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HomeMy WebLinkAbout20181102_Geotechnical Investigation_10-31-201823 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Phone 949 629 2539 | Email info@Rmccarthyconsulting.com October 31, 2018 Ocean Property Rentals, LLC File No: 8262-00 c/o Sailhouse Report No: 20180731-1 170 Newport Center Drive, Suite 260 Newport Beach, California 92660 Attention: Mr. Pat Patterson, President SUBJECT: Geotechnical Investigation Proposed Residential Construction 914 East Oceanfront Newport Beach, California APN: 048-143-19 Legal Description: Lot 22, Block 14, Balboa Tract, Book 4, Page 11, of Miscellaneous Maps, County of Orange, State of California INTRODUCTION This report presents the results of our geotechnical investigation for the project site located at 914 East Oceanfront 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 verbal descriptions of the project as a new single-family residence planned for the property. There is an existing house on the lot that will be removed. The property is relatively level. We understand that the design of the new residence is in the planning and design stage. 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. Our investigation is, therefore, preliminary and should be supplemented by additional geotechnical evaluation following demolition of these structures or during subsequent grading. The conclusions and recommendations of this report are considered preliminary due to the absence of specific foundation and grading plans, the preparation of which are partially dependent upon recommendations presented herein. Project Authorization The work performed was per your request and authorization based on our Proposal No: 20180620-1, dated June 20, 2018. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 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 borings excavated with a self-propelled, limited access drill rig to depths of 12 feet. 3. Logging and sampling of the exploratory borings, including collection of soil samples for laboratory testing. The data logs of the boring explorations are included in Appendix B. The boring locations are shown on the Geotechnical Plot Plan, Figure 1. 4. Laboratory testing of soil samples representative of subsurface conditions. The results are presented in Appendix C. 5. Geotechnical engineering and geologic analyses of collected data, including a shallow liquefaction analysis and seismic settlement analysis. 6. Preparation of this report containing our geotechnical recommendations for the design and construction in accordance with the current 2016 California Building Code (CBC) and for use by your design professionals and contractors. Site Description The subject property is located on the south side of the Balboa Peninsula as shown on the Location Map, Figure 2. The lot is bordered on the west and east by adjacent residential properties. The property is beyond the eastern terminus of East Oceanfront and the front patio access is via the Newport Balboa Bike Trail/ Boardwalk. The Topographic Map prepared by Civilscapes Engineering, (Reference 1) indicates that the lot has an approximately rectangular shape. The Civilscapes plan was used as a base map for our Geotechnical Plot Plan, Figure 1. The lot size is roughly 2,250 square feet. Elevations vary from about 11.5 to 12.5 feet. The adjoining property on the northwest is 1 to 2 feet lower than the subject site. The adjoining property on the southeast is similar elevation to slightly lower than the subject site. The adjoining property on the northeast is estimated to be 1 to 2 feet lower than the subject site. The site presently contains a two-story residence. The property is surrounded by concrete patio and side yard walkways in addition to some perimeter landscaped areas. Proposed Development We understand that the proposed development will consist of the demolition of the existing structure to build a new, slab-on-grade three-level residence and attached garage. We PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 3 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 understand that the design of the new residence is in the planning and design stage. The northeast portion of the site is slated to become a new alley extension at the rear of the lot. Grading is expected to consist of reprocessing surface soils following removal of existing foundation elements, unsuitable fill, weathered soil, planter soils and materials disturbed by demolition. Overexcavation and replacement of soil as densified engineered fill will be required to provide uniform conditions 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 28 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 along a peninsula between the channel 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 550 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 loose to medium 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 between the ocean and 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 marine deposits. Earth Materials The site surface exposed shallow fill soils (Qaf) and Eolian (Qe) and Marine deposits (Qm). Subsurface materials generally consisted of pale to gray brown sand and silty sand. The Marine deposits were generally damp, friable and medium dense to dense. The materials encountered in the borings were generally very moist or saturated below a depth of about 7.5 feet at Boring B-1 and 8.5 feet at Boring B-2. The on-site soils are predominantly granular sands that are non- plastic and non-expansive. Geologic Hazard The potential geologic hazards at the site are primarily from liquefaction, flooding and shaking due to movement of nearby or distant faults during earthquake events. These are discussed in greater detail below. Groundwater Groundwater was encountered at depths ranging from 7.5 to 8.5 feet. Groundwater levels may fluctuate; however, groundwater levels are somewhat restricted from rising due to relatively PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 4 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 free draining materials and elevation drops to the coastal and bay water levels. 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 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 a criteria for determining the risks of potential surface rupture based on the likelihood of renewed movement on faults that could be located under a site. Based on criteria established by the California Division of Mines and Geology (CDMG), now referred to as the California Geological Survey (CGS), faults are generally categorized as active, potentially active or inactive (Jennings, 1994). The basic principle of faulting concern is that existing faults could move again, and that faults which have moved more recently are the most SITE PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 5 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 refinement of potentially active faults are sometimes described based on the age of the last known movement such as late Quaternary (last 700,000 years) implying a greater potential for renewed movement. In fact, most potentially active faults have little likelihood of moving within the time frame of construction life, but the degree of understanding of fault age and activity is sometimes not well understood due to absence of geologic data or surface information, so geologists have acknowledged this doubt by using the term "potentially active." A few faults that were once thought to be potentially active, have later been found to be active based on new findings and mapping. Active 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 (A-P) "Special Studies Zones,” which requires special investigations for fault rupture to limit construction over active faults. Based on our review of various published and unpublished reports, maps and documents, the site is located approximately 1 to 3 kilometers northeast of the Newport-Inglewood Fault Zone. This SITE PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 6 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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 for use by the Structural Engineer. The soil underlying the subject site has been classified in accordance with Chapter 20 of ASCE 7, per Section 1613 of the 2016 CBC. The results of our on-site field investigation, as well as nearby investigations by us and others, indicate that the site is underlain by Class D medium dense to dense sands and gravels overlying a bedrock shelf. We, therefore, recommend using a characterization of this property as a Class D, 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. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 7 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Liquefaction is a phenomenon in which the strength of a soil is reduced by earthquake shaking or other rapid loading. Liquefaction occurs in saturated soils, that is, soils in which the void space between individual sand particles is completely filled with water. This water exerts a pressure on the soil particles that influences how tightly the particles themselves are pressed together. Prior to an earthquake, the water pressure is relatively low. However, earthquake shaking can cause the water pressure to increase to the point where the soil particles can readily move with respect to each other. Liquefaction generally occurs in sandy, granular soils. 