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HomeMy WebLinkAbout20191108_Geotechnical InvestigationR McCARTHY CONSULTING, INC October 22, 2019 Mr. Gary Moore 732 Via Lido Nord Newport Beach, California 92663 Subject: INTRODUCTION Geotechnical Investigation Proposed Residential Construction Tract 907, Lot 44 & SE Half of Lot 45 732 Via Lido Nord Newport Beach, California APN: 423-261-07 File No: 8361-00 Report No: R2-8361 This report presents the results of our geotechnical investigation for the project site located at 732 Via Lido Nord in the City of Newport Beach, California, which was performed to determine various site and regional geologic and 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 two-story, slab-on-grade, single-family residence. The purpose of our review and investigation was to evaluate the subsurface conditions, determine the compatibility of the proposed development with respect to the site-specific geotechnical features, and provide preliminary geotechnical recommendations and design parameters for site precise grading and planned improvements. Specific information and recommendations for site development are provided herein. The conclusions and recommendations of this report are considered preliminary due to the absence of specific foundation and grading plans, the preparation of which are partially dependent upon recommendations presented herein. Project Authorization The work performed was per your request and authorization based on our Proposal No: Pl-8361, dated August 28, 2019. 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. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 949 629 2539 I Email: info@Rmccarthyconsulting.com PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 2 2. Subsurface exploration consisting of one boring advanced to a depth of 14.5 feet by use of a tripod mounted drill rig and one hand auger boring advanced to a depth of 9 feet. The boring locations are shown on the Geotechnical Plot Plan, Figure 1. 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. 4. Laboratory testing of soil samples representative of subsurface conditions. The results are presented in Appendix C. 5. Geotechnical engineering and geologic analyses of collected data, including a liquefaction 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 north side of Lido Isle along Newport Bay as shown on the Location Map, Figure 2. The property is located near the intersection of Via Undine and Via Lido Nord. The lot is bordered on the northwest and southeast by adjacent residential properties. Via Lido Nord fronts the house on the southwest side and Newport Bay is on the northeast side. The lot includes a sea wall and a boat dock extending into the northern portion of the Newport Bay main channel, southeast of the Turning Basin. The Topographic Map prepared by Apex Land Surveying, Inc. (Reference 1) indicates that the lot has a rectangular shape. The Apex plan was used as a base map for our Geotechnical Plot Plan, Figure 1. Lot elevations are indicated as approximately 12 to 12.6 feet (NAVD88) across the existing building pad. The adjoining property on the northwest is approximately level to 2 feet lower than the subject site. The adjoining property on the southeast is approximately level with the subject site. The site presently contains a two-story house with attached garage. Concrete and brick walkways surround the existing house. Proposed Development We understand that the proposed development will consist of the demolition of the existing structure to build a new, slab-on-grade, two-story residence with a roof-top deck. We understand that the design of the new residence is in the planning and design stage. 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 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 ( October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 3 the structure. The existing seawall will be reinforced as part of the planned construction. 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 15 kips and wall loads of 2 kip/foot. The seawall reinforcement may require new deadman anchors and/or caisson support. Our office should be notified when the structural design loads for foundation elements are available to check these preliminary assumptions. GEOTECHNICAL CONDffiONS Geologic Setting The property is situated within the southeasterly edge of the Los Angeles Basin on an island within Newport Bay. This area is generally underlain by recent marine deposits consisting predominantly of silty sands, sands and occasional silt layers. The Pacific Ocean is about 2,600 feet southwest of the site. Historical topographic maps and accounts indicate that the Lido Isle areas were formerly low-lying, intertidal sand bars and island areas of the natural bay. The site is thought to be resting on a regionally extensive, relatively flat bench scoured by wave activity into bedrock. The bedrock lies below successive layers of beach and bay deposits. Earth Materials The site surface exposed shallow fill soils and Marine deposits (Qm). Subsurface materials generally consisted of interbedded gray, tan, olive, and pale brown medium to coarse sands and silty sands. Mollusk shells were common in the upper five feet. These deposits were generally medium dense to dense based on the SPT blow counts. The materials encountered in the explorations were generally very moist or saturated below a depth of about 7 .5 to 8 feet. Laboratory test results and visual observations indicate that the on -site sands 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 of about 7.5 to 8-feet in our exploratory borings. Groundwater levels are anticipated to remain near existing elevations and generally fluctuate between highs of about elevation +3 to +5 in the area. Groundwater is tidal influenced and will fluctuate daily. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 ~ch • • • • • • • • • • • • • -V V,.., • • • • • • • • • • • • ( • File No: 8361-00 Report No: R2-8361 Page No: 4 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 criteria for determining the risks of potential surface rupture based on the likelihood of renewed movement on faults that could be located under a site. Based on criteria established by the California Division of Mines and Geology (CDMG), now referred to as the California Geological Survey (CGS), faults are generally categorized as active, potentially active or inactive (Jennings, 1994). The basic principle of faulting concern is that existing faults could move again, and that faults which have moved more recently are the most likely faults to move again and affect us. As such, faults have been divided into categories based on their age of last movement. Although the likelihood of an earthquake or movement to occur on a given fault R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach , CA 92660 PA2019-230 ( October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 5 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. Fau lt Map New 1iort Be ach, C.1liiorn la EX PLANATI ON fault so li d where loc .1 1ion known , long dJ.~hed where appro).l nl:i 1e. dot1ed w here inferred. Based on our review of various published and unpublished reports, maps and documents, the site is located approximately 1 to 3 kilometers northeast of the Newport-Inglewood Fault Zone. This fault consists of a series of parallel and en-echelon, northwest-trending faults and folds extending from the R McCarthy Consulting, Inc. 23 Corporate Plaza, Su ite 150, Newport Beach, CA 92660 PA2019-230 ( October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 6 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. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 " October 22, 2019 STATtOFCAllFORNV. SEI SMI C HAZARD ZO NE S NEWPORT BEACH QUADRANGLE OFFICIAL MAP liquefaction Zone Released: Ap ril 17, 1997 Landsllde Zonl' Re leased: April 1 S, 1998 File No: 8361-00 Report No: R2-8361 Page No: 7 "' l • !A ~· MAl'OIPt.ANATION zon.,ofRt"qui•rdln~Hlgation: l iQut!..:,;,:,,, --•MICNic0<c-""""°"ol~011o(tl 9fOlovi<ol 910l«lVll<al _.....,...,...O!tr,;o,,d .... lnou1r,pOCt<n,tlo< Pf',_,L9'0<H d.""°" ......... _,,ll,1l ffi'r90:1ot1 ,o dt/lr.td "' l'l.t>li:11o<-.. c-s .. ,1on16911<1 ...,....11o,f'QUiPH. l...,_i'qwu-J1tclundiJ:ott /' .. --~ /" i· '-'" ' i I''· I -!! 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, one soil boring was drilled to a maximum depth of 14.5 feet below the site. In addition, liquefaction analyses were performed to evaluate seismically-induced settlement. The results of our analysis are included in Appendix E. Based on the results of our analyses, some of the soil layers below the site, in the locations tested, had safety factors of less than 1.0, indicating risk of liquefaction during a seismic event strong enough to induce liquefaction. Layers exhibiting safety factors of 1.3 and less based on Boulanger & Idriss (2010-16) were evaluated for potential seismic settlement. Seismically-induced settlements were estimated by the procedures developed by Boulanger & Idriss (2010-16), Tokimatsu and Seed R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 8 (1987). Additionally, seismically-induced settlements were estimated by the procedures developed by Pradel (1998) for dry sand. The GeoAdvanced GeoSuite Software Version 2.4.0.16, developed by Fred Yi, was utilized for the analyses. The resultant potential total shallow seismic settlement in the upper 10 feet of underlying soil is less than one-inch. Additional settlement is possible but less likely below depths of 14.5 feet due to the very dense sands and gravels. It is our opinion that this settlement potential may be mitigated by the foundation system for support of the proposed structure. Lateral Impacts of Liquefaction Lateral impacts of liquefaction at the subject site such as lateral spreading and lateral loads on foundations are expected to be negligible due to the presence of the existing seawall along the back yard to confine the soil. 