 1.00 0.57 1.30 2.00 0.75 1.13 0.000 0.00 53.0 49.5 48.4 50.8 0.89 1.21 0.98 1.00 0.57 1.30 2.00 0.76 1.16 0.000 0.00 52.0 48.8 47.6 50.5 0.89 1.21 0.98 1.00 0.57 1.30 2.00 0.77 1.17 0.000 0.00 49.9 47.1 45.6 49.3 0.89 1.21 0.97 1.00 0.57 1.30 2.00 0.78 1.17 0.000 0.00 60.5 46.2 44.2 48.8 0.89 1.21 0.97 1.00 0.58 1.30 2.00 0.80 1.17 0.000 0.00 47.9 45.3 43.8 47.5 0.88 1.21 0.96 1.00 0.58 1.30 2.00 0.81 1.18 0.000 0.00 50.5 47.6 46.7 49.6 0.88 1.21 0.96 1.00 0.58 1.30 2.00 0.82 1.21 0.000 0.00 51.6 48.5 48.0 50.4 0.88 1.21 0.95 1.00 0.58 1.30 2.00 0.83 1.23 0.000 0.00 49.6 46.7 46.2 48.6 0.88 1.21 0.95 1.00 0.59 1.30 2.00 0.84 1.23 0.000 0.00 44.3 41.8 40.6 43.6 0.87 1.21 0.95 1.00 0.58 1.30 2.00 0.85 1.21 0.000 0.00 43.7 41.3 40.0 43.2 0.87 1.21 0.95 1.00 0.59 1.30 2.00 0.87 1.22 0.000 0.00 44.2 42.0 40.6 44.3 0.87 1.21 0.94 1.00 0.59 1.30 2.00 0.88 1.23 0.000 0.00 42.8 41.0 39.1 43.7 0.87 1.21 0.94 1.00 0.59 1.30 2.00 0.89 1.23 0.000 0.00 52.0 40.2 38.0 43.1 0.86 1.21 0.94 1.00 0.59 1.30 2.00 0.90 1.24 0.000 0.00 43.8 41.7 40.5 44.1 0.86 1.21 0.93 1.00 0.59 1.30 2.00 0.91 1.27 0.000 0.00 55.7 42.9 41.5 45.9 0.86 1.21 0.93 1.00 0.60 1.30 2.00 0.92 1.29 0.000 0.00 56.8 44.1 42.5 47.6 0.85 1.21 0.92 1.00 0.60 1.30 2.00 0.93 1.31 0.000 0.00 44.6 42.6 41.8 45.1 0.85 1.21 0.92 1.00 0.60 1.30 2.00 0.94 1.31 0.000 0.00 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 35.20 34.96 35.60 35.42 36.10 35.87 36.60 36.34 37.10 36.83 37.50 37.31 38.00 37.77 38.50 38.24 38.90 38.70 39.40 39.19 39.90 39.69 40.40 40.18 40.90 40.66 41.40 41.12 41.80 41.58 42.30 42.05 42.70 42.52 43.20 42.96 43.60 43.42 44.10 43.88 44.60 44.34 45.00 44.80 45.50 45.29 46.00 45.79 46.50 46.28 47.00 46.77 47.50 47.26 48.00 47.75 48.40 48.21 48.90 48.67 49.40 49.13 49.90 49.60 50.30 50.10 50.80 50.56 51.30 51.02 51.70 51.48 52.20 51.95 (N 1)60csL&R (N1 )60csIc (N 1)60csI&B (N 1)60qc1ncs r d MSF K σ K α CSR 7.5 CRR 7.5 FS τ av(tsf)p'(tsf)γmax (%)G/G0 ε v (%) 45.3 42.4 42.9 43.7 0.85 1.21 0.91 1.00 0.60 1.30 2.00 0.95 1.34 0.000 0.00 50.6 48.1 48.7 50.8 0.85 1.21 0.91 1.00 0.61 1.30 2.00 0.96 1.39 0.000 0.00 64.8 49.4 50.2 52.3 0.85 1.21 0.90 1.00 0.61 1.30 2.00 0.97 1.41 0.000 0.00 64.8 49.6 50.2 52.8 0.84 1.21 0.90 1.00 0.61 1.30 2.00 0.98 1.42 0.000 0.00 53.5 41.9 40.1 45.7 0.84 1.21 0.90 1.00 0.61 1.30 2.00 0.99 1.36 0.000 0.00 57.2 44.6 43.7 48.5 0.84 1.21 0.89 1.00 0.61 1.30 2.00 1.01 1.40 0.000 0.00 56.5 44.4 43.2 48.6 0.83 1.21 0.89 1.00 0.61 1.30 2.00 1.02 1.41 0.000 0.00 51.2 40.9 38.2 45.6 0.83 1.21 0.89 1.00 0.61 1.30 2.00 1.03 1.38 0.000 0.00 51.0 40.9 38.0 45.9 0.83 1.21 0.88 1.00 0.62 1.30 2.00 1.04 1.39 0.000 0.00 49.2 39.4 36.4 44.0 0.83 