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, two borings were drilled to maximum depths of 12 feet below the site. In addition, liquefaction analyses were 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, below the water table and to depths of at least 12 feet, have safety factors of less than 1.0, indicating risk of liquefaction during a seismic event strong enough to induce liquefaction. Layers exhibiting safety factors of 1.3 and less based on Boulanger 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 SITE PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 8 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Pradel (1998) for dry sand. The GeoAdvanced GeoSuite Software Version 2.4.0.16, developed by Fred Yi, was utilized for the analyses (Appendix E). The resultant potential total seismic settlement in the underlying upper 12 feet of soil is 0.15-inch within Boring B-1 and 0.31-inch within Boring B-2. Additional settlement on the order of 3-inches is possible below depths of 12 feet within the unexplored materials. It is our opinion that this settlement potential may be mitigated by the foundation system for support of the proposed structure. Lateral Impacts of Liquefaction There is no significant sloping ground at the site. Additionally, the site is separated from the bay by Balboa Boulevard and other residential properties, 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” (EERI, 2003) provides discussion of the impacts of locally seismic and/or landslide generated tsunamis. The typical maximum run-up heights were estimated from 1 to 2 meters in the Newport Beach area. Because of unknown bathymetry on wave field interactions and irregular coastal configurations, actual maximum run-up heights could range from 2 to 4 meters, or more. The City of Newport Beach, in their Seismic Safety Element, describe Newport Beach as somewhat protected from most distantly generated tsunamis by the Channel Islands and Point Arguello, except for those generated in the Aleutian Islands, those off the coast of Chile, and possibly off the coast of Central America. The publication also states that there may generally be adequate warning given within the time frames from such distant events. The warnings would allow for public safety but would not necessarily protect property improvements. 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. CONCLUSIONS 1. Proposed development is considered feasible from a geotechnical viewpoint provided the recommendations of this report are followed during design, construction, and maintenance of the subject property. Proposed development should not adversely affect adjacent properties, providing appropriate engineering design, construction methods and care are utilized during construction. 2. The property is underlain by artificial fill, beach and marine deposits consisting of silty sands and sands to the maximum depth explored of 12 feet. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 9 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 3. 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. 4. 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 10 feet below proposed foundations. Additional settlement is also possible at greater depths. Foundation and slab design recommendations are provided in consideration of the seismic settlement potential. 5. Ground water has been encountered at a depth of 7.5 feet at the location of Boring B-1 and at a depth of 8.5 feet at the location of Boring B-2. Ground water levels below the lot are anticipated to fluctuate with the tide cycle and may rise above that level in conditions of high tide, irrigation, precipitation or other factors. Groundwater levels near the street are expected to be fairly static and not particularly affected by most tidal fluctuations. 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. 6. The near surface materials that were encountered were determined to have a very low expansion potential. 7. Site grading that includes densification of the upper approximately 3 feet of existing on- site soil may generally be accomplished through conventional grading methods by removal and recompaction of the soil. The proposed grading will provide a compacted fill cap of about 3 or more feet over most of the site. 8. Grading and construction methods will need to consider lateral and subjacent support of adjacent structures and property improvements. 9. Care must be taken during construction to not disturb the adjoining properties and street improvements. An appropriate monitoring program is recommended during construction. 10. Although the probability of fault rupture across the property is low, ground shaking may be strong during a major earthquake. 11. 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. 12. Adverse surface discharge onto or off the site is not anticipated provided proper civil engineering design and post-construction site grading are implemented. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 10 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 13. The proposed structure should be supported by a strengthened slab and foundation system resting entirely within recompacted fill materials. 14. Additional subsurface exploration should be done following demolition activities or at the time of the initial excavation cuts during grading to verify the preliminary findings contained herein. 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 structures should be completely removed, including any trench backfills, abandoned foundations, cisterns, 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 re-compaction. 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. Soil cement (two sacks/cubic yard) may be considered to stabilize excavation bottoms 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 but this may be somewhat dependent on tide levels. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 11 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Excavations should be replaced with compacted, cement-treated, engineered fill. The horizontal limits of overexcavation should be outlined by the Geotechnical Engineer based on grading and foundation plans when these are available for review; however, the overexcavation need not extend beyond the planned building footprint. Removals below significant hardscape improvements such as driveway aprons, patios, and sidewalks should be sufficient to provide a 1.5-foot-thick compacted fill zone. Removal depths of 18-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 may be considered at 2 sacks of Portland Cement per cubic yard of soil within the graded building pad to aid in the foundation construction and reduce collapse potential of vertical trench 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 3 percent overall. This does not include clearing losses from demolition that could result in volume reductions for available fill soils. 6. Expansive Soils Expansion tests should be performed 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. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 12 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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 D1557-12. 8. Temporary Construction Slopes Temporary slopes exposing on-site materials should be cut in accordance with Cal/OSHA Regulations. It is anticipated that the exposed on-site earth materials may be classified as Type C soil, and temporary cuts of 1:1 (horizontal:vertical) or flatter may be appropriate to heights of 5 feet or less; however, the material exposed in temporary excavations should be evaluated by the Contractor during construction. Dry or running sands may require flatter laybacks. Temporary construction slopes should not be left exposed overnight unless approved in writing by the Geotechnical Consultant. Excavations should proceed in a manner so as not to remove lateral or bearing support of adjacent properties or structures. 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. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 13 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 • Photographs should be taken to accompany written notes that refer to damages or even lack of damages. Video may also be considered; however, videos that attempt to show these types of damages are often lacking in detail. • Floor level surveys of nearby structures may be considered especially if pre- existing damage is evident. • Vibrations from construction equipment may be monitored with portable seismographs during excavation. • Surveys to monitor lateral and vertical position of adjacent improvements 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 mixed-use structure will bear in re-compacted fill and will utilize a slab-on-grade foundation. The near surface materials are expected to exhibit a very low expansion potential. The following recommendations are based on the geotechnical data available and are subject to revision based on conditions actually encountered in the field. Foundations and slabs should be designed for the intended use and loading by the Structural Engineer. Our recommendations are considered to be generally consistent with the standards of practice. They are based on both analytical methods and empirical methods derived from experience with similar geotechnical conditions. These recommendations are considered the minimum necessary for the likely soil conditions and are not intended to supersede the design of the Structural Engineer or criteria of governing agencies. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 14 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 2. Bearing Capacity for Foundations The allowable bearing capacity for conventional spread and/or continuous footings having a minimum width of 15 inches and founded a minimum of 24-inches below the lowest adjacent grade 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. A continuous perimeter footing to a minimum depth of 24-inches is also recommended. Spread footings should be connected to the foundation system using grade beams tied in not less than two directions. Actual footing depths and widths should be governed by CBC requirements and the structural engineering design. 3. Settlement Static Static settlement is anticipated to be on the order of 0.5-inch total and less than 0.25- 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 liquefaction-induced settlement based on current estimates of peak ground accelerations during an earthquake was calculated to be about 0.15-inch to 0.31-inch total within the upper 12 feet (see Appendix E). Additional seismic settlement of up to 3- inches is possible below that depth based on past studies of the area. 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 across a span of about 30 feet (Martin and Lew, 1999, Reference 15). Seismically-induced settlements were estimated by using the procedure of Boulanger and Idriss (2010-16) and Tokimatsu and Seed (1987, Reference 25). 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 mat slab. Allowable lateral resistance should not exceed 150 pounds per square foot per foot of depth equivalent fluid pressure. Resistance to sliding can be calculated using a coefficient of friction of 0.25. These values may be used in combination per 2016 CBC, Section 1806.3.1. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 15 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 5. Footing Reinforcement Two No. 5 bars should be placed at the top and two at the bottom of continuous footings in order to resist potential movement due to various factors such as subsurface imperfections and seismic shaking. Dowelled connections between the slab and footings should be provided and should consist of No. 4 bars at 24-inches on center maximum spacing. Quantity and placement of reinforcing steel should be determined by the structural engineer. Seismic Design Based on the geotechnical data and site parameters, the following is provided by the USGS (ASCE 7, 2010 – with March 2013 errata) to satisfy the 2016 CBC design criteria: Table 2, Site and Seismic Design Criteria For 2016 CBC Design Parameters Recommended Values Site Class D (Stiff Soil) Site Longitude (degrees) -117.89819 W Site Latitude (degrees) 33.601 N Ss (g) 1.750 g S1 (g) 0.647 g SMs (g) 1.750 g SM1 (g) 0.970 g SDs (g) 1.167 g SD1 (g) 0.647 g Fa 1.0 Fv 1.5 Seismic Design Category D Supporting documentation is also included in a previous section of this report, Site Classification for Seismic Design, and in Appendix F. Slab-On-Grade Construction Slabs should be designed in accordance with the 2016 California Building Code and the requirements of the City of Newport Beach. On-site materials were determined to be non- PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 16 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 plastic. Concrete floor slabs should be at least 7-inches thick (actual). Slab 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 mid-height of the slab (or approved equivalent). These recommendations assume that the subsurface soils have first been placed and compacted as recommended herein. 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 E:1745 and E:1643. 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 under-layment. The above recommendations are provided for vapor transmission considerations but do not provide for waterproofing of the slab in the local marine environment. If flooding is a concern, additional underlayment measures may be appropriate and should be addressed by the Civil Engineer and/or project architect. Exterior flatwork elements should be a minimum 4.5-inches thick (actual) and reinforced with No. 4 bars 18-inches on center both ways. Subgrade soils should be well moistened prior to placing concrete. Structural Design of Retaining Walls 1. Lateral Loads No retaining walls are currently planned at the site. Active pressure forces acting on backfilled retaining walls which support level ground may be computed based on an equivalent fluid pressure of 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 2016 CBC states that the geotechnical investigation shall include the determination of dynamic seismic lateral earth pressures on foundation walls and retaining walls supporting more than 6 feet (1.83 m) of backfill height due to design earthquake ground motions. No walls are planned and, therefore, the site development is not subject to the design requirements of Section 1803.5.12. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 17 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 2016 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 PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 18 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 presented above. Cracking and offsets at joints are possible; however, occurrence may be minimized by appropriate drainage and the use of thickened edge beams to limit moisture transfer below slabs. Concrete flatwork should be divided into as nearly square panels as possible. Joints should be provided at maximum 8 feet intervals to give articulation to the concrete panels (shorter spacing is recommended if needed to square the panels). Landscaping and planters adjacent to concrete flatwork should be designed in such a manner as to direct drainage away from concrete areas to approved outlets. Planters located adjacent to principle foundation elements should be sealed and drained; this is especially important if they are near retaining wall backfills. Flatwork elements should be a minimum 4.5-inches thick (actual) and reinforced with No. 4 bars 18-inches on center both ways. Subgrade soils should be well moistened prior to placement of concrete. Concrete Construction Components in Contact with Soil 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. 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 results of corrosivity tests on the on-site soil are provided in Appendix C. 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 2016 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 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. The results of corrosivity tests on the on-site soil are provided in Appendix C. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 19 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Finished Grade and Surface Drainage Finished grades should be designed and constructed so that no water ponds in the vicinity of footings. Drainage design in accordance with the 2016 CBC, Section 1804.4, is recommended or per local City requirements. Roof gutters should be provided and outflow directed away from the house in a non-erosive manner as specified by the Project Civil Engineer or Landscape Architect. Surface and subsurface water should be directed away from building areas. Proper interception and disposal of on-site surface discharge is presumed to be a matter of civil engineering or landscape architectural design. Foundation Plan Review The undersigned should review final foundation plans and specifications prior to their submission to the building official for issuance of permits. The review is to be performed only for the limited purpose of checking for conformance with design concepts and the information provided herein. Review shall not include evaluation of the accuracy or completeness of details, such as quantities, dimensions, weights or gauges, fabrication processes, construction means or methods, coordination of the work with other trades or construction safety precautions, all of which are the sole responsibility of the Contractor. R McCarthy Consulting, Inc.’s, review shall be conducted with reasonable promptness while allowing sufficient time in our judgment to permit adequate review. Review of a specific item shall not indicate that R McCarthy Consulting, Inc., has reviewed the entire system of which the item is a component. R McCarthy Consulting, Inc., shall not be responsible for any deviation from the Construction Documents not brought to our attention in writing by the Contractor. R McCarthy Consulting, Inc., shall not be required to review partial submissions or those for which submissions of correlated items have not been received. 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 materials should be placed at near optimum moisture content and compacted under the observation and testing of the Soil Engineer. The minimum dry density required for compacted backfill material is 90 percent of the maximum dry density as determined by ASTM D1557-12. Pre-Grade Meeting A pre-job conference should be held with representative of the Owner, Contractor, Architect, Civil Engineer, Geotechnical Engineer, and Building Official prior to commencement of PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 20 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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 R McCarthy Consulting, Inc., representative shall observe the site at intervals appropriate to the phase of construction, as notified by the Contractor, in order to observe the work completed by the Contractor. Such visits and observation are not intended to be an exhaustive check or a detailed inspection of the Contractor’s work but rather are to allow R McCarthy Consulting, Inc., as an experienced professional, to become generally familiar with the work in progress and to determine, in general, if the grading and construction is in accordance with the recommendations of this report. R McCarthy Consulting, Inc., shall not supervise, direct, or control the Contractor’s work. R McCarthy Consulting, Inc., shall have no responsibility for the construction means, methods, techniques, sequences, or procedures selected by the Contractor, the Contractor’s safety precautions or programs in connection with the work. These rights and responsibilities are solely those of the Contractor. R McCarthy Consulting, Inc., shall not be responsible for any acts or omission of any entity performing any portion of the work, including the Contractor, Subcontractor, or any agents or employees of any of them. R McCarthy Consulting, Inc., does not guarantee the performance of any other parties on the project site, including the Contractor, and shall not be responsible for the Contractor’s failure to perform its work in accordance with the Contractor 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. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 21 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 generally accepted practice in the engineering geologic and soils engineering field. No further warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. Conclusions and recommendations presented are based on subsurface conditions encountered and are not meant to imply that we have control over the natural site conditions. The samples taken and used for testing, the observations made and the field testing performed are believed representative of the general project area; however, soil and geologic conditions can vary significantly between tested or observed locations. Site geotechnical conditions may change with time due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur as a result of the broadening of knowledge, new legislation, or agency requirements. The recommendations presented herein are, therefore, arbitrarily set as valid for one year from the report 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. PA2018-248 October 31, 2018 File No: 8262-00 Report No: 20180731-1 Page: 22 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: 10/31/18 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 1 - Geotechnical Plot Plan Figure 2 - Location Map Appendix A - References Appendix B - Field Exploration Figures B-1 through B-3 Appendix C - Laboratory Testing Figures C-1 through C-12 Appendix D - Standard Grading Guidelines Appendix E - Results of Liquefaction Analysis Figures E-1 through E-4 Data Interpretations Appendix F - Seismicity Data PA2018-248 Figure 1: Geotechnical Plot Plan 914 East Oceanfront Newport Beach, CA File: 8262-00 October 2018 0 16 feet N Af/Qe/Qm Estimated location of field density test Approximate limits of grading Base map: Civilscapes Engineering EXPLANATION Approximate location of exploratory boring Af Articial ll Qe Eolian deposits Qm Marine deposits B-2 B-1 PA2018-248 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: 8/27/2018 0 200100 SITE 914 East Oceanfront FILE NO: 8262-00 OCTOBER 2018 LOCATION MAP FIGURE 2 PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX A REFERENCES PA2018-248 APPENDIX A REFERENCES (914 East Ocean Front, Newport Beach) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 1. Civilscapes Engineering, 2018, “Topographic Survey for Ocean Properties Rentals LLC, 914 East Oceanfront, Newport Beach, CA 92661,” dated 8/20/18, Scale: 1” = 8’, Sheet 1 of 1. 2. 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. 3. 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. 4. California Building Code, 2016 Edition. 5. California Division of Mines and Geology, 1998, “Seismic Hazards Zones Map, Newport Beach Quadrangle”. 6. California Divisions of Mines and Geology, 2008, “Guidelines for Evaluating and Mitigating Seismic Hazards in California,” Special Publication 117A. 7. City of Newport Beach, 2014, Community Development Department, Building Division, Building Code Policy, “Liquefaction Study Mitigation Measures,” revised July 14. 8. Department of the Navy, 1982, NAVFAC DM-7.1, Soil Mechanics, Design Manual 7.1, Naval Facilities Engineering Command. 9. Duco Engineering, Inc., 2001, “Report of Soils Investigation, Proposed Second Story Addition to the Existing Residence, 814 East Ocean Front, Newport Beach, California,” Job No: 01-067, May 11. 10. EGA Consultants, LLC, 2015, “Geotechnical Investigation for Proposed Residential Development Located at 926 East Oceanfront, Newport Beach, California,” Project No: IH923.1, December 30. 11. EGA Consultants, LLC, 2015, “Geotechnical Investigation for Proposed Residential Development Located at 924 East Oceanfront, Newport Beach, California,” Project No: IH922.1, December 31. 12. EGA Consultants, LLC, 2016, “Response to City Comments dated 3/23/16, for Proposed Residential Development located at 926 E. Oceanfront, Newport Beach, California, City of Newport Beach Plan Check No: 0583-2016, Project No. IH923.2,” June 28. 13. 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). 14. 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. 15. 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. PA2018-248 APPENDIX A REFERENCES (914 East Ocean Front, Newport Beach) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 16. Morton and Miller, 1981, Geologic Map of Orange County, CDMG Bulletin 204. 17. 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. 18. 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. 19. 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. 20. 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. 21. 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. 22. 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. 23. 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. 24. Terzaghi, Karl, Peck, Ralph B., and Mesri, Ghoamreza, 1996, “Soil Mechanics in Engineering Practice, Third Edition,” John Wiley & Sons, Inc. 25. 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. 26. U. S. Geological Survey, Earthquake Hazards Program, 2014, U.S. Seismic Design Maps, U.S. Department of the Interior | U.S. Geological Survey 27. 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. 28. 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. PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX B FIELD EXPLORATION PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX B FIELD EXPLORATION PROGRAM (914 E. Oceanfront) General Two borings were excavated at the site on July 11, 2018, with Pacific Drilling Company using their mini-mole limited access rig with a 6-inch solid-stem auger. The borings were each drilled to a depth of 12 feet. The approximate locations of the borings are shown on the Geotechnical Plot Plan, Figure 1. A Key to Logs is included as Figure B-1. The Boring Logs are included as Figures B-2 and B-3. Excavation of the borings was observed by our field geologist who 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. Sample Program 1. 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 6-inch driving interval for a sample with a length of 18-inches. SPT samples were immediately sealed in individual plastic bags. 2. 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. 3. Bulk samples representative of subsurface conditions were collected from the excavations and sealed in plastic bags. Summary The soils were classified based on field observations and laboratory tests. The classification is in accordance with ASTM D2487 (the Unified Soil Classification System). Collected samples were transported to the laboratory for testing. Groundwater was encountered at depths of 7.5 feet in Boring B-1 and 8.5 feet in B-2 on July 11, 2018. PA2018-248 UNIFIED SOIL CLASSIFICATION CHART CLEANGRAVELS GRAVELWITHFINES CLEANSANDS SANDSWITHFINES GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT GROUPSYMBOLS SYMBOLMAJOR DIVISIONS TYPICAL NAMES HIGHLY ORGANIC SOILS SILTS AND CLAYS: Liquid Limit 50% or less SILTS AND CLAYS: Liquid Limit greater than 50% Well graded gravels and gravel-sand mixtures, little orno fines Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Poorly graded gravels and gravel-sand mixtures, littleor no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well graded sands and gravelly sand, little or no fines Poorly graded sands and gravelly sands, little or nofines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts, very fine sands, rock flour, silty orclayey fine sands Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandsor silts, elastic clays Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity Peat, muck, and other highly organic soils KEY TO LOGS COARSE-GRAINED SOILS: more than 50% retained on No. 200 sieve (based on the material passing the 3-inch [75mm] sieve) FINE-GRAINED SOILS: 50% or more passes No. 200 sieve* GRAVELS: 50% or more of coarse fraction retained on No. 4 sieve SANDS:more than 50% ofcoarse fractionpasses No. 4 sieve Water level SYMBOL Figure B-1: Unied Soil Classication Chart / Key To Logs NOTATION SAMPLER TYPE C Core barrel CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch inside diameter D&M Dames & Moore piston sampler using 2.5-inch outside diameter, thin-walled tube O Osterberg piston sampler using 3.0-inch outside diameter, thin-walled Shelby tube PTB Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube S&H Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter SPT Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside diameter and a 1.5-inch inside diameter ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure NR No Recovery Modified California Sampler (3" O.D.) Modified California Sampler, no recovery Standard Penetration Test, ASTM D 1586 Standard Penetration Test, no recovery Thin-walled