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. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 CONCLUSIONS File No: 8361-00 Report No: R2-8361 Page No: 9 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. Within the areas explored, artificial fill, beach and marine deposits were encountered. On- site materials generally consisted of sands and silty sands. 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 seismic settlement due to both liquefaction and consolidation of dry sand layers within the upper 10 feet is less than 1-inch. Potential settlement should be considered in the design of the foundation and slab. 5. Groundwater has been encountered at a depth of about 7.5 to 8 feet below existing site grades and is not expected to be a significant factor during construction for the planned house. The seawall rehabilitation may be impacted by groundwater conditions. 6. The near surface materials that were encountered were determined to have a very low expansion potential. 7. The existing near surface soils may be disturbed by excavation or demolition. Removal, scarification and recompaction to provide a uniform compacted fill cap within the upper 3- feet is recommended. 8. Grading and construction methods will need to consider lateral and subjacent support of adjacent structures and property improvements. 9. Although the probability of fault rupture across the property is low, ground shaking may be strong during a major earthquake. 10. Tsunami potential for this site is considered moderate; although historically such effects have been subdued in southern California due to topographic protection from distant seismic events and the rarity of significant offshore earthquakes. 11. Adverse surface discharge onto or off the site is not anticipated provided proper civil engineering design and post-construction site grading are implemented. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 10 12. The proposed structure should be supported by a mat slab foundation supported entirely within recompacted fill materials. RECOMMENDATIONS Site Preparation and Grading 1. General 2. 3. 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. 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. 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 upper 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 may be considered to stabilize and strengthen the compacted fill. Existing walls and retaining walls may be suitable locally for excavation support; however, structures must be supported laterally during grading operations. Although not anticipated at this time, lateral support may sometimes be achieved by the use of bracing, slot cutting, or trenching where wall footings are shallow relative to excavation depths. Dewatering is not expected to be necessary at planned removal depths but this may be somewhat dependent on tide levels and depths of foundations. Excavations should be replaced with compacted 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. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 ( October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 11 Removals below significant hardscape improvements such as driveway aprons, patios, and sidewalks should be sufficient to provide a LS-feet-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 5. 6. 7. The on-site soils are anticipated to be suitable for use as compacted fill. 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. Shrinkage Shrinkage losses are expected to be about 2 percent overall. This does not include clearing losses from demolition that could result in volume reductions for available fill soils. 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. 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. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 12 8. Temporary Construction Slopes 9. 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 3 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. Adjacent Property Assessments and Monitoring The following measures may be considered in order to reduce the potential risks of damage, and perceived damage, to adjoining improvements: • Visual inspections and walk-throughs of each of the adjacent properties should be arranged in order to document pre-existing conditions and damages. • Measurements of all existing damages observed, including crack lengths, widths and precise locations should be made. • Photographs should be taken to accompany written notes that refer to damages or even lack of damages. Video may also be considered; however, videos that attempt to show these types of damages are often lacking in detail. • Floor level surveys of nearby structures may be considered especially if pre-existing damage is evident. • Vibrations from construction equipment may be monitored with portable seismographs during excavation. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 13 • 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 2. It is anticipated that foundation elements for the planned residential structure will bear in compacted fill and will utilize a mat slab foundation. The near surface materials are expected to exhibit a very low expansion potential. The following recommendations are based on the geotechnical data available and are subject to revision based on conditions actually encountered in the field. Foundations and slabs should be designed for the intended use and loading by the Structural Engineer. Our recommendations are considered to be generally consistent with the standards of practice. They are based on both analytical methods and empirical methods derived from experience with similar geotechnical conditions. These recommendations are considered the minimum necessary for the likely soil conditions and are not intended to supersede the design of the Structural Engineer or criteria of governing agencies. Bearing Capacity for Foundations A mat slab may be utilized to support the proposed structure. The purpose of the mat slab system is to mitigate potential static and seismic settlement and to provide an appropriate foundation in the local marine environment. The allowable bearing capacity for a mat slab type system founded in recompacted fill should not exceed 2,000 pounds per square foot. This value may be increased by one-third for short-term wind or seismic loading; however, there is no increase in bearing value with depth. A minimum slab thickness of 12-inches is R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 14 recommended. For design of a mat foundation system, a modulus of subgrade reaction of 100 pounds per cubic inch may be considered (172 kips per cubic foot). The subgrade is expected to consist of cohesionless sand. Actual thickness, depths and widths of the foundation and slab system should be governed by CBC requirements and the structural engineering design. 3. Settlement 4. Static settlement due to potential consolidation of was calculated based on consolidation testing. Static settlement is anticipated to be on the order of 0.5-inch total and 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. Sand layer settlement due to static loads is expected to be negligible utilizing a mat slab with an allowable bearing pressure of 2,000 psf. These estimates should be confirmed when structural engineering plans are prepared and foundation load conditions are determined. Dynamic Potential liquefaction-induced settlement based on current estimates of peak ground accelerations during an earthquake was calculated to be approximately 0.32-inch total within the upper 14.5 feet (see Appendix E). Additional seismic settlement is possible below that depth. Based on our findings, it is our opinion that the total dynamic settlement will be less than 2-inches due to the very dense c,onditions encountered below depths of 10 feet. The underlying stratigraphy is fairly uniform below the planned development area; therefore, differential seismic settlement can be estimated as approximately one-half of the total estimated settlement, or approximately 1-inch across a span of about 30 feet (Martin and Lew, 1999). Seismically-induced settlements were estimated by using the procedure of Boulanger and Idriss (2010-16) and Tokimatsu and Seed (1987). These methods are based on empirical data from past seismic events that have been studied and are, therefore, approximate. 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. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 15 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: I I I I I Table 2, Site and Seismic Design Criteria For 2016 CBC Design I Recommended Parameters Values Site Class II D (Stiff Soil) Site Longitude (degrees) -117.91306 W Site Latitude (degrees) 33.611545 N Ss (g) 1.721 g Sl (g) 0.636 g SMs (g) 1.721 g SMl (g) 0.954 g SDs (g) I 1.148 g SDl (g) I 0.636 g Fa I 1.0 Fv 1.5 Seismic Design Category D I I Supporting documentation is also included in a previous section of this report, Site Classification for Seismic Design, and in Appendix F. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 16 Slab-On-Grade Construction Slabs should be designed in accordance with the 2016 CBC and the requirements of the City of Newport Beach. On-site materials were determined to be non-plastic. Concrete floor slabs should be at least 12-inches thick (actual). Slab reinforcement should be determined by the Structural Engineer; however, the minimum slab reinforcement should consist of No. 4 bars at 12-inches on- center in each direction placed at the top and bottom of the slab (or approved equivalent). These recommendations assume that the subsurface soils have first been 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 E1745 and E1643. Slab subgrade soils should be well moistened prior to placement of the vapor retarder. All subgrade materials should be geotechnically approved prior to placing the gravel for the slab underlayment. The above recommendations are provided for vapor transmission considerations but do not provide for waterproofing of the slab in the local marine environment. If flooding is a concern, additional underlayment measures may be appropriate and should be addressed by the Civil Engineer and/or Project Architect. Exterior flatwork elements should be a minimum 4.5-inches thick (actual) and reinforced with No. 4 bars 18-inches on center both ways. Subgrade soils should be well moistened prior to placing concrete. Structural Design of Retaining Walls 1. 2. 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 40 pounds per cubic foot. Restrained retaining walls should add an additional 6H pounds per cubic foot for at-rest loading, where H is the retained height of the soil. Other topographic and structural surcharges should be addressed by the Structural Engineer. Minor wall rotations should be anticipated for walls that are free to rotate at the top and considered in design of walls and adjacent improvements. Earthquake Loads on Retaining Walls The Structural Engineer should determine if there are retaining walls at the site within their purview that will be subject to design lateral loads due to earthquake events. Section 1803.5.12 of the 2016 CBC states that the geotechnical investigation shall include the R McCarthy Consulting, Inc. 23 Corporate Pla za, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 17 3. determination of dynamic seismic lateral earth pressures on foundation walls and retaining walls supporting more than 6 feet (1.83 m) of backfill height due to design earthquake ground motions. No walls are planned and, therefore, the site development is not subject to the design requirements of Section 1803.5.12. A seismic load of 30 pounds per cubic foot (inverted triangle) may be assumed for the existing sea wall. 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 5. 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. 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. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 ( October 22, 2019 6. Dampproofing and Waterproofing ( File No: 8361-00 Report No: R2-8361 Page No: 18 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. Seawall The following values may be used in the design of the seawall rehabilitation: 1. Active soils pressure above ground water level 2. Active soils pressure below ground water level 3. Active soils pressure submerged 4. Passive soils pressure submerged 5. Passive soils pressure wet 6. Soil seismic earth pressure 7. Friction coef 8. Phi angle = 40 pcf = 85 pcf = 22 pcf = 175 pcf (FS=l.5 included) = 220 pcf (FS=l.5 included) = 30 pcf = 0.3 = 28 deg If the mudline is about 8-10 feet below top of wall, a point of fixity of 5 feet may be assumed. Hardscape Design and Construction Hardscape improvements may utilize conventional foundations in compacted fill. Such improvements should be designed in accordance with the foundation recommendations presented above. Cracking and offsets at joints are possible; however, occurrence may be minimized by appropriate drainage and the use of thickened edge beams to limit moisture transfer below slabs. Concrete flatwork should be divided into as nearly square panels as possible. Joints should be provided at maximum 8-feet intervals to give articulation to the concrete panels (shorter spacing is recommended if needed to square the panels). Landscaping and planters adjacent to concrete flatwork should be designed in such a manner as to direct drainage away from concrete areas to approved outlets. Planters located adjacent to principal foundation elements should be sealed and drained; this is especially important if they are near retaining wall backfills. Flatwork elements should be a minimum 4.5-inches thick (actual) and reinforced with No. 4 bars 18-inches on center both ways. Subgrade soils should be well moistened prior to placement of concrete. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 ( October 22, 2019 Concrete Construction Components in Contact with Soil File No: 8361-00 Report No: R2-8361 Page No: 19 The on-site sandy soils have a low soluble sulfate content; however, due to shallow sea water levels in the area, a moderate exposure to sulfate can be expected for concrete placed in contact with on -site soils. Various components within the concrete may be subject to corrosion over time when exposed to soluble sulfates. To help mitigate corrosion, sulfate resistant cement should be used in concrete that may be in contact with on-site soils or ground source water. Attention to maximum water-cement ratio and the minimum compressive strength may also help mitigate 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 AC! 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. 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, R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 ( October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 20 dimensions, weights or gauges, fabrication processes, construction means or methods, coordination of the work with other trades or construction safety precautions, all of which are the sole responsibility of the Contractor. R McCarthy Consulting, Inc.'s review shall be conducted with reasonable promptness while allowing sufficient time in our judgment to permit adequate review. Review of a specific item shall not indicate that R McCarthy Consulting, Inc. has reviewed the entire system of which the item is a component. R McCarthy Consulting, Inc. shall not be responsible for any deviation from the Contract Documents not brought to our attention in writing by the Contractor. R McCarthy Consulting, Inc. shall not be required to review partial submissions or those for which submissions of correlated items have not been received. 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 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 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 21 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 Contract Documents or any applicable law, codes, rules or regulations. Construction-phase observations are beyond the scope of this investigation and budget and are conducted on a time and material basis. The responsibility for timely notification of the start of construction and ongoing geotechnically-involved phases of construction is that of the Owner and his Contractor. We request at least 48 hours' notice when such services are required. Geotechnical Observation/Testing Activities during Grading and Construction The Geotechnical Consultant should be notified to observe and test the following activities during grading and construction: • To observe proper removal of unsuitable materials; • To observe the bottom of removals for all excavations for the building pad grading, trenching, exterior site improvements, etc.; • To observe 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. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 October 22, 2019 LIMITATIONS File No: 8361-00 Report No: R2-8361 Page No: 22 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. Portions of the lot were covered by existing on-site improvements at the time of the investigation. Our investigation is, therefore, preliminary and should be supplemented by additional geotechnical evaluation of exposed conditions following demolition of these structures during subsequent grading. 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. 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: 10/22/19 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 ( r October 22, 2019 File No: 8361-00 Report No: R2-8361 Page No: 23 Accompanying Illustrations and Appendices Text Figure - Text Figure - Text Figure - Figure 1 - Figure 2 - Figure 3 - Appendix A - Appendix B - Appendix C - Appendix D - Appendix E - Appendix F - Preliminary Geologic Map of the 30' X 60' Santa Ana Quadrangle Fault Map, Newport Beach, CA CDMG Seismic Hazards Location Map Geotechnical Plot Plan Location Map Geologic Hazard Map References Field Exploration Figures B-1 through B-3 Laboratory Testing Figures C-1 through C-8 Standard Grading Guidelines Results of Liquefaction Analysis Figures E-1, E-2 Data Interpretations Seismicity Data R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 VIA __ _ -~tiDfNE EXPLANATION _J 1,-c P,W[~NI 22.5' 'jj'l]l~@'jj' 00@□ ®@oi Oilla[R,;1]□ ~@/~~o~@ ~ Estimated location of exploratory boring Af Artificial fill Qm Marine deposits Base map: Apex Land Surveying, Inc. POR. LOT 45 LOT 44 [X!SlltlG BUILDING [XISllNG BUILDING . " NEWPORT BAY '" TO '°" SLIP >OPCRT '" 4.38 TO • <0 TO ~-----------------J~ NEWPORT BAY 0 20 feet Figure 1: Geotechnical Plot Plan 732 Via Lido Nord Newport Beach, CA File: 8361-00 October 2019 R McCARTHY C□NSULTING,INC PA2019-230 Site -d 732 Via Lido Nor L,,t~• C.: 4 :o.l 417 Feet E No. 8361-00 FIL · OCTOBER 2019 of the the accuracy t assure . . · b en made O ch and its Discla:::~·nable effort h;~e ~ity of Newpoll ~~;~nsibility from or Every . d however, . y and a r data provide , ents disclaim_ a~ use. employees '°',;;',11, obtaloed m ,ts MAP relating to any 2 LOCATION FIGURE -PA2019-230 Site -'f<//✓.r///~2' 732 Via Lido Nord Liquefaction Hazard Zone NBGiS NEWPORT BEACH 0 FILE NO: 8361-00 0 417 Feet OCTOBER 2019 833 Disclaimer: Every reasonable effort has been made to assure the accuracy of the data provided, however, The City of Newport Beach and its employees and agents disclaim any and all responsibility from or relating to any results obtained in its use. FIGURE 2-GEOLOGIC HAZARDS MAP PA2019-230 APPENDIX A REFERENCES PA2019-230 APPENDIX A REFERENCES (732 Via Lido Nord) 1. Apex Land Surveying, Inc., 2019, "Topographic Map, 732 Via Lido Nord, Newport Beach, CA 92663," APN: 423-261-07, Scale: 1" = 8', February 13, Sheet 1 of 1. 