1.21 0.89 1.00 0.61 1.30 2.00 1.05 1.39 0.000 0.00 53.5 41.7 40.8 45.4 0.82 1.21 0.88 1.00 0.61 1.30 2.00 1.06 1.44 0.000 0.00 54.8 43.1 42.2 47.1 0.82 1.21 0.87 1.00 0.62 1.30 2.00 1.07 1.46 0.000 0.00 54.0 42.5 41.5 46.7 0.82 1.21 0.87 1.00 0.62 1.30 2.00 1.08 1.47 0.000 0.00 56.2 43.9 43.7 47.9 0.82 1.21 0.86 1.00 0.62 1.30 2.00 1.09 1.50 0.000 0.00 55.5 43.6 43.1 47.7 0.81 1.21 0.86 1.00 0.62 1.30 2.00 1.10 1.50 0.000 0.00 48.0 38.7 35.7 43.6 0.81 1.21 0.87 1.00 0.62 1.30 2.00 1.10 1.45 0.000 0.00 41.5 33.9 29.3 38.5 0.81 1.21 0.89 1.00 0.60 1.30 2.00 1.11 1.40 0.000 0.00 40.6 33.6 28.4 38.8 0.81 1.21 0.89 1.00 0.60 1.30 2.00 1.12 1.40 0.000 0.00 40.4 33.5 28.2 38.7 0.80 1.21 0.88 1.00 0.60 1.30 2.00 1.13 1.41 0.000 0.00 37.0 30.6 25.0 34.9 0.80 1.21 0.90 1.00 0.60 0.90 1.51 1.14 1.38 1.238 0.25 33.8 28.7 21.9 33.7 0.80 1.18 0.90 1.00 0.61 0.64 1.05 1.15 1.35 3.182 0.68 29.6 25.7 18.0 30.9 0.80 1.14 0.91 1.00 0.62 0.36 0.57 1.16 1.30 7.438 1.95 31.3 26.7 19.6 31.3 0.79 1.15 0.90 1.00 0.62 0.42 0.68 1.17 1.34 6.379 1.59 35.0 29.3 23.1 33.9 0.79 1.19 0.89 1.00 0.60 0.72 1.19 1.17 1.40 2.428 0.51 40.4 32.7 28.5 36.7 0.79 1.21 0.88 1.00 0.60 1.30 2.00 1.18 1.48 0.000 0.00 45.2 35.7 33.6 39.1 0.79 1.21 0.87 1.00 0.61 1.30 2.00 1.19 1.55 0.000 0.00 45.8 36.7 34.2 40.8 0.78 1.21 0.85 1.00 0.61 1.30 2.00 1.20 1.56 0.000 0.00 45.4 36.7 33.7 41.3 0.78 1.21 0.85 1.00 0.62 1.30 2.00 1.21 1.56 0.000 0.00 43.5 35.3 31.9 39.7 0.78 1.21 0.85 1.00 0.61 1.30 2.00 1.22 1.56 0.000 0.00 41.5 33.9 29.8 38.4 0.78 1.21 0.86 1.00 0.61 1.30 2.00 1.23 1.55 0.000 0.00 38.7 32.3 26.9 37.5 0.77 1.21 0.86 1.00 0.60 1.30 2.00 1.23 1.52 0.000 0.00 39.8 32.3 28.1 36.4 0.77 1.21 0.86 1.00 0.60 1.30 2.00 1.24 1.55 0.000 0.00 37.9 36.9 36.3 40.0 0.77 1.21 0.85 1.00 0.61 1.30 1.25 1.65 0.000 0.00 53.7 42.2 43.3 46.2 0.77 1.21 0.81 1.00 0.64 1.30 1.26 1.72 0.000 0.00 52.5 42.1 41.9 47.2 0.76 1.21 0.80 1.00 0.64 1.30 1.27 1.71 0.000 0.00 47.7 38.1 36.8 42.3 0.76 1.21 0.82 1.00 0.63 1.30 1.27 1.68 0.000 0.00 49.5 39.3 38.7 43.5 0.76 1.21 0.81 1.00 0.63 1.30 1.28 1.71 0.000 0.00 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b(ft)Z m(ft) 52.70 52.44 52.80 52.74 (N 1)60csL&R (N1 )60csIc (N 1)60csI&B (N 1)60qc1ncs r d MSF K σ K α CSR 7.5 CRR 7.5 FS τ av(tsf)p'(tsf)γmax (%)G/G0 ε v (%) 53.3 42.3 43.2 46.8 0.76 1.21 0.80 1.00 0.64 1.30 1.29 1.76 0.000 0.00 51.6 41.4 41.2 46.5 0.75 1.21 0.79 1.00 0.64 1.30 1.30 1.75 0.000 0.00 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM I I I I I I I I I I I I I I I I PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Z m(ft) 0.50 0.27 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.64 3.30 3.12 3.80 3.58 