tube sample using Pitcher barrel Thin-walled tube sample, pushed or used Osterberg sampler Disaggregated (bulk) sample PA2018-248 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 232 EQUIPMENT: Pacific Drilling Mini Mole SURFACE ELEVATION: 12 +/- BORING NO: B-1 FILE NO: 8262-00 FIGURE B-2 BY: PA SPT-1 at 2’: Pale brown SAND, damp, loose, friable Total Depth: 12 feet (caving at 7.5 to 12 feet) Groundwater at ~ 7.5 feet SITE LOCATION: 914 E. Ocean Front SP 446 SP 668 131924 111720 EOLIAN DEPOSITS (Qe): DATE: 7-11-18 “At x’:” always at front. Only cap first letter of sentence. Color, fineness SOIL TYPE, material classification, moisture, density, other SPT-2 at 4’: Pale brown SAND, damp, medium dense, friable MARINE DEPOSITS (Qm): SPT-3 at 6’: Gray brown SAND, moist, medium dense, slightly friable SPT-4 at 8’: Gray brown slightly silty SAND, wet, dense SPT-5 at 10’: Gray brown SAND with silt, wet, dense SPT-6 at 12’: No sample - caved to 7.5’ 2.8 2.1 11.4 23.9 22.8 SieveMaximum Density(101.5 pcf @ 13%) Direct Shear(Phi=40; C = 0)Chemical Tests Sieve Sieve Sieve Sieve SP/SM SP RESIDUAL SOIL (Af): Landscape fill and disturbed beach deposits PA2018-248 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 335 EQUIPMENT: Pacific Drilling Mini Mole SURFACE ELEVATION: 12.5 +/- BORING NO: B-2 FILE NO: 8262-00 FIGURE B-3 BY: PA SPT-1 at 2’: Pale brown silty SAND, damp, loose, friable Total Depth: 12 feet (caving at 8.5-12 feet) Groundwater at ~ 8.5 feet SITE LOCATION: 914 E. Ocean Front SP 566 SP 744 71216 131622 MARINE DEPOSITS (Qm): DATE: 7-11-18 “At x’:” always at front. Only cap first letter of sentence. Color, fineness SOIL TYPE, material classification, moisture, density, other SPT-2 at 4’: Pale brown SAND, damp, medium dense, friable SPT-3 at 6’: Pale brown to dark gray SAND, some silt in cuttings, damp, medium dense SPT-4 at 8’: Gray brown silty SAND, wet, medium dense SPT-5 at 10’: Pale gray brown SAND with silt, wet, medium dense to dense SPT-6 at 12’: No sample - caved to 8.5’ 5.0 1.5 2.2 23.3 19.0 Sieve Sieve Sieve Sieve Sieve SP/ SM SP RESIDUAL SOIL (Af): Landscape fill and disturbed beach deposits EOLIAN DEPOSITS (Qe): PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX C LABORATORY TESTING PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX C LABORATORY TESTING 914 EAST OCEAN FRONT, NEWPORT BEACH, CA The laboratory testing program was designed to fit the specific needs of this project and was limited to testing the soil samples collected during the on-site exploration. The test program was performed by our laboratory and supplemented with testing by HDR and David H. Lee & Associates, Inc. Soils were classified visually and per the results of laboratory testing according to ASTM D2487, the Unified Soil Classification System (USCS). A Key to Logs is included as Figure B-1. The soil classifications are shown on the Boring Logs, Figures B-2 and B-3. Density characteristics of the soils encountered were determined by performing in-situ Standard Penetration Tests (SPT) in the undisturbed soil as the borings were advanced. N-Values and soil classifications are shown on the Boring Logs, Appendix B. Maximum Density The maximum dry density and optimum moisture content relationship was determined for a representative sample of the on-site soil. The laboratory standard used was ASTM D1557. The test results are presented below and in Figure C-1. Results of Maximum Density Test (ASTM D1557-12) Test Soil Maximum Optimum Location Classification Dry Density Moisture Content SP 101.5 pcf 13.0 % B-1 @ 0.0’-5.0’ Corrosivity Testing A series of corrosivity tests were performed on a representative sample of the near surface soils. The testing was performed by HDR and the results are attached. The sulfate test result indicated moderate soluble sulfates as shown below: Sulfate Test (ASTM D4327) Test Soil Percent soluble Sulfate Location Classification Sulfate Exposure B-1 @ 0-5’ SP 0.0034 (34 mg/kg) Low PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX C LABORATORY TESTING 914 EAST OCEAN FRONT, NEWPORT BEACH, CA (continued) Corrosivity Table C-1 Test Location Soil Classification pH Soluble Sulfates (ppm) ASTM D4327 Soluble Chlorides (ppm) ASTM D4327 Min. Resistivity (ohm-cm Saturated) ASTM G187 B-1 @ 0-5’ SP 7.8 34 27 5,200 Gradation Particle size analysis consisting of mechanical sieve analysis were performed on representative samples of the on-site soils in accordance with ASTM D1140. The results are presented graphically herein on Figures C-2 through C-11. The percentage of particles passing the No. 200 (75μm) sieve are tabulated below: Location Classification Percent Fines (Passing #200) B-1 @ 2’ SP 1 B-1 @ 4’ SP 1 B-1 @ 6’ SP 2 B-1 @ 8’ SP-SM 7 B-1 @ 10’ SP 4 B-2 @ 2’ SP 1 B-2 @ 4’ SP 2 B-2 @ 6’ SP 2 B-2 @ 8’ SP-SM 7 B-2 @ 10’ SP 4 PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX C LABORATORY TESTING 914 EAST OCEAN FRONT, NEWPORT BEACH, CA (continued) Direct Shear Tests Direct shear tests were performed on selected remolded samples which were saturated under a surcharge equal to the applied normal force during testing. The apparatus used is in conformance with the requirements outlined in ASTM D3080. The test specimens, approximately 2.5 inches in diameter and 1 inch in height, were subjected to simple shear along a plane at mid-height after allowing time for pore pressure dissipation prior to application of shearing force. The samples were tested under various normal loads, a different specimen being used for each normal load. The samples were sheared at a constant rate of strain of 0.005 inches per minute. Shearing of the specimens was continued until the shear stress became essentially constant or until a deformation of approximately 10 percent of the original diameter was reached. The peak and ultimate shear stress values were plotted versus applied normal stress, and a best-fit straight line through the plotted points was determined to arrive at the cohesion and the angle of internal friction parameters of the soil samples. The direct shear test results are presented in Figure C-12. PA2018-248 Date:C-1 Yellow brown SAND Maximum Dry Density 101.5 Sample Identification B-1 @ 0 - 5 ' Sample Description Optimum Moisture Content 13.0 MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT DETERMINATION File No.: 8262-00 FigureOctober - 2018 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0Dry Density (pcf) Moisture Content (%) 2.60 2.65 2.70 PA2018-248 DEPTH (FT)2LOCATIONB-10.9 SP PASSING NO. 200 (%)USCSCU21.0CCSAND Coarse Medium FineCLAYDate:October 2018Figure No.:C - 2 COBBLESOIL DESCRIPTIONSAMPLE IDENTIFICATIONGRAVELSILT8262-00Job No.PARTICLE SIZE ANALYSIS COMPARISON01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 COBBLEGRAVELSANDSILTLOCATIONCCOctober 2018CLAY Coarse Medium FinePASSING NO. 200 (%)USCSDEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUFigure No.:C - 3B-14 20.90.7Job No. 8262-00PARTICLE SIZE ANALYSIS COMPARISONSPDate:01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 GRAVELSANDSILT COBBLECLAY Coarse Medium Fine0.9 2.3PASSING NO. 200 (%)USCSSPLOCATION DEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCCDate:October 2018Figure No.:C - 4B-16 2PARTICLE SIZE ANALYSIS COMPARISONJob No. 8262-0001020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 CC COBBLEGRAVELSANDSILT CLAY Coarse Medium Fine31.27.2PASSING NO. 200 (%)USCSLOCATION DEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUSP-SMDate:October 2018Figure No.:C - 5B-18 Job No. 8262-00PARTICLE SIZE ANALYSIS COMPARISON01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 COBBLEGRAVELSANDSILT CLAY Coarse Medium FineUSCSLOCATION DEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCCDate:October 2018Figure No.:C - 6B-110 31.1PARTICLE SIZE ANALYSIS COMPARISONSP3.9PASSING NO. 200 (%)Job No. 8262-0001020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 COBBLEGRAVELSANDSILT CLAY Coarse Medium Fine1.0 0.8PASSING NO. 200 (%)USCSLOCATION DEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCCSPDate:October 2018Figure No.:C - 7B-22 2Job No. 8262-00PARTICLE SIZE ANALYSIS COMPARISON01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 COBBLEGRAVELSANDSILT CLAY Coarse Medium FinePASSING NO. 200 (%)USCSLOCATION DEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCCB-24 21.1SPDate:October 2018Figure No.:C - 82.1PARTICLE SIZE ANALYSIS COMPARISONJob No. 8262-0001020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 CLAY Coarse Medium FineDEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCC COBBLEGRAVELSANDSILTPASSING NO. 200 (%)B-26 31.12.1USCSLOCATIONDate:October 2018Figure No.:C - 9Job No. 8262-00SPPARTICLE SIZE ANALYSIS COMPARISON01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 CLAY Coarse Medium FineSAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCC COBBLEGRAVELSANDSILTC - 10B-2 8 31.36.6Job No. 8262-00PARTICLE SIZE ANALYSIS COMPARISONSP-SMPASSING NO. 200 (%)USCSLOCATION DEPTH (FT)Date:October 2018Figure No.:01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 Job No. 8262-00PARTICLE SIZE ANALYSIS COMPARISON COBBLEGRAVELSANDSILT CLAY Coarse Medium Fine1.1 4.1PASSING NO. 200 (%)USCSLOCATION DEPTH (FT)SAMPLE IDENTIFICATIONSOIL DESCRIPTIONCUCCSPDate:October 2018Figure No.:C - 11B-210 301020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200PA2018-248 DIRECT SHEAR STRENGTH TEST Job No.: 8262-00 C - 12Figure No.:October 2018Date: B-1 @ 0-5' Characteristics Cohesion - psf (Peak)0 Dry Density (pcf) 89.0 Moisture Content (%) 28.0 Cohesion - psf (Ultimate)0 Angle of Friction - degrees (Ultimate) 40 Sample Identification Shear Strength Angle of Friction - degrees (Peak)43 0 1000 2000 3000 4000 5000 0 1000 2000 3000 4000 5000 6000Shearing Stress (psf)Normal Stress (psf) Test Type: Remolded to 90% RC; Inundated with water Sample Description: Yellow-brown beach SAND PA2018-248 431 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 914 E. Oceanfront Enclosed are the results for the subject project. 