2. American Society of Civil Engineers (ASCE), 2019, ASCE 7 Hazard Tool, https://asce7hazardtool.online/ 3. Barrows, A.G., 1974, "A Review of the Geology and Earthquake History of the Newport- Inglewood Structural Zone, Southern California," California Division of Mines and Geology, Special Report 114. 4. Building Seismic Safety Council, 2004, National Earthquake Hazards Reduction Program (NEHRP) Recommended Provisions for Seismic Regulations for New Buildings and Other Structures (FEMA 450), 2003 Edition, Part 2: Commentary, Washington, DC. 5. California Building Code, 2016 Edition. 6. California Division of Mines and Geology, 1998, "Seismic Hazards Zones Map, Newport Beach Quadrangle." 7. California Divisions of Mines and Geology, 2008, "Guidelines for Evaluating and Mitigating Seismic Hazards in California," Special Publication 117A. 8. City of Newport Beach, 2014, Community Development Department, Building Division, Building Code Policy, "Liquefaction Study Mitigation Measures," revised July 14. 9. Coast Geotechnical, Inc., 2017, "Geotechnical Engineering Investigation of Proposed New Residence at 720 Via Lido Nord, Newport Beach, California," W.O. 536317-01, August 10. 10. Coast Geotechnical, Inc., 2005, "Limited Geotechnical Engineering Investigation of Bulkhead Failure at 724 Via Lido Nord, Newport Beach, California, for Mr. and Mrs. Ron Soto, 724 Via Lido Nord, Newport Beach, CA 92660," W.O 286705, August 5. 11. Converse Consultants, 1986, "Geotechnical Exploration, Proposed Rutter Residence, 760 Via Lido Nord, Lido Isle, Newport Beach, California," Project No. 85-2454-01, January 22. 12. Department of the Navy, 1982, NAVFAC DM-7.1, Soil Mechanics, Design Manual 7.1, Naval Facilities Engineering Command. 13. E. Douglas Schwantes, Jr., 1984, "Geotechnical Investigation, Gil Wayne Residence, 700 Via Lido Nord, Newport Beach, California," Project No: 172-84, November 30. 14. Harrington Geotechnical Engineering, Inc., 2004, "Geotechnical Investigation for Proposed New Two-Story, Single-Family Residence at 708 Via Lido Nord, Lido Isle, Newport Beach, CA," Project No: 04-01-2298, March 1. 15. 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). R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach , CA 92660 PA2019-230 APPENDIX A REFERENCES (732 Via Lido Nord) 16. 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. 17. Kenneth G. Osborne & Associates, 1990, "Geotechnical Investigation, Proposed Two-Story Residence, 740 Via Lido Nord, Newport Beach, California," Job No. 5252, January 24. 18. Martin, G. R. and Lew, M., 1999, "Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California," Southern California Earthquake Center (SCEC), University of Southern California, 63 pages, March. 19. Morton and Miller, 1981, Geologic Map of Orange County, CDMG Bulletin 204. 20. Morton, P. K., Miller, R. V., and Evans, J. R., 1976, "Environmental Geology of Orange County, California, California Division of Mines and Geology," Open File Report 79-8 LA. 21. Morton, D. M., Bovard, Kelly H., and Alvarez, Rachel M., 2004, "Preliminary Digital Geological Map of the 30' X 60' Santa Ana Quadrangle, Southern California," Version 2.0, Open-File Report 99-172, Version 2.0 -2004. 22. Morton, Douglas M., and Miller, Fred K., Compilers, 2006, "Geologic Map of the San Bernardino and Santa Ana 30' X 60' Quadrangles, California," U. S. Geological Survey Open File Report 2006- 1217. 23. Petersen, M. D., Bryant, W. A., Cramer, C. H., Cao, T., Reichle, M. S., Frankel, A. D., Lienkaemper, J. J., McCrory, P. A., and Schwartz, D. P., 1996, "Probabilistic Seismic Hazard Assessment for the State of California," Department of Conservation, Division of Mines and Geology, DMG Open-File Report 96-08, USGS Open File Report 96-706. 24. Petra Geotechnical, Inc., 1999, "Geotechnical Investigation, Proposed Residence, 716 Via Lido Nord, Newport Beach, California," J.N. 240-99, July 28. 25. Schmertmann, Dr. John H., 1977, "Guidelines for CPT Performance and Design," prepared for the Federal Highway Administration, U. S. Department of Transportation, FHWA-TS-78-209, February. 26. Seed, Bolton H. and Idriss, I. M., 1974, "A Simplified Procedure for Evaluating Soil Liquefaction Potential," Journal of Soil Mechanics, ASCE, Vol. 97, No. SM9, September, pp. 1249-1273. 27. Strata-Tech, Inc., 1994, "Preliminary Geotechnical Investigation for Proposed Residential Development at 744 Via Lido Nord, Lido Isle, Newport Beach, California," W.O. 75494, October 11 . 28. Strata-Tech, Inc., 1994, "Preliminary Geotechnical Investigation for Proposed Residential Development at 704 Via Lido Nord, Lido Isle, Newport Beach, California," W.O. 73694, June 27. 29. Structural Engineers Association of California (SEAOC), 2019, OSHPD Seismic Design Maps, https://seismicmaps.org/ R McCarthy Consulting, Inc. 23 Corporate Plaza, Su ite 150, Newport Beach, CA 92660 PA2019-230 ( APPENDIX A REFERENCES (732 Via Lido Nord) 30. 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. 31. Terzaghi, Karl, Peck, Ralph B., and Mesri, Ghoamreza, 1996, "Soil Mechanics in Engineering Practice, Third Edition," John Wiley & Sons, Inc. 32. 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. 33. 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. 34. 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. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 APPENDIX B FIELD EXPLORATION PA2019-230 General APPENDIX B FIELD EXPLORATION (732 Via Lido Nord) Two borings were excavated at the subject site. One boring was excavated at the site on September 10, 2019, with Pacific Drilling Company using their tri-pod mounted rig with a 6-inch solid-stem auger. Boring B-1 was drilled to a depth of 14.5 feet. The second boring, HA-1, was drilled to a depth of 9 feet on September 25, 2019 with a hand auger. 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. Boring Logs are included as Figures B-2 and B-3. Excavation of the borings was observed by our field engineers who logged the soils and obtained samples for identification and laboratory testing. Exploratory excavation for the current investigation were located in the field by pacing from known landmarks. Their locations as shown are, therefore, within the accuracy of such measurements. Elevations were determined by interpolation between points on the Apex Land Surveying, Inc., Topographic Map, Reference 1. Sample Program 1. Drill Rig -Standard Penetration Tests (SPT) may be 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. Hand Augers -Relatively undisturbed drive samples were obtained by utilizing a sampler lined on the inside with brass rings, each 1-inch long and 2.5-inches outside diameter. The sample is typically driven for a total length of about 6-inches. The number of blows per 6-inches of driving are recorded on the boring logs. The slide hammer used to drive the samples has a weight of 10.3 pounds with effort. The slide hammer drop height was 18-inches. The hammer weight alone was not sufficient to drive the sample; additional energy was applied by the drilling operator by thrust force on the hammer from the topmost position. The brass rings were removed from the sampler and transferred into a 3. Bulk samples representative of subsurface conditions were collected from the excavations and sealed in plastic bags. Summary The soils were classified based on field observations and laboratory tests. The classification is in accordance with ASTM D2487 (the Unified Soil Classification System). Collected samples were transported to the laboratory for testing. Groundwater was encountered in the borings at depths of about 7.5 to 8 feet in September 2019. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach , CA 92660 PA2019-230 UNIFIED SOIL CLASSIFICATION CHART MAJOR DIVISIONS GROUP SYMBOL TYPICAL NAMES SYMBOLS '-) -. -Well graded gra ve ls and gra ve l-sand mi xt ure s, little or GW <l• .. : ·-~: GRAVELS: CLEAN .•.a·· no fin es 50% or more of GRAVELS GP §:);?; C Poorl y graded gra ve ls and gra ve l-sand mixtures, little or no fin es coarse fraction .ti ~ COARSE-GRAINED SOILS: retained GRAVEL GM Silty grave ls, gra ve l-sand-silt mixtures WITH ~h more than 50% retained on on No. 4 sieve FINES GC Clay ey gra vel s, gravel-sand-cla y mi xt ures No. 200 sieve (based on the .. . . . material passing the 3-inch SW . ·.· Well grad ed sand s and gravell y sand, littl e or no fin es CLEAN .. . . SANDS: ... [75mm] sieve) SAND S :\:'_:'\:.':: Poorly graded sand s and gra ve lly sand s, little or no more than 50% of SP fin es coarse fraction 'J .f'•. SAND S SM . . .... Sil ty sa nd s, sand-silt mi xtures passes No. 4 sieve WITH ' .... 11// FINES SC · .. · . .':-; Cla yey sand s, sand-clay mixtures ML 11 In organic silts, very fin e sand s, rock flour, silty or cla yey fi ne sand s SILTS AND CLAYS: CL 11/// In organic clay s of low to medium pla sticity, gra ve lly Liquid Limit 50% or less clays , sandy clays, silty cla ys, lean clays FINE-GRAINED SOILS: OL ti· .. Organic si lts and organic silty clay s of low pla sticity ... 