4.30 4.04 4.70 4.50 5.20 4.96 5.70 5.43 6.10 5.89 6.60 6.38 7.00 6.82 7.50 7.25 7.90 7.72 8.40 8.18 8.90 8.65 9.30 9.10 9.80 9.56 10.20 10.02 10.80 10.50 11.20 10.99 11.70 11.46 12.20 11.93 12.70 12.42 13.10 12.90 13.60 13.37 14.00 13.82 14.50 14.28 15.00 14.75 15.40 15.20 15.90 15.67 16.40 16.16 16.90 16.64 17.30 17.11 ΔSi ΣS i (in)ΔD i LDI (in)ΣD i (in)γmax (%)Pd G/G 0Pd ε v (%)Pd ΔSi ΣS i (in)Pd FCYi Vs (m/s)Pd N 1jpcs FC IB (I c)TZ q c0 (tsf) 0.00 0.96 0.001 0.93 0.00 0.00 0.99 0.00 239.29 83.65 4.65 1.22 233.5 0.00 0.96 0.002 0.86 0.00 0.00 0.99 3.75 227.50 63.77 8.44 168.6 0.00 0.96 0.004 0.82 0.00 0.00 0.99 7.06 226.05 67.50 10.66 175.2 0.00 0.96 0.007 0.76 0.01 0.00 0.99 7.38 218.13 49.15 10.85 131.7 0.00 0.95 0.010 0.70 0.01 0.00 0.99 4.74 214.88 39.85 9.14 116.2 0.00 0.95 0.013 0.66 0.01 0.00 0.99 4.89 213.34 38.15 9.24 114.9 0.00 0.95 0.017 0.61 0.02 0.00 0.99 5.63 210.32 34.39 9.74 105.6 0.00 0.95 0.022 0.57 0.03 0.00 0.98 5.88 208.46 32.24 9.91 101.6 0.00 0.95 0.028 0.51 0.04 0.00 0.98 6.68 204.68 27.56 10.42 88.0 0.01 0.94 0.036 0.46 0.06 0.00 0.98 8.35 201.60 24.73 11.44 78.1 0.01 0.93 0.043 0.43 0.07 0.00 0.97 7.64 201.13 24.31 11.01 80.3 0.00 0.93 0.041 0.45 0.05 0.00 0.97 2.87 207.03 31.00 8.88 112.4 0.00 0.93 0.046 0.43 0.06 0.00 0.97 4.79 206.72 31.84 9.18 117.8 0.00 0.92 0.060 0.37 0.08 0.01 0.96 6.32 203.47 28.39 10.19 104.9 0.00 0.92 0.056 0.40 0.07 0.00 0.96 4.88 209.32 32.02 9.24 124.7 0.00 0.92 0.147 0.04 0.00 0.96 4.58 213.10 34.92 9.03 138.9 0.01 0.91 0.712 0.19 0.01 0.95 2.86 214.54 33.78 8.40 138.0 0.03 0.88 1.985 0.55 0.03 0.92 4.90 214.39 32.90 9.25 133.6 0.04 0.85 2.741 0.76 0.05 0.87 2.83 215.60 31.77 8.72 132.1 0.05 0.79 4.736 1.37 0.07 0.80 2.31 216.10 29.68 8.25 126.2 0.13 0.67 9.002 2.47 0.15 0.66 2.25 215.48 27.56 8.58 117.6 0.11 0.56 13.361 2.71 0.13 0.52 2.20 214.17 24.95 9.11 106.3 0.17 0.38 14.921 2.78 0.20 0.32 1.94 214.84 23.86 8.89 103.3 0.11 0.28 11.373 2.51 0.12 0.20 1.79 218.29 25.76 8.14 114.7 0.00 0.28 0.000 0.00 0.00 0.20 2.13 229.78 39.59 6.50 185.5 0.00 0.28 0.000 0.00 0.00 0.20 2.97 238.57 55.35 6.36 263.4 0.00 0.28 0.000 0.00 0.00 0.20 2.47 243.13 66.34 7.49 311.1 0.00 0.28 0.000 0.00 0.00 0.20 3.96 245.41 71.38 8.59 330.8 0.00 0.28 0.000 0.00 0.00 0.20 4.41 245.58 69.07 8.92 322.1 0.00 0.28 0.000 0.00 0.00 0.20 4.33 245.22 64.91 8.85 306.9 0.00 0.28 0.000 0.00 0.00 0.20 4.24 241.42 53.48 8.80 256.4 0.00 0.28 0.000 0.00 0.00 0.20 2.70 240.22 44.58 6.89 226.1 0.00 0.28 0.000 0.00 0.00 0.20 0.00 243.51 45.33 5.64 240.0 0.00 0.28 0.000 0.00 0.00 0.20 0.00 246.07 47.97 5.46 258.0 0.00 0.28 0.000 0.00 0.00 0.20 1.46 247.25 52.24 6.72 274.9 0.00 0.28 0.000 0.00 0.00 0.20 