23 Corporate Plaza, Suite 150 Laboratory Test Data Newport Beach, CA 92660 July 24, 2018 Your #8262-00, HDR Lab #18-0469LAB R McCarthy Consulting, Inc. PA2018-248 431 West Baseline Road ∙ Claremont, CA 91711 Phone: 909.962.5485 ∙ Fax: 909.626.3316 Page 2 of 2 Sample ID B-1 @ 0-5' Resistivity Units as-received ohm-cm 60,000 saturated ohm-cm 5,200 pH 7.8 Electrical Conductivity mS/cm 0.06 Chemical Analyses Cations calcium Ca2+mg/kg 37 magnesium Mg2+mg/kg 5.1 sodium Na1+mg/kg 31 potassium K1+mg/kg 14 Anions carbonate CO32-mg/kg ND bicarbonate HCO31-mg/kg 58 fluoride F1-mg/kg ND chloride Cl1-mg/kg 27 sulfate SO42-mg/kg 34 phosphate PO43-mg/kg 6.2 Other Tests ammonium NH41+mg/kg ND nitrate NO31-mg/kg 18 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 914 E. Oceanfront Your #8262-00, HDR Lab #18-0469LAB 24-Jul-18 R McCarthy Consulting, Inc. PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX D STANDARD GRADING GUIDELINES PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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. 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 PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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. 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. PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 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. 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. PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX E RESULTS OF LIQUEFACTION ANALYSES PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Table E-1 Results of Liquefaction Analyses Summary 914 E Oceanfront Smax Figure Condition Boring # (inch) E-1/E-2 Post-Grading B-1 0.15 E-3/E-4 Post-Grading B-2 0.31 Smax = Calculated seismically induced settlement of potential liquefiable and dry sand layers within the upper 10 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 PA2018-248 Project:Location:Job Number: Boring No.: Enclosure:Liquefaction Potential - SPT DataSailhouse914 E Ocean Front8262-00 B-1 E-1GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GECopyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial CopyPrepared at 10/30/2018 6:25:20 PMC:\Users\Robert\Dropbox\8200-8299 RMC Project Files\8262-00 914 East Ocean Front NB\Liquefaction\GeoSuite_8262-00_B-1.csvSPSP-SMEarthquake & Groundwater Information:Magnitude = 7.2Max. Acceleration = 0.75 gProject GW = 7 ftMaximum Settlement = 0.15 inSettlement at Bottom of Footing = 0.15 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] Pradel (1998); [sat] Tokimatsu & Seed (1987)Lateral spreading: Idriss & Boulanger (2008)M correction: σv correction: Idriss & Boulanger (2008)Stress reduction: Blake (1996)SPSPSP-SMSPUSCS02040N60|(N1)6004080DR(%)024OCRG000.51CSR7.5|CRR7.501FS510Depth (ft)Project GWBoring GWBottom of FootingPA2018-248 Project:Location:Job Number: Boring No.: Enclosure:Seismic Settlement Potential - SPT DataSailhouse914 E Ocean Front8262-00 B-1 E-2GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GECopyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial CopyPrepared at 10/30/2018 6:25:20 PMC:\Users\Robert\Dropbox\8200-8299 RMC Project Files\8262-00 914 East Ocean Front NB\Liquefaction\GeoSuite_8262-00_B-1.csvSPSP-SMEarthquake & Groundwater Information:Magnitude = 7.2Max. Acceleration = 0.75 gProject GW = 7 ftMaximum Settlement = 0.15 inSettlement at Bottom of Footing = 0.15 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] Pradel (1998); [sat] Tokimatsu & Seed (1987)Lateral spreading: Idriss & Boulanger (2008)M correction: σv correction: Idriss & Boulanger (2008)Stress reduction: Blake (1996)SPSPSP-SMSPUSCS02040N60|(N1)6004080DR(%)024OCRG000.51CSR7.5|CRR7.501FS024γmax(%)Pd00.511.5εv(%)Pd0 0.05 0.1ΣSi(in)Pd510Depth (ft)Project GWBoring GWBottom of FootingPA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Zb(ft)Z m (ft)γ (pcf)N60 FC(%)CC(%)USCS φ (°)C' (tsf)σ v0 (tsf)σv0 ' (tsf)CN Cs (N1)60 (N 1 )60cs DR (%)Vs (m/s)V s(ft/s)G0 (kPa) 0.50 0.25 100.0 19.9 1.0 0.0 17 38.9 0.0 0.01 0.01 1.7 1.0 33.8 33.8 80.6 245.4 805.2 96,477.6 1.00 0.75 100.0 19.9 1.0 0.0 17 38.9 0.0 0.04 0.04 1.7 1.0 33.8 33.8 80.6 244.0 800.6 95,374.9 1.50 1.25 100.0 19.9 1.0 0.0 17 38.9 0.0 0.06 0.06 1.7 1.0 33.8 33.8 80.6 242.7 796.1 94,320.9 2.00 1.75 100.0 19.9 1.0 0.0 17 38.9 0.0 0.09 0.09 1.7 1.0 33.8 33.8 80.6 241.4 791.9 93,312.1 2.50 2.25 100.0 19.9 1.0 0.0 17 38.9 0.0 0.11 0.11 1.7 1.0 33.8 33.8 80.6 240.1 787.7 92,345.0 3.00 2.75 100.0 19.9 1.0 0.0 17 38.9 0.0 0.14 0.14 1.7 1.0 33.8 33.8 80.6 238.9 783.8 91,416.9 3.50 3.25 100.0 8.0 1.0 0.0 17 32.3 0.0 0.16 0.16 1.7 1.0 13.5 13.5 51.0 204.1 669.5 66,699.4 4.00 3.75 100.0 8.0 1.0 0.0 17 32.3 0.0 0.19 0.19 1.7 1.0 13.5 13.5 51.0 203.1 666.3 66,067.1 4.50 4.25 100.0 8.0 1.0 0.0 17 32.3 0.0 0.21 0.21 1.7 1.0 13.5 13.5 51.0 202.1 663.2 65,458.2 5.00 4.75 100.0 8.0 1.0 0.0 17 32.3 0.0 0.24 0.24 1.7 1.0 13.5 13.5 51.0 201.2 660.2 64,871.1 5.50 5.25 100.0 8.0 1.0 0.0 17 32.3 0.0 0.26 0.26 1.7 1.0 13.5 13.5 51.0 200.4 657.3 64,304.5 6.00 5.75 100.0 11.1 2.0 0.0 17 34.4 0.0 0.29 0.29 1.7 1.0 18.9 18.9 60.3 211.0 692.3 71,324.4 6.50 6.25 100.0 11.1 2.0 0.0 17 34.4 0.0 0.31 0.31 1.7 1.0 18.9 18.9 60.3 210.1 689.4 70,732.5 7.00 6.75 100.0 11.1 2.0 0.0 17 34.3 0.0 0.34 0.34 1.7 1.0 18.7 18.7 59.9 209.3 686.6 70,159.7 7.50 7.25 100.0 11.3 2.0 0.0 17 34.2 0.0 0.36 0.35 1.6 1.0 18.5 18.5 59.6 209.1 686.1 70,061.2 8.00 7.75 100.0 35.2 7.0 0.0 14 40.5 0.0 0.39 0.36 1.3 1.0 46.6 46.7 94.8 252.9 829.8 102,467.0 8.50 8.25 100.0 35.7 7.0 0.0 14 40.5 0.0 0.41 0.37 1.3 1.0 47.0 47.1 95.2 254.3 834.5 103,628.5 9.00 8.75 100.0 36.2 7.0 0.0 14 40.5 0.0 0.44 0.38 1.3 1.0 47.3 47.5 95.5 256.2 840.4 105,107.5 9.50 9.25 100.0 36.7 7.0 0.0 14 40.5 0.0 0.46 0.39 1.3 1.0 47.6 47.8 95.9 257.9 846.0 106,517.2 10.00 9.75 100.0 32.0 4.0 0.0 17 40.5 0.0 0.49 0.40 1.3 1.0 42.1 42.1 90.0 251.7 825.7 101,460.2 10.50 10.25 100.0 32.3 4.0 0.0 17 40.5 0.0 0.51 0.41 1.3 1.0 42.3 42.3 90.2 253.0 830.1 102,546.6 11.00 10.75 100.0 32.6 4.0 0.0 17 40.5 0.0 0.54 0.42 1.3 1.0 42.4 42.4 90.3 254.3 834.3 103,591.3 11.50 11.25 100.0 33.0 4.0 0.0 17 40.5 0.0 0.56 0.43 1.3 1.0 42.5 42.5 90.4 255.5 838.4 104,600.6 12.00 11.75 100.0 33.2 4.0 0.0 17 40.5 0.0 0.59 0.44 1.3 1.0 42.6 42.6 90.5 256.7 842.3 105,576.7 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:25:20 PM PA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Zb (ft)Zm(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.50 10.25 11.00 10.75 11.50 11.25 12.00 11.75 G 0(tsf)σp ' (tsf)OCR G0 Su/σ v0 'K0 r d MSF K σ K α CSR7.5 CRR 7.5 FS τav(tsf)p (tsf)G/G 0 γ max (%)εv (%) 1,007.5 0.06 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.01 0.01 0.5669 0.001 0.0000 996.0 0.19 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.02 0.04 0.2751 0.002 0.0000 985.0 0.31 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.03 0.06 0.1520 0.004 0.0000 974.4 0.44 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.04 0.09 0.0916 0.006 0.0000 964.3 0.56 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.05 0.11 0.0537 0.008 0.0000 954.6 0.69 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.07 0.14 0.0316 0.010 0.0000 696.5 0.81 5.0 1.1 0.99 1.08 1.10 1.00 0.41 0.16 0.08 0.17 0.0304 0.021 0.0522 689.9 0.94 5.0 1.1 0.99 1.08 1.10 1.00 0.41 0.16 0.09 0.20 0.0350 0.027 0.0682 683.6 1.06 5.0 1.1 0.99 1.08 1.10 1.00 0.41 0.16 0.10 0.23 0.0396 0.033 0.0876 677.4 1.19 5.0 1.1 0.99 1.08 1.10 1.00 0.41 0.16 0.11 0.25 0.0443 0.041 0.1108 671.5 1.26 4.8 1.1 0.99 1.08 1.10 1.00 0.41 0.16 0.13 0.28 0.0489 0.050 0.1409 744.8 1.39 4.8 1.1 0.99 1.08 1.10 1.00 0.40 0.22 0.14 0.30 0.0495 0.045 0.0864 738.6 1.44 4.6 1.0 0.99 1.08 1.10 1.00 0.40 0.22 0.15 0.32 0.0506 0.053 0.1065 732.7 1.49 4.4 1.0 0.99 1.08 1.10 1.00 0.40 0.22 0.16 0.34 0.0515 0.063 0.1305 731.6 1.53 4.3 1.0 0.99 1.08 1.10 1.00 0.41 0.22 0.5 0.17 0.35 5.355 1.6429 1,070.0 1.82 5.0 1.0 0.98 1.08 1.10 1.00 0.43 1.30 2.0 0.19 0.36 0.000 0.0000 1,082.2 1.87 5.0 1.0 0.98 1.08 1.10 1.00 0.44 1.30 2.0 0.20 0.37 0.000 0.0000 1,097.6 1.91 5.0 1.0 0.98 1.08 1.10 1.00 0.46 1.30 2.0 0.21 0.38 0.000 0.0000 1,112.3 1.96 5.0 1.0 0.98 1.08 1.10 1.00 0.47 1.30 2.0 0.22 0.39 0.000 0.0000 1,059.5 1.93 4.8 1.0 0.98 1.08 1.10 1.00 0.49 1.30 2.0 0.23 0.39 0.000 0.0000 1,070.9 1.96 4.8 1.0 0.98 1.08 1.10 1.00 0.50 1.30 2.0 0.24 0.40 0.000 0.0000 1,081.8 1.99 4.7 1.0 0.98 1.08 1.10 1.00 0.51 1.30 2.0 0.26 0.41 0.000 0.0000 1,092.3 2.02 4.7 1.0 0.98 1.08 1.10 1.00 0.52 1.30 2.0 0.27 0.42 0.000 0.0000 1,102.5 2.05 4.7 1.0 0.98 1.08 1.10 1.00 0.53 1.30 2.0 0.28 0.43 0.000 0.0000 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:25:20 PM PA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Zb(ft)Z m(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.50 10.25 11.00 10.75 11.50 11.25 12.00 11.75 ΔS i ΣSi (in)ΔDi ΣD i (in)G 0 (tsf)Pd G/G 0Pd γ max (%)Pd ε v (%)Pd ΔS i ΣS i (in)Pd γ max (%)TS ε v (%)TS ΔS i ΣS i (in)TS 0.00 0.15 1,007.5 0.9247 0.001 0.0000 0.00 0.15 0.001 0.0000 0.00 0.16 0.00 0.15 996.0 0.8671 0.002 0.0000 0.00 0.15 0.002 0.0000 0.00 0.16 0.00 0.15 985.0 0.8227 0.004 0.0000 0.00 0.15 0.004 0.0000 0.00 0.16 0.00 0.15 974.4 0.7834 0.006 0.0000 0.00 0.15 0.006 0.0000 0.00 0.16 0.00 0.15 964.3 0.7470 0.008 0.0000 0.00 0.15 0.008 0.0000 0.00 0.16 0.00 0.15 954.6 