50% or more passes MH 1111 11 Inorganic silts, micace ous or diatoma ceous fine sand s No. 200 sieve * SILTS AND CLAYS: or silts, ela stic clay s Liquid Limit greater CH ~ Inorganic clay s of high pla st ici ty, fat clay s than 50% OH t i··· Organic clays of medium to high plasticity .... ' HIGHLY ORGANIC SOI LS PT ----Peat, mu ck, and other highly organic soil s KEY TO LOGS NOTATION SAMPLER TYPE SYMBOL C Core barrel □ Modified California Sampler (3" O.D.) CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch □ inside diameter Modified California Sampler, no recovery D&M Dames & Moore piston sampler using [D Standard Penetration Test, ASTM D 1586 2.5 -inch outside diameter, thin-walled tube [D Osterberg piston sampler using 3.0-inch Standard Penetration Test, no recovery 0 outside diameter, thin-walled Shelby tube ~ Thin-walled tube sample using Pitcher barrel PTB Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube [II]] Thin-walled tube sample, pushed or used Osterberg sampler S&H Sprague & Henwood split-barrel sampler ~ with a 3.0-inch outside diameter and a Disaggregated (bulk) sample 2.43-inch inside diameter I Water level SPT Standard Penetration Test (SPT) - split-barrel sampler with a 2.0-inch outside diameter and a 1.5-inch inside diameter ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure Figure B-1: NR No Recovery Unified Soil Classification Fl McCARTHY Chart/ Key To Logs =: C ONSULTIN G , I NC PA2019-230 SITE LOCATION: 732 Via Lido Nord EQUIPMENT: Pacific Drilling Tri-pod DATE: 9/10/2019 SURFACE ELEVATION: 12.5' +/-BY: RJM ,......_ IL L1J u ...J a.. BORING NO: B-1 a.. ,......_ -----I-:a ::R ~ 0 z <( L1J -----::, (/) ...J L1J a.. (/) 0 L1J :a 0::: z Entry courtyard SE side u u <( ::, L1J ::c s :5 (/) t,; 0 ::c ti: (/) ti: u 0 a.. l9 ,_, ~ I 0 MATERIAL DESCRIPTION L1J (/) ...J z ~ NOTES L1J 0 ::, co ,_, :a 0 0 0 0 Concrete: 4-inch PCC over 6-inches clean sand Maximum Density Marine Deposits (Qm): Yellow-brown SAND with some (109 pcf@ 8.5%) GRAVEL; shell fragments, moist, medium dense Corrosivity Tests Direct Shear (C=150, Phi=28) SP/ 4 @ 3': Tan/orange-brown SAND with shells; slightly moist, SW 8 3.7 Sieve 4 medium dense 4 8 (#200=1.8%) SP 5 8 5.9 @ 5': Tan/orange-brown SAND with shells; slightly moist, Sieve 8 medium dense (#200=2.0%) SP/ 7 @ 7': Medium brown SAND; moist, medium dense, micaceous SW 8 19.6 Sieve 8 6 @ 7.5': Gray-brown SAND with SILT; moist to very moist, (#200=3.4%) 8 medium dense, micaceous SP/ 3 Sieve SM 19 25 @ 9': Blue-gray Silty SAND; very moist to wet, dense, (#200=6.3%) decaying roots SP 9 @ 11': Blue-gray SAND/Silty SAND; very moist, dense, 18 25.2 Sieve 12 21 micaceous, some sulfur odor (#200=4.1%) 12 SP/ 17 @ 13': Gray Silty SAND/SAND; very moist, dense to very SM 35 Sieve 35 dense, micaceous (#200=6.6%) Total Depth: 14.5 Feet 16 Water at ~ 7.5 - 8 Feet 16 No Significant Caving 20 20 FILE NO: 8361-00 LOG OF BORING FIGURE B-2 R MCCARTHY CONSUL TING, INC. PA2019-230 SITE LOCATION: 732 Via Lido Nord EQUIPMENT: Hand-Auger DATE: 9/25/2019 SURFACE ELEVATION: 12' +/-BY: SPC ,......_ LL. UJ u ...J a. a. ,......_ -BORING NO: HA-1 I-::E ::R ~ 0 z <( UJ -::::, l/) ...J UJ a. l/) I 0 UJ ::E er::: z u u <( ::::, UJ J: ~ ti 0 J: Ii: l/) $ l/) Ii: u 0 a. l9 ...... ~ I 0 UJ l/) ...J z <( MATERIAL DESCRIPTION NOTES UJ 0 ::::, ca ...... ca ::E 0 0 -0 0 - SP @0-1' ARTIFICIAL FILLL Residual Planter Soil (Af}: Gray- ---------------------- - - - - - - --------------brown, _slightly Silty SAND;_ moist, loose----------------------------------- ... -@1' MARINE DEPOSITS (Om):Yellowish-brown slightly Silty --13/6" 5.3 104 SAND with abundant shell fragments; moist, medium dense ... --- ... 4 -SP/ -4 - SM 14/6" 4.0 106 ... --- ... --- ... ---17/6" X 17.5 -... 8 -X -8 - 26.7 @8' Gray slightly Silty SAND; wet, dense --- --Total Depth: 9 Feet --Groundwater at 8 feet - -Caving at 8.5 feet -- -12 -... 12 - ... --- ... --- ... -- - ,.. 16 --16 - ... --- ---- ---- -20 --20 - FILE NO: 8361-00 LOG OF BORING FIGURE B-3 R MCCARTHY CONSUL TING, INC. PA2019-230 APPENDIX C LABORATORY TESTING PA2019-230 ( APPENDIX C LABORATORY TESTING (732 Via Lido Nord) 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 NMG Geotechnical, Inc. and HDR, Inc. Soils were classified visually and per the results of laboratory testing according to ASTM D2487, the Unified Soil Classification System (USCS). 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. The field moisture contents of the soils encountered were determined on select samples by performing laboratory tests on the collected samples. Dry density determinations were made according to ASTM D2487. The results of the moisture tests, density determinations and soil classifications are shown on the Boring Logs. 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) Test Soil Maximum Optimum Moisture Location Classification Dry Density (pcf) Content(%) B-1 @ 0-5' SP 109.0 8.5 Direct Shear Direct shear tests were performed on selected remolded samples which were saturated under a surcharge equal to the applied normal force during testing. Samples were remolded to dry densities at moisture contents indicative of design conditions. 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 0.05-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-2. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 Gradation ( APPENDIX C LABORATORY TESTING (732 Via Lido Nord) Particle size analysis consisting of mechanical sieve analysis were performed on representative samples of the on-site soils in accordance with ASTM D 1140 and C-136. The test results are presented on Figures C-3 through C-8. The percentage of particles passing the No. 200 (75µm) sieve are tabulated below: Location Classification % Fines (Passing #200) B-1@ 3' SP 1.8 B-1@ 5' SP 2.0 B-1@ 7' SP 3.4 B-1@ 9' SP-SM 6.3 B-1@ 11' SP 4.1 B-1@ 13' SP-SM 6.6 Sulfate Test Sulfate test results indicated negligible soluble sulfates as shown below: Soluble Sulfates Test Soil (mg/kg) Location Classification ASTM D4327 Sulfate Exposure B-1@ 0-5' SP 15 Low Corrosivity Testing A series of corrosivity tests were performed on the sample B-1 @ 0-5 feet. The test results are as follows: Soluble Sulfates Soluble Min. Resistivity Test Soil (mg/kg) Chlorides (mg/kg) (ohm-cm) Location Classification pH ASTM D4327 ASTM D4327 ASTM G187 B-1 @ 0-5' SP 8.3 15 7.3 18,800 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 ( ~--------------------------------------, 140 .0 135.0 ---- 130.0 ---- 125.0 ---- ......... ti 120 .0 ---- 0.. .c 'vi C Q) 0 ~ 0 115.0 ---- 110.0 ---- 105.0 ---- 100.0 ---- 95.0 ---- 90.0 0 5 Sample Identification Sample Description Maximum Dry Density (pcf) Optimum Moisture Content(%) 10 15 20 25 30 Moisture Content(%) B-1@ 0-5' Brown Slightly Silty SAND 109.0 8.5 R McCARTHY MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT DETERMINATION == C ONSULTING, INC File No.: 8361-00 Date: October -2019 Figure: C-1 PA2019-230 i;:'" t/) C. -t/) t/) Cl) I,. -Cl) C) s:::: ·.:::: c,s Cl) .s:::: Cl) 6000 5000 4000 3000 2000 ~ ~ ~-------- -------- 1000 ~ _/ ~ ---- 0 ~----~ ...... ---- ----- 0 1000 Sample Identification Rate of Shear 0.05 Characteristics ---- 2000 3000 Normal Stress (psf) in/min Sample Type 4000 B-1@ 0-5 ' Shear Strength 5000 Remolded Angle of Friction - Angle of Friction -Dry Density (pcf) 98.1 degrees 28.0 28.0 (Ultimate) degrees (Peak) Moisture Content 24.9 Cohesion -psf 0 Cohesion -psf 150 (%) (Ultimate) (Peak) R McCARTHY DIRECT SHEAR TEST == C □NSULTING,INC File No.: 8361 -00 Date: October -2019 Figure No .: 6000 C-2 PA2019-230 w SAND ..J GRAVEL SILT CLAY "' I "' 0 Coarse Medium Fine u PARTICLE SIZE (INCHES OR SIEVE NO.) 100 3" 11/2" 3/4" 3/8" 4 10 20 40 60 100 200 90 -~ ... ~ 80 !' 1 (!) 70 \ z \ CJ) CJ) 60 <( , a. I-50 \ z \ w (.) 40 : ~ w ' a. \ 30 \ 20 ' 10 \ ~ loo,~ 0 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE (MILLILMETERS) SAMPLE IDENTIFICATION PASSING SOIL DESCRIPTION Cu Cc NO. 200 uses LOCATION DEPTH (FT) (%) B-1 3' Tan-Orange-Brown SAND w/shells 2.5 1.0 1.8 SW-SP R McCARTHY PARTICLE SIZE ANALYSIS COMPARISON -CONSULTING, INC File No.: 8361-00 Date: October 2019 Figure No.: C-3 PA2019-230 w SAND ...I GRAVEL SILT CLAY "' Coarse I l "' 0 Medium Fine u PARTICLE SIZE (INCHES OR SIEVE NO.) 100 3" 11/2" 3/4" 3/8" 4 10 20 40 60 100 200 ---: ~t-,. 90 ~ 'N : 80 (!) 70 \ z :\ en en 60 ct i a. \ I-50 z l w \ 0 40 0::: ~ w ' a. 30 20 \ \i 10 ~ ...... : 0 ~ 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE (MILLILMETERS) SAMPLE IDENTIFICATION PASSING SOIL DESCRIPTION Cu Cc NO. 200 uses LOCATION DEPTH (FT) (%) B-1 5' Tan-Orange-Brown SAND w/shells 2.1 0.9 2.0 SP R McCARTHY PARTICLE SIZE ANALYSIS COMPARISON -CONSULTING, INC File No.: 8361-00 Date: October 2019 Figure No.: C-4 PA2019-230 w SAND .., GRAVEL "' Coarse I I SILT CLAY "' 0 Medium Fine u PARTICLE SIZE (INCHES OR SIEVE NO.) 100 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200 "'i-,.. ,! 90 \: , 80 !\ i\ (!) 70 z \! -en en 60 \ <( a. I-50 z I' w (.) 40 ~ w ' ' ' a. \ 30 \ 20 \ 10 " ~~ l 0 ~ 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE (MILLILMETERS) SAMPLE IDENTIFICATION PASSING SOIL DESCRIPTION Cu Cc NO. 200 uses LOCATION DEPTH (Fr) (%) 8-1 7' Brown SAND 2.3 1.1 3.4 SP-SW R McCARTHY PARTICLE SIZE ANALYSIS COMPARISON -CONSULTING, INC File No.: 8361-00 Date: October 2019 Figure No.: C-5 PA2019-230 w SAND -' GRAVEL SILT Ill Coarse I I CLAY Ill 0 Medium Fine V PARTICLE SIZE (INCHES OR SIEVE NO.) 100 3" 11/2" 3/4" 3/8" 4 10 20 40 60 100 200 -........... ~~ 90 : ' ~ \ "i 80 ,, (!) 70 !\ z j\ Cl) Cl) 60 : : : \ < a. I-50 : i \ : z : w (.) 0::: 40 w \ a. 30 \ 20 j\ 10 l'I.: 0 i 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE (MILLILMETERS) SAMPLE IDENTIFICATION PASSING SOIL DESCRIPTION Cu Cc NO. 200 uses LOCATION DEPTH (FT) (%) B-1 9' Gray Silty SAND 3.0 1.1 6.3 SP-SM R McCARTHY PARTICLE SIZE ANALYSIS COMPARISON -CONSULTING, INC File No.: 8361-00 Date: October 2019 Figure No.: C-6 PA2019-230 w SAND .., GRAVEL SILT CLAY ID Coarse I I ID 0 Medium Fine u PARTICLE SIZE (INCHES OR SIEVE NO.) 100 3" 11/2" 3/4" 3/8" 4 10 20 40 60 100 200 -.. ,, .... ~ t..... N 90 \ 80 (!) 