2.93 248.87 56.19 7.84 291.2 0.00 0.28 0.000 0.00 0.00 0.20 2.99 250.13 56.77 7.88 297.4 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Z m(ft) 17.80 17.58 18.30 18.03 18.70 18.48 19.20 18.94 19.60 19.40 20.10 19.86 20.50 20.32 21.00 20.77 21.50 21.23 21.90 21.70 22.40 22.16 22.90 22.62 23.40 23.12 23.90 23.63 24.40 24.13 24.90 24.62 25.30 25.11 25.80 25.57 26.30 26.03 26.70 26.48 27.20 26.95 27.60 27.41 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.25 29.90 29.71 30.50 30.20 30.90 30.69 31.40 31.15 31.90 31.61 32.40 32.11 32.80 32.60 33.30 33.06 33.80 33.55 34.30 34.04 34.70 34.50 ΔSi ΣS i (in)ΔD i LDI (in)ΣD i (in)γmax (%)Pd G/G 0Pd ε v (%)Pd ΔSi ΣS i (in)Pd FCYi Vs (m/s)Pd N 1jpcs FC IB (I c)TZ q c0 (tsf) 0.00 0.28 0.000 0.00 0.00 0.20 2.88 254.18 63.28 7.80 336.1 0.00 0.28 0.000 0.00 0.00 0.20 4.65 254.36 64.15 9.08 334.7 0.00 0.28 0.000 0.00 0.00 0.20 5.58 254.36 62.87 9.71 326.2 0.00 0.28 0.000 0.00 0.00 0.20 5.73 254.40 60.83 9.81 318.3 0.00 0.28 0.000 0.00 0.00 0.20 5.59 254.60 58.97 9.72 312.9 0.00 0.28 0.000 0.00 0.00 0.20 4.42 255.74 58.00 8.92 317.7 0.00 0.28 0.000 0.00 0.00 0.20 5.61 255.53 56.94 9.73 308.7 0.00 0.28 0.000 0.00 0.00 0.20 5.35 256.18 56.15 9.56 309.1 0.00 0.28 0.000 0.00 0.00 0.20 5.64 256.89 56.03 9.75 310.1 0.00 0.28 0.000 0.00 0.00 0.20 4.12 255.89 50.49 8.71 290.0 0.00 0.28 0.000 0.00 0.00 0.20 3.77 256.28 49.18 8.46 287.0 0.00 0.28 0.000 0.00 0.00 0.20 3.70 255.31 45.77 8.41 270.0 0.00 0.28 0.000 0.00 0.00 0.20 2.80 257.51 44.91 6.94 277.2 0.00 0.28 0.000 0.00 0.00 0.20 4.14 259.85 51.61 8.72 308.8 0.00 0.28 0.000 0.00 0.00 0.20 6.21 260.27 52.98 10.12 308.9 0.00 0.28 0.000 0.00 0.00 0.20 7.08 259.38 50.40 10.67 292.1 0.00 0.28 0.000 0.00 0.00 0.20 10.39 257.67 47.30 12.59 257.9 0.00 0.28 0.000 0.00 0.00 0.20 9.96 256.09 43.22 12.35 239.9 0.00 0.28 0.000 0.00 0.00 0.20 7.68 258.06 44.31 11.03 261.3 0.00 0.28 0.000 0.00 0.00 0.20 7.94 259.75 46.07 11.19 272.8 0.00 0.28 0.000 0.00 0.00 0.20 7.79 261.70 48.05 11.10 288.2 0.00 0.28 0.000 0.00 0.00 0.20 8.21 261.95 47.42 11.35 284.5 0.00 0.28 0.000 0.00 0.00 0.20 8.83 261.59 45.87 11.72 274.0 0.00 0.28 0.000 0.00 0.00 0.20 9.58 261.69 45.11 12.14 267.4 0.00 0.28 0.000 0.00 0.00 0.20 9.00 261.85 44.00 11.81 266.6 0.00 0.28 0.000 0.00 0.00 0.20 8.67 263.86 46.03 11.62 283.7 0.00 0.28 0.000 0.00 0.00 0.20 8.43 265.05 46.77 11.48 292.4 0.00 0.28 0.000 0.00 0.00 0.20 8.54 264.67 44.96 11.54 283.0 0.00 0.28 0.000 0.00 0.00 0.20 8.70 262.32 40.26 11.64 254.5 0.00 0.28 0.000 0.00 0.00 0.20 8.87 262.57 39.74 11.74 252.4 0.00 0.28 0.000 0.00 0.00 0.20 9.42 263.59 40.48 12.05 256.1 0.00 0.28 0.000 0.00 0.00 0.20 10.10 263.62 39.68 12.43 