0.7125 0.010 0.0000 0.00 0.15 0.011 0.0000 0.00 0.16 0.00 0.14 696.5 0.5350 0.021 0.0522 0.00 0.14 0.021 0.0773 0.00 0.15 0.00 0.14 689.9 0.4926 0.027 0.0682 0.00 0.14 0.026 0.0954 0.01 0.15 0.01 0.13 683.6 0.4533 0.033 0.0876 0.01 0.13 0.033 0.1195 0.01 0.14 0.01 0.13 677.4 0.4168 0.041 0.1108 0.01 0.13 0.040 0.1454 0.01 0.13 0.01 0.12 671.5 0.3769 0.050 0.1409 0.01 0.12 0.048 0.1745 0.01 0.12 0.01 0.11 744.8 0.4172 0.045 0.0864 0.01 0.11 0.044 0.1032 0.01 0.11 0.01 0.11 738.6 0.3819 0.053 0.1065 0.01 0.11 0.053 0.1224 0.01 0.11 0.01 0.10 732.7 0.3491 0.063 0.1305 0.01 0.10 0.061 0.1442 0.01 0.10 0.10 0.00 731.6 5.355 1.6429 0.10 0.00 5.355 1.6429 0.10 0.00 0.00 0.00 1,070.0 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,082.2 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,097.6 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,112.3 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,059.5 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,070.9 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,081.8 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,092.3 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,102.5 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:25:20 PM PA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Z b (ft)Zm(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.50 10.25 11.00 10.75 11.50 11.25 12.00 11.75 γ max (%)Yi ε v (%)Yi ΔS i ΣSi (in)Yi γmax (%)UC εv (%)UC ΔS i ΣS i (in)UC σ p ' (tsf)OCR Dr σp' (tsf)OCRN60 N 1jpcs Vs (m/s)Ad Vs (m/s)UC 0.004 0.0000 0.00 1.01 0.001 0.0000 0.00 0.14 0.06 5.0 0.10 8.2 47.4 163.9 79.4 0.025 0.0000 0.00 1.01 0.002 0.0000 0.00 0.14 0.19 5.0 0.31 8.2 45.8 163.9 103.3 0.075 0.0000 0.00 1.01 0.004 0.0000 0.00 0.14 0.31 5.0 0.51 8.2 44.3 163.9 116.7 0.173 0.0000 0.00 1.01 0.006 0.0000 0.00 0.14 0.44 5.0 0.71 8.2 42.9 163.9 126.5 0.379 0.0000 0.00 1.01 0.008 0.0000 0.00 0.14 0.56 5.0 0.92 8.2 41.6 163.9 134.3 0.786 0.0000 0.00 1.01 0.010 0.0000 0.00 0.14 0.69 5.0 1.12 8.2 40.3 163.9 140.9 1.000 2.0565 0.12 0.88 0.021 0.0297 0.00 0.14 0.54 3.3 0.77 4.7 15.7 130.0 134.3 1.000 2.0565 0.12 0.76 0.027 0.0462 0.00 0.13 0.63 3.3 0.88 4.7 15.2 130.0 139.0 1.000 2.0566 0.12 0.64 0.033 0.0657 0.00 0.13 0.71 3.3 1.00 4.7 14.8 130.0 143.2 1.000 2.0566 0.12 0.51 0.041 0.0887 0.01 0.12 0.79 3.3 1.12 4.7 14.4 130.0 147.0 1.000 2.0566 0.12 0.39 0.050 0.1185 0.01 0.12 0.88 3.3 1.24 4.7 14.0 130.0 150.6 1.000 1.6143 0.10 0.29 0.045 0.0782 0.00 0.11 1.25 4.4 1.66 5.8 19.2 141.5 159.0 1.000 1.6143 0.10 0.20 0.053 0.0998 0.01 0.11 1.36 4.4 1.80 5.8 18.7 141.5 162.2 1.000 1.6308 0.10 0.10 0.063 0.1265 0.01 0.10 1.46 4.3 1.95 5.8 18.2 141.1 165.2 5.355 1.6429 0.10 0.00 5.355 1.6429 0.10 0.00 1.52 4.3 2.06 5.8 18.2 140.7 167.3 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 1.82 5.0 4.19 11.5 56.8 177.9 187.8 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 1.87 5.0 4.25 11.4 57.2 179.2 189.3 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 1.91 5.0 4.29 11.2 57.5 180.6 190.7 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 1.96 5.0 4.32 11.0 57.7 182.0 192.0 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.01 5.0 3.98 9.9 49.3 177.4 190.5 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.06 5.0 4.00 9.7 49.4 178.6 191.8 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.10 5.0 4.03 9.6 49.5 179.7 193.0 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.15 5.0 4.05 9.4 49.6 180.8 194.2 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.20 5.0 4.07 9.3 49.6 181.9 195.4 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:25:20 PM PA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Zb (ft)Zm(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.50 10.25 11.00 10.75 11.50 11.25 12.00 11.75 Vs (m/s)UCSa Vs (m/s)UCSi V s (m/s)UCCly Vs (m/s)WDall Vs (m/s)WDSa Vs (m/s)WDSiC p/pa V sp (m/s)Yi Vsv (m/s)Yi σm ' (tsf)Yi OCRYi G0(tsf)Yi 79.4 78.0 111.4 59.94 62.19 45.78 0.012 126.73 148.28 0.013 5.00 268.66 103.3 100.5 133.4 81.09 80.06 65.07 0.036 126.73 148.28 0.038 5.00 268.66 116.7 113.1 145.0 93.31 90.04 76.62 0.060 126.73 148.28 0.063 5.00 268.66 126.5 122.3 153.3 102.36 97.29 85.33 0.084 126.73 148.28 0.089 5.00 268.66 134.3 129.6 159.7 109.69 103.08 92.48 0.108 126.73 148.28 0.111 4.63 268.66 140.9 135.7 165.1 115.91 107.95 98.61 0.132 126.73 148.28 0.130 4.21 268.66 134.3 119.8 137.4 99.66 90.86 89.02 0.164 124.49 145.66 0.157 3.82 259.23 139.0 123.9 140.7 103.66 93.90 93.19 0.189 124.49 145.66 0.177 3.57 259.23 143.2 127.5 143.6 107.29 96.64 97.00 0.214 124.49 145.66 0.197 3.36 259.23 147.0 130.8 146.2 110.62 99.15 100.51 0.239 124.49 145.66 0.216 3.19 259.23 150.6 133.9 148.7 113.71 101.46 103.79 0.261 124.49 145.66 0.235 3.04 259.23 159.0 145.1 163.0 125.33 111.94 113.14 0.282 129.30 149.41 0.251 3.02 279.67 162.2 148.0 165.3 128.24 114.10 116.20 0.302 133.33 149.41 0.272 2.99 297.36 165.2 150.6 167.4 130.98 116.14 119.10 0.321 137.21 149.41 0.293 2.96 314.94 167.3 152.7 169.2 133.14 117.81 121.26 0.334 139.82 149.44 0.308 2.94 327.03 187.8 188.1 220.8 171.30 154.01 148.40 0.344 145.67 158.09 0.296 3.02 354.94 189.3 189.8 222.5 173.07 155.46 150.00 0.352 147.03 159.36 0.303 3.00 361.62 190.7 191.3 224.2 174.78 156.85 151.56 0.361 148.36 160.94 0.310 2.99 368.16 192.0 192.8 225.7 176.44 158.19 153.07 0.370 149.66 162.49 0.317 2.97 374.65 190.5 189.2 219.5 172.38 154.07 150.65 0.373 147.79 161.06 0.321 2.89 365.35 191.8 190.6 220.9 173.89 155.29 152.05 0.380 149.02 162.53 0.328 2.88 371.47 193.0 191.9 222.2 175.36 156.47 153.42 0.388 150.23 163.99 0.335 2.86 377.55 194.2 193.2 223.5 176.79 157.61 154.76 0.395 151.43 165.42 0.342 2.85 383.58 195.4 194.5 224.8 178.19 158.72 156.07 0.402 152.61 166.83 0.348 2.83 389.57 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:25:20 PM PA2018-248 Project:Location:Job Number: Boring No.: Enclosure:Liquefaction Potential - SPT DataSailhouse914 E Ocean Front8262-00 B-2 E-3GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GECopyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial CopyPrepared at 10/30/2018 6:39:21 PMC:\Users\Robert\Dropbox\8200-8299 RMC Project Files\8262-00 914 East Ocean Front NB\Liquefaction\B-2\GeoSuite_8262-00_B-2.csvSPSP-SMEarthquake & Groundwater Information:Magnitude = 7.2Max. Acceleration = 0.75 gProject GW = 7 ftMaximum Settlement = 0.31 inSettlement at Bottom of Footing = 0.31 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] Pradel (1998); [sat] Tokimatsu & Seed (1987)Lateral spreading: Idriss & Boulanger (2008)M correction: σv correction: Idriss & Boulanger (2008)Stress reduction: Blake (1996)SPSPSP-SMSPUSCS02040N60|(N1)6004080DR(%)024OCRG000.10.2τav(tsf)00.51CSR7.5|CRR7.501FS510Depth (ft)Project GWBoring GWBottom of FootingPA2018-248 Project:Location:Job Number: Boring No.: Enclosure:Seismic Settlement Potential - SPT DataSailhouse914 E Ocean Front8262-00 B-2 E-4GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GECopyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial CopyPrepared at 10/30/2018 6:39:21 PMC:\Users\Robert\Dropbox\8200-8299 RMC Project Files\8262-00 914 East Ocean Front NB\Liquefaction\B-2\GeoSuite_8262-00_B-2.csvSPSP-SMEarthquake & Groundwater Information:Magnitude = 7.2Max. Acceleration = 0.75 gProject GW = 7 ftMaximum Settlement = 0.31 inSettlement at Bottom of Footing = 0.31 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] Pradel (1998); [sat] Tokimatsu & Seed (1987)Lateral spreading: Idriss & Boulanger (2008)M correction: σv correction: Idriss & Boulanger (2008)Stress reduction: Blake (1996)SPSPSP-SMSPUSCS02040N60|(N1)6004080DR(%)024OCRG000.51CSR7.5|CRR7.501FS024γmax(%)Pd012εv(%)Pd00.10.20.3ΣSi(in)Pd510Depth (ft)Project GWBoring GWBottom of FootingPA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Zb(ft)Z m (ft)γ (pcf)N60 FC(%)CC(%)USCS φ (°)C' (tsf)σ v0 (tsf)σv0 ' (tsf)CN Cs (N1)60 (N 1 )60cs DR (%)Vs (m/s)V s(ft/s)G0 (kPa) 0.50 0.25 100.0 19.9 1.0 0.0 17 38.9 0.0 0.01 0.01 1.7 1.0 33.8 33.8 80.6 245.4 805.2 96,477.6 1.00 0.75 100.0 19.9 1.0 0.0 17 38.9 0.0 0.04 0.04 1.7 1.0 33.8 33.8 80.6 244.0 800.6 95,374.9 1.50 1.25 100.0 19.9 1.0 0.0 17 38.9 0.0 0.06 0.06 1.7 1.0 33.8 33.8 80.6 242.7 796.1 94,320.9 2.00 1.75 100.0 19.9 1.0 0.0 17 38.9 0.0 0.09 0.09 1.7 1.0 33.8 33.8 80.6 241.4 791.9 93,312.1 2.50 2.25 100.0 19.9 1.0 0.0 17 38.9 0.0 0.11 0.11 1.7 1.0 33.8 33.8 80.6 240.1 787.7 92,345.0 3.00 2.75 100.0 19.9 1.0 0.0 17 38.9 0.0 0.14 0.14 1.7 1.0 33.8 33.8 80.6 238.9 783.8 91,416.9 3.50 3.25 100.0 9.5 2.0 0.0 17 33.4 0.0 0.16 0.16 1.7 1.0 16.2 16.2 55.8 210.4 690.1 70,878.6 4.00 3.75 100.0 9.5 2.0 0.0 17 33.4 0.0 0.19 0.19 1.7 1.0 16.2 16.2 55.8 209.4 686.9 70,206.8 4.50 4.25 100.0 9.5 2.0 0.0 17 33.4 0.0 0.21 0.21 1.7 1.0 16.2 16.2 55.8 208.4 683.7 69,559.7 5.00 4.75 100.0 9.5 2.0 0.0 17 33.4 0.0 0.24 0.24 1.7 1.0 16.2 16.2 55.8 207.4 680.6 68,935.8 5.50 5.25 100.0 9.5 2.0 0.0 17 33.4 0.0 0.26 0.26 1.7 1.0 16.2 16.2 55.8 206.5 677.6 68,333.7 6.00 5.75 100.0 6.4 2.0 0.0 17 31.1 0.0 0.29 0.29 1.7 1.0 10.8 10.8 45.6 192.2 630.6 59,186.9 6.50 6.25 100.0 6.4 2.0 0.0 17 31.1 0.0 0.31 0.31 1.7 1.0 10.8 10.8 45.6 191.4 628.0 58,695.7 7.00 6.75 100.0 6.4 2.0 0.0 17 31.1 0.0 0.34 0.34 1.7 1.0 10.8 10.8 45.6 190.6 625.5 58,220.4 7.50 7.25 100.0 6.4 2.0 0.0 17 31.1 0.0 0.36 0.35 1.7 1.0 10.9 10.9 45.9 190.5 625.0 58,138.7 8.00 7.75 100.0 14.7 7.0 0.0 14 35.8 0.0 0.39 0.36 1.6 1.0 23.0 23.1 66.6 218.9 718.0 76,726.2 8.50 8.25 100.0 23.3 7.0 0.0 14 38.8 0.0 0.41 0.37 1.4 1.0 33.2 33.3 80.1 236.5 776.0 89,618.9 9.00 8.75 100.0 23.6 7.0 0.0 14 38.8 0.0 0.44 0.38 1.4 1.0 33.4 33.5 80.3 238.0 780.8 90,716.7 9.50 9.25 100.0 23.9 7.0 0.0 14 38.8 0.0 0.46 0.39 1.4 1.0 33.5 