70 \ z \ -en en 60 : .\ <( a. I-50 ' z i i i : w i ! (.) 40 0:: \ w ' a. 30 \i 20 : \ 10 ""' ~~ 0 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE (MILLILMETERS) SAMPLE IDENTIFICATION PASSING SOIL DESCRIPTION Cu Cc NO. 200 uses LOCATION DEPTH (FT) (%) B-1 11' Gray SAND with silt 2.0 1.2 4.1 SP R McCARTHY PARTICLE SIZE ANALYSIS COMPARISON -CONSULTING, INC File No.: 8361-00 Date: October 2019 Figure No.: C-7 PA2019-230 w SAND ..I GRAVEL SILT CLAY ID I ID 0 Coarse Medium Fine u PARTICLE SIZE (INCHES OR SIEVE NO.) 100 3" 11/2" 3/4" 3/8" 4 10 20 40 60 100 200 ~"" N 90 80 \ ' (!) 70 \ : z \ en 60 en : i \ <( a. i i I-50 z i i ' w (.) 40 : : 0:: w ' \ a. 30 \j : 20 ~ 10 "'"i 0 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE (MILLILMETERS) SAMPLE IDENTIFICATION PASSING SOIL DESCRIPTION Cu Cc NO. 200 uses LOCATION DEPTH (FT) (%) B-1 13' Gray Silty SAND 2.6 1.3 6.6 SP-SM R McCARTHY PARTICLE SIZE ANALYSIS COMPARISON -CONSULTING, INC File No.: 8361-00 Date: October 2019 Figure No.: C-8 PA2019-230 DATE: ATTENTION: TO: SUBJECT: COMMENTS: TRANSMITTAL LETTER September 23, 2019 Rob McCarthy R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 Laboratory Test Data 8361-00-732 Via Lido Nord Your #8361-00, HOR Lab #19-0640LAB Enclosed are the results for the subject project. James T. Keegan, MD Corrosion and Lab Services Section Manager 431 West Baseline Road· Claremont, CA 91711 Phone: 909.962.5485 · Fax: 909.626.3316 PA2019-230 Sample ID Resistivity as-received saturated pH Electrical Conductivity Chemical Analyses Cations calcium Ca 2+ magnesium Mg2+ sodium Na 1+ potassium K1+ Anions carbonate C032- Table 1 -Laboratory Tests on Soil Samples Units R McCarthy Consulting, Inc. 8361-00-732 Via Lido Nord Your#8361-00, HDR Lab #19-0640LAB 23-Sep-19 ohm-cm 60,000 ohm-cm 18,800 8.3 mS/cm 0.05 mg/kg 9.4 mg/kg 2.2 mg/kg 33 mg/kg 5.9 mg/kg 12 bicarbonate HC03 1 · mg/kg 43 fluoride F1-mg/kg 2.6 chloride c1 1-mg/kg 7.3 sulfate so/-mg/kg 15 phosphate PO/-mg/kg ND Other Tests ammonium NH41+ mg/kg ND nitrate N031-mg/kg 4.9 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 43 l West Baseline Road· Claremont, CA 9171 l Phone: 909 .962.5485 · Fax: 909 .626.3316 Page 2 of 2 PA2019-230 APPENDIX D STANDARD GRADING GUIDELINES PA2019-230 GENERAL APPENDIX D STANDARD GRADING GUIDELINES (732 Via Lido Nord) These Guidelines present the usual and minimum requirements for grading operations observed by R McCarthy Consulting, Inc., or its designated representative. No deviation from these guidelines will be allowed, except where specifically superseded in the geotechnical report signed by a registered geotechnical engineer. The placement, spreading, mixing, watering, and compaction of the fills in strict accordance with these guidelines shall be the sole responsibility of the Contractor. The construction, excavation, and placement of fill shall be under the direct observation of the Geotechnical Engineer or any person or persons employed by the licensed Geotechnical Engineer signing the soils report. If unsatisfactory soil-related conditions exist, the Geotechnical Engineer shall have the authority to reject the compacted fill ground and, if necessary, excavation equipment will be shut down to permit completion of compaction. Conformance with these specifications will be discussed in the final report issued by the Geotechnical Engineer. SITE PREPARATION All brush, vegetation and other deleterious material such as rubbish shall be collected, piled and removed from the site prior to placing fill, leaving the site clear and free from objectionable material. Soil, alluvium, or rock materials determined by the Geotechnical Engineer as being unsuitable for placement in compacted fills shall be removed from the site. Any material incorporated as part of a compacted fill must be approved by the Geotechnical Engineer. The surface shall then be plowed or scarified to a minimum depth of 6-inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment used. After the area to receive fill has been cleared and scarified, it shall be disced or bladed by the Contractor until it is uniform and free from large clods, brought to the proper moisture content and compacted to minimum requirements. If the scarified zone is greater than 12- inches in depth, the excess shall be removed and placed in lifts restricted to 6-inches. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines or others not located prior to grading are to be removed or treated in a manner prescribed by the Geotechnical Engineer. MATERIALS Materials for compacted fill shall consist of materials previously approved by the Geotechnical Engineer. Fill materials may be excavated from the cut area or imported from other approved sources, and soils from one or more sources may be blended. Fill soils shall be free from organic (vegetation) materials and other unsuitable substances. Normally, the material shall contain no rocks or hard lumps greater than 6-inches in size and shall contain at least 50 percent of material smaller than 1/4-inch in size. Materials greater than 4-inches in size shall be R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 APPENDIX D STANDARD GRADING GUIDELINES (732 Via Lido Nord) placed so that they are completely surrounded by compacted fines; no nesting of rocks shall be permitted. No material of a perishable, spongy, or otherwise of an unsuitable nature shall be used in the fill soils. Representative samples of materials to be utilized, as compacted fill shall be analyzed in the laboratory by the Geotechnical Engineer to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material shall be conducted by the Geotechnical Engineer in a timely manner. PLACING, SPREADING, AND COMPACTING FILL MATERIAL Soil materials shall be uniformly and evenly processed, spread, watered, and compacted in thin lifts not to exceed 6-inches in thickness. Achievement of a uniformly dense and uniformly moisture conditioned compacted soil layer should be the objective of the equipment operators performing the work for the Owner and Contractor. When the moisture content of the fill material is below that specified by the Geotechnical Engineer, water shall be added by the Contractor until the moisture content is near optimum as specified. Moisture levels should generally be at optimum moisture content or greater. When the moisture content of the fill material is above that specified by the Geotechnical Engineer, the fill material shall be aerated by the Contractor by blading, mixing, or other satisfactory methods until the moisture content is near the specified level. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to 90 percent of the maximum laboratory density in compliance with ASTM D1557 (five layers). Compaction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compacting equipment. Equipment shall be of such design that it will be able to compact the fill to the specified density. Compaction shall be continuous over the entire area and the equipment shall make sufficient passes to obtain the desired density uniformly. A minimum relative compaction of 90 percent out to the finished slope face of all fill slopes will be required. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 2 to 5 feet in elevation gain or by overbuilding and cutting back to the compacted inner core, or by any other procedure, which produces the required compaction. GRADING OBSERVATIONS The Geotechnical Engineer shall observe the fill placement during the course of the grading process and will prepare a written report upon completion of grading. The compaction report shall make a statement as to compliance with these guidelines. R McCarthy Consult ing, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 APPENDIX D STANDARD GRADING GUIDELINES (732 Via Lido Nord) As a minimum, one density test shall be required for each 2 vertical feet of fill placed, or 1 for each 1,000 cubic yards of fill, whichever requires the greater number of tests; however, testing should not be limited based on these guidelines and more testing is generally preferable. Processed ground to receive fill, including removal areas such as canyon or swale cleanouts, must be observed by the Geotechnical Engineer and/or Engineering Geologist prior to fill placement. The Contractor shall notify the Geotechnical Engineer when these areas are ready for observation. UTILITY LINE BACKFILL Utility line backfill beneath and adjacent to structures; beneath pavements; adjacent and parallel to the toe of a slope; and in sloping surfaces steeper than 10 horizontal to 1 vertical (10: 1), shall be compacted and tested in accordance with the criteria given in the text of this report. Alternately, relatively self-compacting material may be used. The material specification and method of placement shall be recommended and observed by the Soil Engineer, and approved by the Geotechnical Engineer and Building Official before use and prior to backfilling. Utility line backfill in areas other than those stated above are generally subject to similar compaction standards and will require approval by the Soil Engineer. The final utility line backfill report from the Project Soil Engineer shall include an approval statement that the backfill is suitable for the intended use. PROTECTION OF WORK During the grading process and prior to the complete construction of permanent drainage controls, it shall be the responsibility of the Contractor to provide good drainage and prevent ponding of water and damage to adjoining properties or to finished work on the site. After the Geotechnical Engineer has finished observations of the completed grading, no further · excavations and/or filling shall be performed without the approval of the Geotechnical Engineer. R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 PA2019-230 APPENDIX E RESULTS OF LIQUEFACTION ANALYSES PA2019-230 Table E-1 Results of Liquefaction Analyses Summary 732 via Lido Nord Figure E-1/E-2 Condition Proposed Boring# B-1 Sma x (inches) 0.32 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 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 PA2019-230 R J l; ~ ~ ;l uses ~ol(~ DR(%) 0 40 80 0 40 80 0 5 ~ .r::. a. (I) 0 10 ._,;c-·,1:-rrtt··:;,1, Sf'!