249.2 0.00 0.28 0.000 0.00 0.00 0.20 10.60 263.71 38.93 12.70 243.6 0.00 0.28 0.000 0.00 0.00 0.20 9.51 265.20 39.99 12.10 259.1 0.00 0.28 0.000 0.00 0.00 0.20 10.43 266.60 41.32 12.61 264.5 0.00 0.28 0.000 0.00 0.00 0.20 11.11 267.97 42.52 12.98 270.4 0.00 0.28 0.000 0.00 0.00 0.20 9.68 267.48 40.60 12.20 269.0 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Z m(ft) 35.20 34.96 35.60 35.42 36.10 35.87 36.60 36.34 37.10 36.83 37.50 37.31 38.00 37.77 38.50 38.24 38.90 38.70 39.40 39.19 39.90 39.69 40.40 40.18 40.90 40.66 41.40 41.12 41.80 41.58 42.30 42.05 42.70 42.52 43.20 42.96 43.60 43.42 44.10 43.88 44.60 44.34 45.00 44.80 45.50 45.29 46.00 45.79 46.50 46.28 47.00 46.77 47.50 47.26 48.00 47.75 48.40 48.21 48.90 48.67 49.40 49.13 49.90 49.60 50.30 50.10 50.80 50.56 51.30 51.02 51.70 51.48 52.20 51.95 ΔSi ΣS i (in)ΔD i LDI (in)ΣD i (in)γmax (%)Pd G/G 0Pd ε v (%)Pd ΔSi ΣS i (in)Pd FCYi Vs (m/s)Pd N 1jpcs FC IB (I c)TZ q c0 (tsf) 0.00 0.28 0.000 0.00 0.00 0.20 8.01 267.98 39.89 11.24 276.7 0.00 0.28 0.000 0.00 0.00 0.20 9.41 271.93 45.52 12.05 309.1 0.00 0.28 0.000 0.00 0.00 0.20 9.57 273.23 46.71 12.13 318.6 0.00 0.28 0.000 0.00 0.00 0.20 9.98 273.91 46.94 12.36 319.9 0.00 0.28 0.000 0.00 0.00 0.20 11.98 269.98 40.24 13.43 263.0 0.00 0.28 0.000 0.00 0.00 0.20 11.60 272.18 42.56 13.24 283.5 0.00 0.28 0.000 0.00 0.00 0.20 12.19 272.62 42.43 13.55 281.0 0.00 0.28 0.000 0.00 0.00 0.20 13.88 271.16 39.56 14.40 253.1 0.00 0.28 0.000 0.00 0.00 0.20 14.42 271.74 39.62 14.67 252.4 0.00 0.28 0.000 0.00 0.00 0.20 14.08 271.22 38.04 14.50 245.6 0.00 0.28 0.000 0.00 0.00 0.20 11.65 272.97 39.48 13.26 272.7 0.00 0.28 0.000 0.00 0.00 0.20 12.22 274.39 40.78 13.56 280.5 0.00 0.28 0.000 0.00 0.00 0.20 12.44 274.59 40.26 13.68 277.5 0.00 0.28 0.000 0.00 0.00 0.20 11.85 275.88 41.30 13.37 291.1 0.00 0.28 0.000 0.00 0.00 0.20 12.22 276.17 40.98 13.56 288.4 0.00 0.28 0.000 0.00 0.00 0.20 14.81 273.83 37.08 14.86 246.3 0.00 0.28 0.000 0.00 0.00 0.20 16.10 271.08 32.81 15.48 211.0 0.00 0.28 0.000 0.00 0.00 0.20 17.56 271.48 32.71 16.17 205.0 0.00 0.28 0.000 0.00 0.00 0.20 17.75 271.86 32.58 16.26 204.7 0.02 0.26 1.238 0.19 0.01 0.19 17.07 270.02 29.72 15.94 188.9 0.04 0.22 3.182 0.51 0.03 0.16 20.05 269.32 28.27 17.31 168.4 0.09 0.13 7.438 1.44 0.07 0.09 22.76 267.60 25.66 18.52 143.2 0.10 0.03 6.379 1.18 0.07 0.02 20.37 268.62 26.34 17.46 156.2 0.03 0.00 2.428 0.38 0.02 0.00 18.68 270.93 28.53 16.69 178.8 0.00 0.00 0.000 0.00 0.00 0.00 15.11 273.49 31.09 15.01 215.2 0.00 0.00 0.000 0.00 0.00 0.00 12.56 275.65 33.12 13.74 247.0 0.00 0.00 0.000 0.00 0.00 0.00 13.96 277.04 34.27 14.44 249.2 0.00 0.00 0.000 0.00 0.00 0.00 15.02 277.63 34.43 