33.6 80.4 239.4 785.3 91,773.1 10.00 9.75 100.0 32.8 4.0 0.0 17 40.5 0.0 0.49 0.40 1.3 1.0 43.1 43.1 91.0 252.9 829.8 102,470.1 10.50 10.25 100.0 33.2 4.0 0.0 17 40.5 0.0 0.51 0.41 1.3 1.0 43.2 43.2 91.2 254.3 834.2 103,567.2 11.00 10.75 100.0 33.5 4.0 0.0 17 40.5 0.0 0.54 0.42 1.3 1.0 43.3 43.3 91.3 255.6 838.5 104,622.0 11.50 11.25 100.0 33.8 4.0 0.0 17 40.5 0.0 0.56 0.43 1.3 1.0 43.5 43.5 91.4 256.8 842.5 105,641.1 12.00 11.75 100.0 34.1 4.0 0.0 17 40.5 0.0 0.59 0.44 1.3 1.0 43.5 43.5 91.5 258.0 846.5 106,626.7 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:39:21 PM PA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Zb (ft)Zm(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.50 10.25 11.00 10.75 11.50 11.25 12.00 11.75 G 0(tsf)σp ' (tsf)OCR G0 Su/σ v0 'K0 r d MSF K σ K α CSR7.5 CRR 7.5 FS τav(tsf)p (tsf)G/G 0 γ max (%)εv (%) 1,007.5 0.06 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.01 0.01 0.5669 0.001 0.0000 996.0 0.19 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.02 0.04 0.2751 0.002 0.0000 985.0 0.31 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.03 0.06 0.1520 0.004 0.0000 974.4 0.44 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.04 0.09 0.0916 0.006 0.0000 964.3 0.56 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.05 0.11 0.0537 0.008 0.0000 954.6 0.69 5.0 1.0 1.00 1.08 1.10 1.00 0.41 0.99 0.07 0.14 0.0316 0.010 0.0000 740.2 0.81 5.0 1.1 0.99 1.08 1.10 1.00 0.41 0.19 0.08 0.17 0.0291 0.019 0.0371 733.1 0.94 5.0 1.1 0.99 1.08 1.10 1.00 0.41 0.19 0.09 0.20 0.0335 0.023 0.0481 726.4 1.06 5.0 1.1 0.99 1.08 1.10 1.00 0.41 0.19 0.10 0.23 0.0379 0.029 0.0612 719.9 1.19 5.0 1.1 0.99 1.08 1.10 1.00 0.41 0.19 0.11 0.25 0.0423 0.035 0.0768 713.6 1.29 4.9 1.1 0.99 1.08 1.10 1.00 0.41 0.19 0.13 0.28 0.0467 0.042 0.0957 618.1 1.27 4.4 1.0 0.99 1.08 1.10 1.00 0.40 0.14 0.14 0.30 0.0493 0.078 0.2964 612.9 1.32 4.2 1.0 0.99 1.08 1.10 1.00 0.40 0.14 0.15 0.32 0.0504 0.097 0.3783 608.0 1.37 4.1 1.0 0.99 1.08 1.10 1.00 0.40 0.14 0.16 0.34 0.0513 0.119 0.4800 607.1 1.40 4.0 1.0 0.99 1.08 1.10 1.00 0.41 0.14 0.3 0.17 0.35 5.342 2.3639 801.2 1.62 4.5 1.0 0.98 1.08 1.10 1.00 0.43 0.29 0.7 0.19 0.36 5.297 1.3489 935.9 1.77 4.7 1.0 0.98 1.08 1.10 1.00 0.44 0.92 2.0 0.20 0.37 0.000 0.0000 947.3 1.80 4.7 1.0 0.98 1.08 1.10 1.00 0.46 0.94 2.0 0.21 0.38 0.000 0.0000 958.4 1.83 4.7 1.0 0.98 1.08 1.10 1.00 0.47 0.96 2.0 0.22 0.39 0.000 0.0000 1,070.1 1.94 4.8 1.0 0.98 1.08 1.10 1.00 0.49 1.30 2.0 0.23 0.40 0.000 0.0000 1,081.5 1.97 4.8 1.0 0.98 1.08 1.10 1.00 0.50 1.30 2.0 0.24 0.40 0.000 0.0000 1,092.5 2.00 4.8 1.0 0.98 1.08 1.10 1.00 0.51 1.30 2.0 0.26 0.41 0.000 0.0000 1,103.2 2.03 4.7 1.0 0.98 1.08 1.10 1.00 0.52 1.30 2.0 0.27 0.42 0.000 0.0000 1,113.5 2.06 4.7 1.0 0.98 1.08 1.10 1.00 0.53 1.30 2.0 0.28 0.43 0.000 0.0000 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:39:21 PM PA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Zb(ft)Z m(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.50 10.25 11.00 10.75 11.50 11.25 12.00 11.75 ΔS i ΣSi (in)ΔDi ΣD i (in)G 0 (tsf)Pd G/G 0Pd γ max (%)Pd ε v (%)Pd ΔS i ΣS i (in)Pd γ max (%)TS ε v (%)TS ΔS i ΣS i (in)TS 0.00 0.31 1,007.5 0.9247 0.001 0.0000 0.00 0.31 0.001 0.0000 0.00 0.32 0.00 0.31 996.0 0.8671 0.002 0.0000 0.00 0.31 0.002 0.0000 0.00 0.32 0.00 0.31 985.0 0.8227 0.004 0.0000 0.00 0.31 0.004 0.0000 0.00 0.32 0.00 0.31 974.4 0.7834 0.006 0.0000 0.00 0.31 0.006 0.0000 0.00 0.32 0.00 0.31 964.3 0.7470 0.008 0.0000 0.00 0.31 0.008 0.0000 0.00 0.32 0.00 0.31 954.6 0.7125 0.010 0.0000 0.00 0.31 0.011 0.0000 0.00 0.32 0.00 0.31 740.2 0.5685 0.019 0.0371 0.00 0.31 0.019 0.0548 0.00 0.32 0.00 0.31 733.1 0.5282 0.023 0.0481 0.00 0.31 0.023 0.0670 0.00 0.32 0.00 0.30 726.4 0.4903 0.029 0.0612 0.00 0.30 0.029 0.0831 0.00 0.31 0.00 0.30 719.9 0.4548 0.035 0.0768 0.00 0.30 0.035 0.1009 0.01 0.31 0.01 0.29 713.6 0.4196 0.042 0.0957 0.01 0.29 0.042 0.1198 0.01 0.30 0.02 0.27 618.1 0.2869 0.078 0.2964 0.02 0.27 0.070 0.3445 0.02 0.28 0.02 0.25 612.9 0.2536 0.097 0.3783 0.02 0.25 0.084 0.4144 0.02 0.25 0.03 0.22 608.0 0.2238 0.119 0.4800 0.03 0.22 0.102 0.5032 0.03 0.22 0.14 0.08 607.1 5.342 2.3639 0.14 0.08 5.342 2.3639 0.14 0.08 0.08 0.00 801.2 5.297 1.3489 0.08 0.00 5.297 1.3489 0.08 0.00 0.00 0.00 935.9 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 947.3 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 958.4 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,070.1 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,081.5 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,092.5 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,103.2 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.00 0.00 1,113.5 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:39:21 PM PA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Z b (ft)Zm(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.50 10.25 11.00 10.75 11.50 11.25 12.00 11.75 γ max (%)Yi ε v (%)Yi ΔS i ΣSi (in)Yi γmax (%)UC εv (%)UC ΔS i ΣS i (in)UC σ p ' (tsf)OCR Dr σp' (tsf)OCRN60 N 1jpcs Vs (m/s)Ad Vs (m/s)UC 0.004 0.0000 0.00 1.19 0.001 0.0000 0.00 0.30 0.06 5.0 0.10 8.2 47.4 163.9 79.4 0.025 0.0000 0.00 1.19 0.002 0.0000 0.00 0.30 0.19 5.0 0.31 8.2 45.8 163.9 103.3 0.075 0.0000 0.00 1.19 0.004 0.0000 0.00 0.30 0.31 5.0 0.51 8.2 44.3 163.9 116.7 0.173 0.0000 0.00 1.19 0.006 0.0000 0.00 0.30 0.44 5.0 0.71 8.2 42.9 163.9 126.5 0.379 0.0000 0.00 1.19 0.008 0.0000 0.00 0.30 0.56 5.0 0.92 8.2 41.6 163.9 134.3 0.786 0.0000 0.00 1.19 0.010 0.0000 0.00 0.30 0.69 5.0 1.12 8.2 40.3 163.9 140.9 1.000 1.8084 0.11 1.09 0.019 0.0198 0.00 0.29 0.63 3.9 0.85 5.3 18.8 136.1 136.7 1.000 1.8084 0.11 0.98 0.023 0.0319 0.00 0.29 0.72 3.9 0.99 5.3 18.3 136.1 141.4 1.000 1.8083 0.11 0.87 0.029 0.0460 0.00 0.29 0.82 3.9 1.12 5.3 17.8 136.1 145.7 1.000 1.8083 0.11 0.76 0.035 0.0624 0.00 0.29 0.92 3.9 1.25 5.3 17.3 136.1 149.6 1.000 1.8083 0.11 0.65 0.042 0.0820 0.00 0.28 1.01 3.9 1.38 5.3 16.8 136.1 153.3 1.000 2.3828 0.14 0.51 0.078 0.2459 0.01 0.27 0.80 2.8 1.18 4.1 10.9 122.8 150.7 1.000 2.3828 0.14 0.37 0.097 0.3201 0.02 0.25 0.87 2.8 1.29 4.1 10.7 122.8 153.7 1.000 2.3829 0.14 0.22 0.119 0.4116 0.02 0.22 0.94 2.8 1.39 4.1 10.4 122.8 156.5 5.342 2.3639 0.14 0.08 5.342 2.3639 0.14 0.08 0.99 2.8 1.47 4.2 10.4 123.2 158.6 5.297 1.3489 0.08 0.00 5.297 1.3489 0.08 0.00 1.82 5.0 2.48 6.8 23.9 148.8 172.8 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 1.87 5.0 3.29 8.8 37.3 164.2 181.6 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 1.91 5.0 3.31 8.7 37.5 165.4 183.0 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 1.96 5.0 3.34 8.5 37.6 166.5 184.3 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.01 5.0 4.04 10.1 50.6 178.3 191.0 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.06 5.0 4.07 9.9 50.8 179.5 192.3 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.10 5.0 4.09 9.7 50.9 180.7 193.5 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.15 5.0 4.11 9.6 50.9 181.8 194.7 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 2.20 5.0 4.14 9.4 50.9 182.9 195.9 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:39:21 PM PA2018-248 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Lateral spreading: Idriss Boulanger (2008) M correction: Zb (ft)Zm(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.50 10.25 11.00 10.75 11.50 11.25 12.00 11.75 Vs (m/s)UCSa Vs (m/s)UCSi V s (m/s)UCCly Vs (m/s)WDall Vs (m/s)WDSa Vs (m/s)WDSiC p/pa V sp (m/s)Yi Vsv (m/s)Yi σm ' (tsf)Yi OCRYi G0(tsf)Yi 79.4 78.0 111.4 59.94 62.19 45.78 0.012 126.73 148.28 0.013 5.00 268.66 103.3 100.5 133.4 81.09 80.06 65.07 0.036 126.73 148.28 0.038 5.00 268.66 116.7 113.1 145.0 93.31 90.04 76.62 0.060 126.73 148.28 0.063 5.00 268.66 126.5 122.3 153.3 102.36 97.29 85.33 0.084 126.73 148.28 0.089 5.00 268.66 134.3 129.6 159.7 109.69 103.08 92.48 0.108 126.73 148.28 0.111 4.63 268.66 140.9 135.7 165.1 115.91 107.95 98.61 0.132 126.73 148.28 0.130 4.21 268.66 136.7 123.8 143.3 103.64 94.75 91.82 0.163 127.31 148.96 0.157 3.90 271.11 141.4 127.9 146.7 107.80 97.92 96.13 0.188 127.31 148.96 0.177 3.65 271.11 145.7 131.7 149.7 111.58 100.78 100.05 0.213 127.31 148.96 0.196 3.43 271.11 149.6 135.1 152.5 115.04 103.39 103.68 0.238 127.31 148.96 0.216 3.26 271.11 153.3 138.3 155.0 118.25 105.80 107.05 0.262 127.31 148.96 0.234 3.10 271.11 150.7 131.4 143.3 111.13 98.42 102.87 0.279 129.55 147.78 0.260 3.02 280.75 153.7 133.9 145.3 113.70 100.32 105.66 0.299 133.60 147.78 0.282 2.99 298.58 156.5 136.3 147.2 116.14 102.12 108.29 0.318 137.45 147.78 0.303 2.96 316.03 158.6 138.2 148.8 118.04 103.58 110.26 0.331 140.00 147.82 0.318 2.94 327.84 172.8 161.1 180.7 142.05 126.05 127.98 0.343 146.60 155.43 0.314 3.04 359.52 181.6 175.8 201.6 157.82 140.85 139.45 0.351 147.09 158.03 0.310 3.01 361.92 183.0 177.3 203.1 159.38 142.11 140.90 0.358 148.39 159.60 0.317 2.99 368.32 184.3 178.7 204.5 160.89 143.33 142.31 0.365 149.66 161.13 0.324 2.97 374.69 191.0 190.1 220.9 173.37 155.02 151.33 0.374 147.88 161.14 0.321 2.90 365.79 192.3 191.5 222.3 174.89 156.24 152.74 0.381 149.11 162.62 0.328 2.88 371.92 193.5 192.8 223.6 176.37 157.43 154.12 0.388 150.33 164.07 0.335 2.86 378.01 194.7 194.2 224.9 177.81 158.58 155.47 0.396 151.52 165.50 0.342 2.85 384.05 195.9 195.4 226.2 179.21 159.70 156.78 0.403 152.70 166.91 0.349 2.84 390.04 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 - 2018 GeoAdvanced™. All rights reserved _Commercial Copy Prepared at 10/30/2018 6:39:21 PM PA2018-248 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 Phone 949-629-2539 APPENDIX F SEISMICITY DATA PA2018-248 PA2018-248 PA2018-248 PA2018-248 PA2018-248 PA2018-248 PA2018-248 PA2018-248