-SM ;><,J:.}J;.L/r t/::/::\·t-:'.·::~:.r:f_:_:_~/ ~\itt~0tl)~ ··.:•-':2Tn~rt SP-SM ·-11-ll· 1/ .. :;:;_'.;:I SP [II]] SP-SM OCRGo 2 4 ~IC~ 0 0.5 0 FS Ymox (%}Pd 0 2 4 D E:v (%)Pd 0 0.5 1 1.5 0 ES, (in)Pd 0.1 0.2 0.3 Bottom offooting Earthquake & Groundwater Information: Magnitude= 7.1 Max. Acceleration= 0.75 g Project GW = 7 ft Maximum Settlement = 0.32 in Settlement at Bottom of Footing = 0.32 in Liquefaction: Boulanger & Idriss (2010-16) Settl.; (dry] Pradel (1998); (sat] Tokimatsu & Seed (1987) Lateral spreading: Idriss & Boulanger (2008) M correction: crv correction: Idriss & Boulanger (2008) Stress reduction; Blake (1996) I I Seismic Settlement Potential -SPT Data I ~II\. A,--,,_ H IVIC~ARTHY Project: Moore CONSULTING, INC Location: 732 via Lido Nord Job Number: 8361-00 I Boring No.: B-1 Enclosure: E-1 iJ~-~-----------------------------------L---------L--------..1..--------.L..--------.l...--------'--------....I GeoSuite~ Version 2.4.0.16. Developed by Fred Yi. PhD, PE, GE CopyrightC 2002 -2019 GeoAdvancedrn. All rights reserved _Commercial Copy Prepared at 10/21/2019 3:31 :24 PM PA2019-230 g .r::. 0.. Q) 0 5 10 uses 0 ~~:. -<~<=: -~:= .. ~r~-=:_;~:_)=::f: =·· . _..:..\.":!:-.:::;.~:~::l: .. -:::,: ":I .. :_l'i"r tf'1·,:·,1· SP-SM <·_.-,:/J·LA:L.+ -~::·.:.-.:-;/ti:_:_\~i?\·-~) /:i:t,t si=>·:,t·.,} t!f nf"it SP-SM ti H .J!.:.ol~ 40 80 1/:::,~:;,_.:;~·I SP ITIIJ SP-SM l"'"°""'\ ii\. ~ ,.._ H IVICL..;ARTHY CONSULTING, INC GeoSuiteQ Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE 0 Dn (%) 40 80 Pro~ctGW Project: Location: Job Number: 0 OCRGo 2 4 0 ~IC~ FS 0.5 0 of Footing Borin!:I GW Earthquake & Groundwater Information: Magnitude= 7.1 Max. Acceleration= 0.75 g Project GW = 7 ft Maximum Settlement= 0.32 in Settlement at Bottom of Footing = 0.32 in Liquefaction: Boulanger & Idriss (2010-16) Settl.: [dry) Pradel (1998); [sat) Tokirnatsu & Seed (1987) Lateral spreading: Idriss & Boulanger (2008) M correction: av correction: Idriss & Boulanger (2008) Stress reduction: Blake (1996) Liquefaction Potential -SPT Data Moore 732 via Lido Nord 8361-00 Boring No.: B-1 Enclosure: E-2 Copyright(0 2002. 2019 GeoAdvancednl, All rights reserved _Commercial Copy Prepared at 10/21/2019 3:31:24 PM .......... PA2019-230 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Sett/.: {dry} Pradel (1998); [sat] Tokimatsu Seed (1987) Z b {ft) Z m (ft) y (pcj) N60 FC(%) CC(%) uses tp (OJ C' (tsj) a v0 (tsj) a v0 '(tsj) CN C, (N,ho 0.50 0.25 100.0 19.9 1.8 0.0 17 38.9 0.0 0.01 0.01 1.7 1.0 33.8 1.00 0.75 100.0 19.9 1.8 0.0 17 38.9 0.0 0.04 0.04 1.7 1.0 33.8 1.50 1.25 100.0 19.9 1.8 0.0 17 38.9 0.0 0.06 0.06 1.7 1.0 33.8 2.00 1.75 100.0 19.9 1.8 0.0 17 38.9 0.0 0.09 0.09 1.7 1.0 33.8 2.50 2.25 100.0 19.9 1.8 0.0 17 38.9 0.0 0.11 0.11 1.7 1.0 33.8 3.00 2.75 100.0 19.9 1.8 0.0 17 38.9 0.0 0.14 0.14 1.7 1.0 33.8 3.50 3.25 100.0 19.9 1.8 0.0 17 38.9 0.0 0.16 0.16 1.7 1.0 33.8 4.00 3.75 100.0 12.7 2.0 0.0 17 35.3 0.0 0.19 0.19 1.7 1.0 21.6 4.50 4.25 100.0 12.7 2.0 0.0 17 35.3 0.0 0.21 0.21 1.7 1.0 21.6 5.00 4.75 100.0 12.7 2.0 0.0 17 35.3 0.0 0.24 0.24 1.7 1.0 21.6 5.50 5.25 100.0 12.7 2.0 0.0 17 35.3 0.0 0.26 0.26 1.7 1.0 21.6 6.00 5.75 100.0 12.7 3.4 0.0 17 35.3 0.0 0.29 0.29 1.7 1.0 21.6 6.50 6.25 100.0 12.7 3.4 0.0 17 35.3 0.0 0.31 0.31 1.7 1.0 21.5 7.50 7.25 100.0 11.3 3.4 0.0 17 34.2 0.0 0.36 0.35 1.6 1.0 18.5 8.00 7.75 100.0 11.5 3.4 0.0 17 34.3 0.0 0.39 0.36 1.6 1.0 18.6 8.50 8.25 100.0 11.6 3.4 0.0 17 34.3 0.0 0.41 0.37 1.6 1.0 18.6 9.00 8.75 100.0 37.1 6.3 0.0 14 40.5 0.0 0.44 0.38 1.3 1.0 48.4 9.50 9.25 100.0 37.5 6.3 0.0 14 40.5 0.0 0.46 0.39 1.3 1.0 48.8 10.00 9.75 100.0 38.0 6.3 0.0 14 40.5 0.0 0.49 0.40 1.3 1.0 49.0 10.50 10.25 100.0 34.1 4.1 0.0 17 40.5 0.0 0.51 0.41 1.3 1.0 44.1 11.00 10.75 100.0 34.4 4.1 0.0 17 40.5 0.0 0.54 0.42 1.3 1.0 44.2 11.50 11.25 100.0 34.7 4.1 0.0 17 40.5 0.0 0.56 0.43 1.3 1.0 44.4 12.00 11.75 100.0 35.0 4.1 0.0 17 40.5 0.0 0.59 0.44 1.3 1.0 44.5 12.50 12.25 100.0 35.3 4.1 0.0 17 40.5 0.0 0.61 0.45 1.3 1.0 44.6 13.00 12.75 100.0 63.9 6.6 0.0 14 40.5 0.0 0.64 0.46 1.2 1.0 79.7 13.50 13.25 100.0 64.4 6.6 0.0 14 40.5 0.0 0.66 0.47 1.2 1.0 79.8 14.00 13.75 100.0 64.8 6.6 0.0 14 40.5 0.0 0.69 0.48 1.2 1.0 80.0 14.50 14.25 100.0 65.3 6.6 0.0 14 40.5 0.0 0.71 0.49 1.2 1.0 80.1 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy Lateral spreading: Idriss Boulanger (2008) M correction: (N 1) 60cs DR(%) v_,(mls) V, (/tis) G0(kPa) 33.8 80.6 245.4 805.2 96,477.6 33.8 80.6 244.0 800.6 95,374.9 33.8 80.6 242.7 796.1 94,320.9 33.8 80.6 241.4 791.9 93,312.1 33.8 80.6 240.1 787.7 92,345.0 33.8 80.6 238.9 783.8 91,416.9 33.8 80.6 237.7 779.9 90,525.0 21.6 64.5 219.6 720.6 77,272.6 21.6 64.5 218.6 717.3 76,560.3 21.6 64.5 217.6 714.0 75,873.6 21.6 64.5 216.7 710.9 75,211.0 21.6 64.5 215.8 707.9 74,570.8 21.5 64.2 214.9 704.9 73,952.0 18.5 59.6 209.1 686.1 70,061.2 18.6 59.8 209.4 687.0 70,242.8 18.6 59.9 210.1 689.3 70,700.9 48.5 96.6 257.0 843.1 105,776.4 48.8 96.9 258.7 848.8 107,217.3 49.1 97.1 260.2 853.8 108,477.0 44.1 92.1 255.5 838.3 104,571.1 44.2 92.2 256.8 842.5 105,636.0 44.4 92.4 258.0 846.6 106,664.7 44.5 92.5 259.2 850.6 107,659.7 44.6 92.6 260.4 854.3 108,623.0 79.7 100.0 291.1 955.0 135,716.1 79.9 100.0 292.5 959.7 137,066.2 80.0 100.0 293.9 964.3 138,384.6 80.1 100.0 295.3 968.8 139,672.8 Prepared at 10/21/2019 3:31:24 PM PA2019-230 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Z b (ft) z,,, (ft) G 0(tsj) <JP' (tsj) OCR Go S,,l<Jv0' Ko rd MSF Ka Kn CSR 7.5 CRR7.5 0.50 0.25 1,007.5 0.06 5.0 1.0 1.00 1.11 1.10 1.00 0.40 0.99 1.00 0.75 996.0 0.19 5.0 1.0 1.00 1.11 1.10 1.00 0.40 0.99 1.50 1.25 985.0 0.31 5.0 1.0 1.00 1.11 1.10 1.00 0.40 0.99 2.00 1.75 974.4 0.44 5.0 1.0 1.00 1.11 1.10 1.00 0.40 0.99 2.50 2.25 964.3 0.56 5.0 1.0 1.00 1.11 1.10 1.00 0.40 0.99 3.00 2.75 954.6 0.69 5.0 1.0 1.00 1.11 1.10 1.00 0.40 0.99 3.50 3.25 945.3 0.81 5.0 1.0 0.99 1.11 1.10 1.00 0.40 0.99 4.00 3.75 806.9 0.94 5.0 1.1 0.99 1.11 1.10 1.00 0.40 0.26 4.50 4.25 799.5 1.06 5.0 1.1 0.99 1.11 1.10 1.00 0.40 0.26 5.00 4.75 792.3 1.19 5.0 1.1 0.99 1.11 1.10 1.00 0.40 0.26 5.50 5.25 785.4 1.31 5.0 1.1 0.99 1.11 1.10 1.00 0.39 0.26 6.00 5.75 778.7 1.42 4.9 1.1 0.99 1.11 1.10 1.00 0.39 0.26 6.50 6.25 772.3 1.47 4.7 1.0 0.99 1.11 1.10 1.00 0.39 0.26 - ----7.50 7.25 731.6 1.53 4.3 1.0 0.99 1.11 1.10 1.00 0.40 0.22 8.00 7.75 733.5 1.56 4.3 1.0 0.98 1.11 1.10 1.00 0.42 0.22 8.50 8.25 738.3 1.58 4.2 1.0 0.98 1.11 1.10 1.00 0.43 0.22 9.00 8.75 1,104.6 1.91 5.0 1.0 0.98 1.11 1.10 1.00 0.45 1.30 9.50 9.25 1,119.6 1.96 5.0 1.0 0.98 1.11 1.10 1.00 0.46 1.30 10.00 9.75 1,132.8 2.00 5.0 1.0 0.98 1.11 1.10 1.00 0.47 1.30 10.50 10.25 1,092.0 1.98 4.8 1.0 0.98 1.11 1.10 1.00 0.49 1.30 11.00 10.75 1,103.1 2.01 4.8 1.0 0.98 1.11 1.10 1.00 0.50 1.30 11.50 11.25 1,113.9 2.04 4.7 1.0 0.98 1.11 1.10 1.00 0.51 1.30 12.00 11.75 1,124.3 2.07 4.7 1.0 0.98 1.11 1.10 1.00 0.52 1.30 12.50 12.25 1,134.3 2.09 4.7 1.0 0.97 1.11 1.10 1.00 0.53 1.30 13.00 12.75 1,417.2 2.29 5.0 1.0 0.97 1.11 1.10 1.00 0.54 1.30 13.50 13.25 1,431.3 2.34 5.0 1.0 0.97 1.11 1.10 1.00 0.55 1.30 14.00 13.75 1,445.1 2.38 5.0 1.0 0.97 1.11 1.10 1.00 0.56 1.30 14.50 14.25 1,458.6 2.43 5.0 1.0 0.97 1.11 1.10 1.00 0.57 1.30 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 -2019 GeoAdvancedlllAII rights reserved _Commercial Copy FS 0.5 0.5 0.5 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lateral spreading: Idriss Boulanger (2008) M correction: T 0v{!sj} p (tsj) G/G0 Y max (%) <v (%) O.Ql 0.01 0.5852 0.001 0.0000 O.Q2 0.04 0.2966 0.002 0.0000 0.03 0.06 0.1690 0.004 0.0000 0.04 0.09 0.1042 0.006 0.0000 0.05 0.11 0.0636 0.008 0.0000 0.07 0.14 0.0382 0.010 0.0000 0.08 0.16 0.0284 0.012 0.0000 0.09 0.20 0.0331 0.019 0.0273 0.10 0.22 0.0375 0.024 0.0344 0.11 0.25 0.0418 0.028 0.0426 0.13 0.27 0.0462 0.034 0.0522 0.14 0.30 0.0481 0.040 0.0637 0.15 0.32 0.0491 0.047 0.0779 --C -----0.17 0.35 5.352 1.6423 0.19 0.36 5.356 1.6381 0.20 0.37 5.356 1.6341 0.21 0.38 0.000 0.0000 0.22 0.39 0.000 0.0000 0.23 0.40 0.000 0.0000 0.24 0.40 0.000 0.0000 0.26 0.41 0.000 0.0000 0.27 0.42 0.000 0.0000 0.28 0.43 0.000 0.0000 0.29 0.43 0.000 0.0000 0.30 0.46 0.000 0.0000 0.31 0.47 0.000 0.0000 0.33 0.48 0.000 0.0000 0.34 0.49 0.000 0.0000 Prepared at 10/21/2019 3:31:24 PM PA2019-230 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Sett/.: {dry} Pradel (1998); [sat] Tokimatsu Seed (1987) Z b {ft) Z m (ft) L1S; ES; (in) L1D; ED; (in) Go (tsj) Pd GIGoPd Y max (%) Pd [; v (%) Pd L1S; 0.50 0.25 0.00 0.32 1,007.5 0.9247 0.001 0.0000 0.00 1.00 0.75 0.00 0.32 996.0 0.8671 0.002 0.0000 0.00 1.50 1.25 0.00 0.32 985.0 0.8227 0.004 0.0000 0.00 2.00 1.75 0.00 0.32 974.4 0.7834 0.006 0.0000 0.00 2.50 2.25 0.00 0.32 964.3 0.7470 0.008 0.0000 0.00 3.00 2.75 0.00 0.32 954.6 0.7125 0.010 0.0000 0.00 3.50 3.25 0.00 0.32 945.3 0.6796 0.012 0.0000 0.00 4.00 3.75 0.00 0.32 806.9 0.5798 0.019 0.0273 0.00 4.50 4.25 0.00 0.31 799.5 0.5447 0.024 0.0344 0.00 5.00 4.75 0.00 0.31 792.3 0.5114 0.028 0.0426 0.00 5.50 5.25 0.00 0.31 785.4 0.4797 0.034 0.0522 0.00 6.00 5.75 0.00 0.31 778.7 0.4474 0.040 0.0637 0.00 6.50 6.25 0.00 0.30 772.3 0.4125 0.047 