14.96 245.9 0.00 0.00 0.000 0.00 0.00 0.00 15.17 277.05 33.12 15.04 236.6 0.00 0.00 0.000 0.00 0.00 0.00 15.90 276.53 31.93 15.39 225.0 0.00 0.00 0.000 0.00 0.00 0.00 18.41 276.09 30.83 16.56 206.0 0.00 0.00 0.000 0.00 0.00 0.00 15.48 276.07 30.37 15.18 217.9 0.00 0.00 0.000 0.00 0.00 0.00 11.53 279.18 33.43 13.20 268.5 0.00 0.00 0.000 0.00 0.00 0.00 12.26 283.31 38.22 13.58 305.2 0.00 0.00 0.000 0.00 0.00 0.00 14.22 283.97 38.58 14.57 296.4 0.00 0.00 0.000 0.00 0.00 0.00 13.70 281.52 34.83 14.31 270.8 0.00 0.00 0.000 0.00 0.00 0.00 13.35 282.73 35.77 14.14 282.7 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Z b (ft)Z m(ft) 52.70 52.44 52.80 52.74 ΔSi ΣS i (in)ΔD i LDI (in)ΣD i (in)γmax (%)Pd G/G 0Pd ε v (%)Pd ΔSi ΣS i (in)Pd FCYi Vs (m/s)Pd N 1jpcs FC IB (I c)TZ q c0 (tsf) 0.00 0.00 0.000 0.00 0.00 0.00 13.19 285.13 38.27 14.06 307.0 0.00 0.00 0.000 0.00 0.00 0.00 14.35 284.99 37.74 14.64 295.7 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM I I I I I I I I I I I I I I I I I PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Zb (ft)Z m(ft) 0.50 0.27 1.00 0.76 1.50 1.23 1.90 1.70 2.40 2.15 2.90 2.64 3.30 3.12 3.80 3.58 4.30 4.04 4.70 4.50 5.20 4.96 5.70 5.43 6.10 5.89 6.60 6.38 7.00 6.82 7.50 7.25 7.90 7.72 8.40 8.18 8.90 8.65 9.30 9.10 9.80 9.56 10.20 10.02 10.80 10.50 11.20 10.99 11.70 11.46 12.20 11.93 12.70 12.42 13.10 12.90 13.60 13.37 14.00 13.82 14.50 14.28 15.00 14.75 15.40 15.20 15.90 15.67 16.40 16.16 16.90 16.64 17.30 17.11 k (m/s)FS50 FS85 D E (qc1N)cs 1.8045E-03 1.00 375.1 2.0158E-04 1.00 270.9 7.3988E-05 1.00 285.5 6.8061E-05 1.00 216.2 1.4457E-04 1.00 186.6 1.3791E-04 1.00 184.6 1.0993E-04 1.00 169.6 1.0207E-04 1.00 163.2 8.1775E-05 1.00 142.0 5.3557E-05 1.00 131.1 6.3808E-05 1.00 132.7 1.6377E-04 1.00 180.6 1.4208E-04 1.00 189.3 9.0168E-05 1.00 161.3 1.3844E-04 1.00 186.5 1.5200E-04 2.00 2.00 0.00 203.3 2.0576E-04 2.00 2.00 0.00 198.8 1.3741E-04 1.57 1.91 0.00 189.3 1.7656E-04 1.37 1.68 0.00 184.5 2.2105E-04 1.05 1.28 0.00 173.8 1.8844E-04 0.77 0.94 0.00 159.8 1.4670E-04 0.57 0.70 0.00 142.7 1.6284E-04 0.51 0.63 0.00 136.9 2.3374E-04 0.63 0.77 0.00 150.1 5.6239E-04 2.00 2.00 0.00 239.7 6.0975E-04 2.00 2.00 0.00 335.8 3.2583E-04 2.00 2.00 0.00 390.9 1.8748E-04 2.00 2.00 0.00 409.6 1.6067E-04 2.00 2.00 0.00 393.2 1.6547E-04 2.00 2.00 0.00 369.8 1.7009E-04 2.00 2.00 0.00 305.0 4.5007E-04 2.00 2.00 0.00 265.8 9.3969E-04 2.00 2.00 0.00 279.1 1.0522E-03 2.00 2.00 0.00 296.8 4.9455E-04 2.00 2.00 0.00 312.7 2.7207E-04 2.00 2.00 0.00 327.5 2.6619E-04 2.00 2.00 0.00 330.7 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Zb (ft)Z m(ft) 17.80 17.58 18.30 18.03 18.70 18.48 19.20 18.94 19.60 19.40 20.10 19.86 20.50 20.32 21.00 20.77 21.50 21.23 21.90 21.70 22.40 22.16 22.90 22.62 23.40 23.12 23.90 23.63 24.40 24.13 24.90 24.62 25.30 25.11 25.80 25.57 26.30 26.03 26.70 26.48 27.20 26.95 27.60 27.41 28.10 27.86 28.60 28.32 29.00 28.79 29.50 29.25 29.90 29.71 30.50 30.20 30.90 30.69 31.40 31.15 31.90 31.61 32.40 32.11 32.80 32.60 33.30 33.06 33.80 33.55 34.30 34.04 34.70 34.50 k (m/s)FS50 FS85 D E (qc1N)cs 2.7745E-04 2.00 2.00 0.00 369.6 1.4866E-04 2.00 2.00 0.00 364.2 1.1174E-04 2.00 2.00 0.00 351.2 1.0677E-04 2.00 2.00 0.00 339.1 1.1109E-04 2.00 2.00 0.00 329.9 1.6053E-04 2.00 2.00 0.00 331.6 1.1061E-04 2.00 2.00 0.00 319.1 1.1938E-04 2.00 2.00 0.00 316.5 1.0947E-04 2.00 2.00 0.00 314.5 1.7731E-04 2.00 2.00 0.00 291.4 2.0011E-04 2.00 2.00 0.00 285.9 2.0494E-04 2.00 2.00 0.00 266.7 4.3775E-04 2.00 2.00 0.00 271.3 1.7617E-04 2.00 2.00 0.00 299.5 9.3064E-05 2.00 2.00 0.00 296.9 7.3548E-05 2.00 2.00 0.00 282.4 3.4078E-05 2.00 2.00 0.00 265.2 3.7320E-05 2.00 2.00 0.00 242.6 6.3160E-05 2.00 2.00 0.00 250.0 5.9224E-05 2.00 2.00 0.00 260.6 6.1372E-05 2.00 2.00 0.00 272.3 5.5409E-05 2.00 2.00 0.00 269.3 4.7889E-05 2.00 2.00 0.00 260.8 4.0512E-05 2.00 2.00 0.00 256.5 4.6148E-05 2.00 2.00 0.00 250.9 4.9736E-05 2.00 2.00 0.00 263.3 5.2642E-05 2.00 2.00 0.00 268.1 5.1301E-05 2.00 2.00 0.00 258.1 4.9420E-05 2.00 2.00 0.00 231.3 4.7484E-05 2.00 2.00 0.00 228.7 4.1946E-05 2.00 2.00 0.00 233.1 3.6195E-05 2.00 2.00 0.00 228.2 3.2641E-05 2.00 2.00 0.00 223.7 4.1120E-05 2.00 2.00 0.00 231.5 3.3831E-05 2.00 2.00 0.00 239.0 2.9407E-05 2.00 2.00 0.00 245.9 3.9621E-05 2.00 2.00 0.00 236.5 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Zb (ft)Z m(ft) 35.20 34.96 35.60 35.42 36.10 35.87 36.60 36.34 37.10 36.83 37.50 37.31 38.00 37.77 38.50 38.24 38.90 38.70 39.40 39.19 39.90 39.69 40.40 40.18 40.90 40.66 41.40 41.12 41.80 41.58 42.30 42.05 42.70 42.52 43.20 42.96 43.60 43.42 44.10 43.88 44.60 44.34 45.00 44.80 45.50 45.29 46.00 45.79 46.50 46.28 47.00 46.77 47.50 47.26 48.00 47.75 48.40 48.21 48.90 48.67 49.40 49.13 49.90 49.60 50.30 50.10 50.80 50.56 51.30 51.02 51.70 51.48 52.20 51.95 k (m/s)FS50 FS85 D E (qc1N)cs 5.8127E-05 2.00 2.00 0.00 233.6 4.2039E-05 2.00 2.00 0.00 267.0 4.0603E-05 2.00 2.00 0.00 274.6 3.7142E-05 2.00 2.00 0.00 276.2 2.4854E-05 2.00 2.00 0.00 234.2 2.6731E-05 2.00 2.00 0.00 249.2 2.3852E-05 2.00 2.00 0.00 248.3 1.7552E-05 2.00 2.00 0.00 229.5 1.6002E-05 2.00 2.00 0.00 229.9 1.6957E-05 2.00 2.00 0.00 220.9 2.6460E-05 2.00 2.00 0.00 233.1 2.3737E-05 2.00 2.00 0.00 240.9 2.2755E-05 2.00 2.00 0.00 238.0 2.5439E-05 2.00 2.00 0.00 245.7 2.3735E-05 2.00 2.00 0.00 243.8 1.4964E-05 2.00 2.00 0.00 217.3 1.2119E-05 