0.0779 0.00 7.50 7.25 0.10 0.20 731.6 5.352 1.6423 0.10 8.00 7.75 0.10 0.10 733.5 5.356 1.6381 0.10 8.50 8.25 0.10 0.00 738.3 5.356 1.6341 0.10 9.00 8.75 0.00 0.00 1,104.6 0.000 0.0000 0.00 9.50 9.25 0.00 0.00 1,119.6 0.000 0.0000 0.00 10.00 9.75 0.00 0.00 1,132.8 0.000 0.0000 0.00 10.50 10.25 0.00 0.00 1,092.0 0.000 0.0000 0.00 11.00 10.75 0.00 0.00 1,103.1 0.000 0.0000 0.00 11.50 11.25 0.00 0.00 1,113.9 0.000 0.0000 0.00 12.00 11.75 0.00 0.00 1,124.3 0.000 0.0000 0.00 12.50 12.25 0.00 0.00 1,134.3 0.000 0.0000 0.00 13.00 12.75 0.00 0.00 1,417.2 0.000 0.0000 0.00 13.50 13.25 0.00 0.00 1,431.3 0.000 0.0000 0.00 14.00 13.75 0.00 0.00 1,445.1 0.000 0.0000 0.00 14.50 14.25 0.00 0.00 1,458.6 0.000 0.0000 0.00 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 -2019 GeoAdvanced!llAII rights reserved _Commercial Copy ES; (in) Pd 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.32 0.31 0.31 0.31 0.31 0.30 0.20 0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lateral spreading: Idriss Boulanger (2008) M correction: Y max (%) TS f: v (%) TS L1S; ES; (in) TS 0.001 0.0000 0.00 0.32 0.002 0.0000 0.00 0.32 0.004 0.0000 0.00 0.32 0.006 0.0000 0.00 0.32 0.008 0.0000 0.00 0.32 0.011 0.0000 0.00 0.32 0.013 0.0000 0.00 0.32 0.020 0.0379 0.00 0.32 0.024 0.0459 0.00 0.32 0.029 0.0555 0.00 0.32 0.035 0.0657 0.00 0.31 0.041 0.0765 0.00 0.31 0.047 0.0904 O.Ql 0.30 5.352 1.6423 0.10 0.20 5.356 1.6381 0.10 0.10 5.356 1.6341 0.10 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 Prepared at 10/21/2019 3:31:24 PM PA2019-230 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Z b {ft) z,,, (ft) Y max (%) UC •v (%) UC LIS; ES; (in) uc <l P '(tsj) OCR0, <l P '(tsj) OCRN60 N ljpcs V,. (mis) Ad 0.50 0.25 0.001 0.0000 0.00 0.32 0.06 5.0 0.10 8.2 47.4 163.9 1.00 0.75 0.002 0.0000 0.00 0.32 0.19 5.0 0.31 8.2 45.8 163.9 1.50 1.25 0.004 0.0000 0.00 0.32 0.31 5.0 0.51 8.2 44.3 163.9 2.00 1.75 0.006 0.0000 0.00 0.32 0.44 5.0 0.71 8.2 42.9 163.9 2.50 2.25 0.008 0.0000 0.00 0.32 0.56 5.0 0.92 8.2 41.6 163.9 3.00 2.75 0.010 0.0000 0.00 0.32 0.69 5.0 1.12 8.2 40.3 163.9 3.50 3.25 0.012 0.0000 0.00 0.32 0.81 5.0 1.33 8.2 39.2 163.9 4.00 3.75 0.019 0.0167 0.00 0.31 0.91 4.8 1.17 6.2 24.4 146.4 4.50 4.25 0.024 0.0250 0.00 0.31 1.03 4.8 1.33 6.2 23.7 146.4 5.00 4.75 0.028 0.0345 0.00 0.31 1.15 4.8 1.48 6.2 23.1 146.4 5.50 5.25 0.034 0.0454 0.00 0.31 1.27 4.8 1.64 6.2 22.5 146.4 6.00 5.75 0.040 0.0583 0.00 0.31 1.39 4.8 1.80 6.2 21.9 146.4 6.50 6.25 0.047 0.0746 0.00 0.30 1.50 4.8 1.95 6.2 21.4 146.1 ----7.50 7.25 5.352 1.6423 0.10 0.20 1.52 4.3 2.06 5.8 18.2 140.7 8.00 7.75 5.356 1.6381 0.10 0.10 1.57 4.3 2.14 5.9 18.3 140.9 8.50 8.25 5.356 1.6341 0.10 0.00 1.59 4.3 2.17 5.8 18.4 141.7 9.00 8.75 0.000 0.0000 0.00 0.00 1.91 5.0 4.35 11.3 58.6 181.6 9.50 9.25 0.000 0.0000 0.00 0.00 1.96 5.0 4.38 11.2 58.8 183.0 10.00 9.75 0.000 0.0000 0.00 0.00 2.01 5.0 4.41 11.0 59.0 184.3 10.50 10.25 0.000 0.0000 0.00 0.00 2.06 5.0 4.13 10.0 52.1 180.5 11.00 10.75 0.000 0.0000 0.00 0.00 2.10 5.0 4.16 9.9 52.2 181.6 11.50 11.25 0.000 0.0000 0.00 0.00 2.15 5.0 4.18 9.7 52.3 182.8 12.00 11.75 0.000 0.0000 0.00 0.00 2.20 5.0 4.20 9.6 52.3 183.9 12.50 12.25 0.000 0.0000 0.00 0.00 2.24 5.0 4.22 9.4 52.3 185.0 13.00 12.75 0.000 0.0000 0.00 0.00 2.29 5.0 6.03 13.2 94.6 215.4 13.50 13.25 0.000 0.0000 0.00 0.00 2.34 5.0 6.05 12.9 94.5 216.6 14.00 13.75 0.000 0.0000 0.00 0.00 2.38 5.0 6.08 12.7 94.4 217.8 14.50 14.25 0.000 0.0000 0.00 0.00 2.43 5.0 6.10 12.5 94.2 218.9 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 -2019 GeoAdvancedrnAII rights reserved _Commercial Copy Lateral spreading: Idriss Boulanger (2008) M correction: V,. (mis) uc V, (mis) ucsa Vs (mis) UCSi Vs (mis) UCC(v 79.4 79.4 78.0 111.4 103.3 103.3 100.5 133.4 116.7 116.7 113.1 145.0 126.5 126.5 122.3 153.3 134.3 134.3 129.6 159.7 140.9 140.9 135.7 165.1 146.6 146.6 141.1 169.6 145.4 145.4 134.7 156.7 149.8 149.8 138.6 160.0 153.8 153.8 142.2 162.9 157.6 157.6 145.5 165.6 161.0 161.0 148.6 168.1 164.3 164.3 151.5 170.4 ------ --167.3 167.3 152.7 169.2 168.7 168.7 154.1 170.6 169.9 169.9 155.4 171.9 191.1 191.1 192.1 225.3 192.4 192.4 193.6 226.9 193.7 193.7 195.1 228.4 192.8 192.8 192.4 223.6 194.0 194.0 193.7 224.9 195.2 195.2 195.1 226.3 196.4 196.4 196.3 227.5 197.5 197.5 197.6 228.8 210.2 210.2 220.6 263.1 211.3 211.3 222.0 264.4 212.5 212.5 223.3 265.7 213.6 213.6 224.5 266.9 Prepared at 10/21/2019 3:31:24 PM PA2019-230 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Sett/.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Z b (/i) Z m (/i) V, (mis) WDa/1 Vs {mis) wvsa Vs (mis) IIDSiC pip a V,p (mis) Yi V sv (mis) Yi 0.50 0.25 59.94 62.19 45.78 0.012 128.77 150.67 1.00 0.75 81.09 80.06 65.07 0.036 128.77 150.67 1.50 1.25 93.31 90.04 76.62 0.060 128.77 150.67 2.00 1.75 102.36 97.29 85.33 0.084 128.77 150.67 2.50 2.25 109.69 103.08 92.48 0.108 128.77 150.67 3.00 2.75 115.91 107.95 98.61 0.132 128.77 150.67 3.50 3.25 121.36 112.18 104.03 0.156 128.77 150.67 4.00 3.75 114.68 104.62 100.94 0.185 128.02 149.80 4.50 4.25 118.70 107.68 105.07 0.210 128.02 149.80 5.00 4.75 122.38 110.47 108.88 0.235 128.02 149.80 5.50 5.25 125.80 113.04 112.42 0.260 128.02 149.80 6.00 5.75 128.98 115.43 115.74 0.283 131.27 151.97 6.50 6.25 131.98 117.66 118.87 0.302 135.39 151.97 7.50 7.25 133.14 117.81 121.26 0.334 1 2. 6 151.61 8.00 7.75 134.58 118.97 122.62 0.342 143.56 151.66 8.50 8.25 135.97 120.09 123.95 0.349 144.91 152.88 9.00 8.75 175.65 157.68 152.15 0.361 147.94 160.55 9.50 9.25 177.31 159.03 153.67 0.370 149.24 162.09 10.00 9.75 178.92 160.34 155.15 0.378 150.51 163.61 10.50 10.25 175.87 157.18 153.42 0.382 149.31 162.81 11.00 10.75 177.36 158.37 154.80 0.389 150.53 164.26 11.50 11.25 178.81 159.53 156.15 0.396 151.73 165.70 12.00 11.75 180.22 160.65 157.48 0.404 152.91 167.11 12.50 12.25 181.59 161.75 158.77 0.411 154.07 168.50 13.00 12.75 207.45 186.26 176.77 0.432 159.67 174.07 13.50 13.25 208.94 187.44 178.15 0.441 160.83 175.46 14.00 13.75 210.40 188.60 179.50 0.450 161.98 176.83 14.50 14.25 211.83 189.73 180.82 0.459 163.11 178.18 GeoSuite© Version 2.4.0.16. Developed by Fred Yi, PhD, PE, GE Copyright© 2002 -2019 GeoAdvanced!llAII rights reserved _Commercial Copy um' (tsj) Yi 0.013 0.038 0.063 0.089 0.111 0.131 0.150 0.174 0.193 0.212 0.230 0.250 0.271 0.31 0.317 0.325 0.310 0.316 0.323 0.328 0.335 0.342 0.349 0.356 0.366 0.373 0.380 0.386 Lateral spreading: Idriss Boulanger (2008) M correction: OCRyi Go (tsj) Yi 5.00 277.39 5.00 277.39 5.00 277.39 5.00 277.39 4.71 277.39 4.28 277.39 3.95 277.39 3.67 274.17 3.45 274.17 3.27 274.17 3.12 274.17 3.06 288.26 3.03 306.64 2.99 338.0 2.98 344.77 2.96 351.24 2.98 366.10 2.96 372.55 2.95 378.95 2.88 372.94 2.87 379.04 2.85 385.10 2.84 391.11 2.82 397.08 2.89 426.46 2.87 432.69 2.86 438.87 2.85 445.02 Prepared at 10/21/2019 3:31:24 PM PA2019-230 APPENDIX F SEISMICITY DATA PA2019-230 ASCE. AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 732 Via Lido Nord Newport Beach , California 92663 -, - https ://asce 7hazardtool . on lin e/ ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Risk Category: 111 Soil Class: D -Stiff Soil Page 1 of 3 Elevation: 11 .36 ft (NAVO 88) Latitude: 33.611545 Longitude: -117.913058 , ...p 111tlortofl l•oinr-., c.,. .. 1 1.u,..-.1 ~pona &,.r,,"~ ,i:,...h Wed Sep 25 2019 ,;1,,.,,~)' ,., o .. ,u PA2019-230 .. ASCE. AMER ICAN SOCIETY OF avJL ENGINEERS Seismic Site Soil Class: D -Stiff Soil Results: S s 1.721 So s 1.148 S1 0.636 So 1 0 .636 F a 1 TL : 8 F v 1.5 PGA : 0 .711 S Ms 1.721 PGAM: 0.711 SM 1 0 .954 FP GA 1 le 1.25 Seismic Design Category D 1.8 MCER Response Spectrum 1 .2 Design Response Spectrum 1.6 • 1.4 1.2 1.0 0.8 0.6 0.4 0 .2 0- I 0 2 3 4 5 Sa (g) vs T(s) Data Accessed: Date Source: https:/ /a see 7hazardto ol . on li ne/ • 1.0 • 0.8 0.6 0.4 0.2 0 - 6 7 8 9 0 2 3 4 5 6 7 8 Sa (g) vs T(s) Wed Sep 25 2019 USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31 , 2013 , and ASCE/SEI 7-1 0 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS . Page 2 of 3 Wed Sep 25 2019 9 PA2019-230 ASCE. AMER ICAN SOCIETY OF CML ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience , for informational purposes only , and is provided "as is " and without warranties of any kind . The location data included here in has been obtained from information developed , produced , and maintained by th ird party prov iders ; or has been extrapolated from maps incorporated in the ASCE 7 standard . While ASCE has made every effort to use data obtained from reliable sources or methodolog ies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability , currency , or quality of any data provided herein . Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship , or sponsorship of such third-party content by or from ASCE . ASCE does not intend , nor should anyone interpret , the results provided by this Tool to replace the sound judgment of a competent professional , having knowledge and ex perience in the appropriate fie ld(s) of practice , nor to substitute for the standard of care requ ired of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard . In using this Tool , you e xpressly assume all risks associated with your use . Under no circumstances shall ASCE or its officers , directors , employees , members , affiliates , or agents be liable to you or any other person for any direct, indirect, special , incidental , or consequential damages arising from or related to your use of, or reliance on , the Tool or any information obtained therein . To the fullest ex tent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https ://asce7hazardtool .online/ Page 3 of 3 Wed Sep 25 2019 PA2019-230 IrAG _l5L7.jpeg ( Files ( ( https://mail .google.com/mail/u/0/ I of 1 am Files ( 11 /4/2019 , 5:27 PM PA2019-230