2.00 2.00 0.00 189.9 9.6577E-06 2.00 2.00 0.00 188.9 9.3857E-06 2.00 2.00 0.00 188.4 1.0402E-05 1.84 2.00 0.00 170.7 6.7058E-06 1.28 1.57 0.00 160.9 4.6300E-06 0.70 0.86 0.00 144.5 6.4044E-06 0.83 1.02 0.00 149.0 8.1637E-06 1.46 1.78 0.00 163.8 1.4250E-05 2.00 2.00 0.00 182.8 2.2269E-05 2.00 2.00 0.00 199.2 1.7310E-05 2.00 2.00 0.00 205.2 1.4452E-05 2.00 2.00 0.00 205.6 1.4092E-05 2.00 2.00 0.00 197.5 1.2516E-05 2.00 2.00 0.00 189.6 8.4957E-06 2.00 2.00 0.00 181.6 1.3406E-05 2.00 2.00 0.00 180.6 2.7097E-05 1.00 205.7 2.3549E-05 1.00 235.9 1.6548E-05 1.00 236.6 1.8133E-05 1.00 213.1 1.9271E-05 1.00 220.1 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM PA2022-002 CPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] UCLA (2008-14); [sat] Idriss Boulanger (2008) Zb (ft)Z m(ft) 52.70 52.44 52.80 52.74 k (m/s)FS50 FS85 D E (qc1N)cs 1.9835E-05 1.00 237.2 1.6179E-05 1.00 232.8 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 12/12/2021 2:28:28 PM I I I I I I I I PA2022-002 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 Phone 949-629-2539 APPENDIX F SEISMICITY DATA PA2022-002 12/14/21, 9:36 PM U.S. Seismic Design Maps https://seismicmaps.org 1/3 Wedge 2 2172 E Oceanfront, Newport Beach, CA 92661, USA Latitude, Longitude: 33.5953435, -117.8822164 Date 12/14/2021, 9:35:45 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.369 MCER ground motion. (for 0.2 second period) S1 0.486 MCER ground motion. (for 1.0s period) SMS 1.643 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.095 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.599 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.719 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.369 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.509 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.624 Factored deterministic acceleration value. (0.2 second) S1RT 0.486 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.527 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.819 Factored deterministic acceleration value. (1.0 second) PGAd 1.056 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.907 Mapped value of the risk coefficient at short periods .... Miramar or E £ Ocean Blv' Oceanfront t Jetty V w Park Beach access f Go gle OS HPD ' Corona del Mar A Municipal Lot T Map data ©2021 PA2022-002 12/14/21, 9:36 PM U.S. Seismic Design Maps https://seismicmaps.org 2/3 Type Value Description CR1 0.921 Mapped value of the risk coefficient at a period of 1 s PA2022-002 12/14/21, 9:36 PM U.S. Seismic Design Maps https://seismicmaps.org 3/3 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. .................................... PA2022-002