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Home My WebLink AboutPA2022-014_20220113_Geotechnical Investigation_9-24-21consultants GEOTECHNICAL INVESTIGATION FOR PROPOSED SINGLE FAMILY DWELLING LOCATED AT 319 VIA LIDO SOUD NEWPORT BEACH, CALIFORNIA Presented to: Greg & Carolyn Creed 218 Via Lido Nord . Newport Beach, CA 92663 clo: Brandon Architects 151 Kalmus Dr G-1 Costa Mesa, CA 92626 Attn: Kennedy Year Prepared by: EGA Consultants, Inc. 375-C Monte Vista Avenue Costa Mesa, California 92627 ph (949) 642-9309 fax (949) 642-1290 September 24, 2021 Project No. BA338.1 engineering geotechnical applications 375-C Mon te Vista Avenue• Costa Mesa, CA 92627 • (949) 642 -9309 • FAX (949) 642-1290 PA2022-014 EGA I engineering geotech11ic{I/ applicatio11s consultants Site: Proposed Residential Development: 319 Via Lido Soud Newport Beach, California Executive Summary September 24, 2021 Project No. BA338.1 Based on our geotechnical study of the site, our review of available reports and literature and our experience, it is our opinion that the proposed residential development is feasible from a geotechnical standpoint There appear to be no significant geotechnical constraints on-site that cannot be mitigated by proper planning, design, and utilization of sound construction practices. The engineering properties of the soil and native materials, and surface drainage offer favorable conditions for site re-development The following key elements are conclusions confirmed from this investigation: A review of available geologic records indicates that no active faults cross the subject property. The site is located in the seismically active Southern California area, and within 2 kilometers of the Type B Newport-Inglewood Fault As such, the proposed development shall be designed in accordance with seismic considerations specified in the 2019 California Building Code (CBC) and the City of Newport Beach requirements. Foundation specifications herein include added provisions for potential liquefaction on-site per City policy CBC 1803.11-12. SUMMARY OF RECOMMENDATIONS Design Item Mat Slab Foundation: Mat Slab Bearing Pressure: Footing Bearing Pressure Conventional: Passive Lateral Resistence: Coefficient of Friction: Soil Expansion: Soil Sulfate Content: Building Pad Over-Excavation: Sandy Soil Max. Density: Recommendations min. 12 inches with thickened edges ( + 6 inches) with no. 5 bars@ 12" o.c. each way, top and bottom 1,000 psf 1,750 psf -building, continuous; 2,250 psf -pad footings 200 psf per foot 0.30 Non-Expansive, Cohesionless Beach Sands Negligible min. 3½ ft. below ex. grade, +6" scarify & treat bottom 108.0 pct@ 10.0 % Opt Moisture * Concrete building slabs shall be underlain by 2" clean sand, underlain by a min. 15 mil thick vapor barrier, with all laps sealed, underlain by 4" of ¾-inch gravel (capillary break). Seismic Values (per CBC 2019, ASCE 7-16 -Equivalent Lateral Force Methods): Site Class Definition (Table 1613.5.2) D Mapped Spectral Response Acceleration at 0.2s Period, s. 1.386 g Mapped Spectral Response Acceleration at 1 s Period, S1 0.493 g Short Period Site Coefficient at 0.2 Period, Fa 1.2 Long Period Site Coefficient at 1s Period, Fv 1.8 Adjusted Spectral Response Acceleration at 0.2s Period, SMs 1.663 g Adjusted Spectral Response Acceleration at 1s Period, SM1 0.887 g Design Spectral Response Acceleration at 0.2s Period, S08 1.109 g Design Spectral Response Acceleration at 1s Period, S01 0.592 g PGAm = 0. 728 g Note: EGA Consultants recommends the structural engineer review and confirm associated seismic values for the proposed residential development. 375 -C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 PA2022-014 conStdtants engineering geotech11ical applications Greg & Carolyn Creed 218 Via Lido Nord Newport Beach, CA 92663 September 24, 2021 Project No. BA338.1 c/o: Subject: Brandon Architects, Attn: Kennedy Year GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT Dear Team, 319 VIA LIDO SOUD (Lido Island) NEWPORT BEACH, CALIFORNIA In accordance with your request and with the 2019 CBC, we have completed our Geotechnical Investigation of the above referenced site. This investigation was performed to determine the site soil conditions and to provide geotechnical parameters for the proposed re-grading and construction at the subject site. It is our understanding that the proposed re-development shall include the demolition of the existing residence and the construction of a new residential dwelling with associated improvements in its place. This report presents the results of the investigation (including Liquefaction Computations) along with grading and foundation recommendations pertaining to the development of the proposed residential development. This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, EGA Consultants, Inc. DAVID A. WORTHINGTON, CEG 2 Principal Engineering Geologist/".c.;n;..•;;;.--.;;: ~ PAUL DURAN . Project En ~ ! JOH N F. EGGERS Staff Geologist cc ( 3) Addressee r m o . CEG2124'.\; * CERTIFIEo\\ •"' GINEERIN LOGIS CA 37 5-C Monte Vista Ave nu e • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 PA2022-014 GEOTECHNICAL INVESTIGATION September 24, 2021 Project No. BA338.1 FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT 319 VIA LIDO SOLID NEWPORT BEACH, CALIFORNIA INTRODUCTION In response to your request and in accordance with the City of Newport Beach Building Department requirements, we have completed a preliminary geotechnical investigation at the subject site located at 319 Via Lido Soud, in the City of Newport Beach (Balboa Island), State of California (see Site Location Map, Figure 1 ). The purpose of our investigation was to evaluate the existing geotechnical conditions at the subject site and provide recommendations and geotechnical parameters for site re- development, earthwork, and foundation design for the proposed construction. We were also requested to evaluate the potential for on-site geotechnical hazards. This report presents the results of our findings, as well as our conclusions and recommendations. SCOPE OF STUDY The scope of our investigation included the following tasks: • Review of readily available published and unpublished reports; • Geologic reconnaissance and document research; • Excavation and sampling of two (2) exploratory borings to a total depth of 10 feet below existing grade (b.g.); • Continuous Cone Penetration Test (CPT) sounding to a depth of 50½ feet below grade (results of the CPT sounding are included herein); • Laboratory testing of representative samples obtained from the exploratory borings; • Engineering and geologic analysis including seismicity coefficients in accordance with the 2019 California Building Code (CBC); • Seismic and Liquefaction analysis and settlement computations (in accordance with California Geological Survey, SP 117 A); • Preparation of this report presenting our findings, conclusions, and recommendations. 2 PA2022-014 GENERAL SITE CONDITIONS The subject property is an approximate 60 ft. wide by 90 ft. long, rectangular-shaped lot located at 319 Via Lido Saud within the City of Newport Beach, County of Orange. The bayside lot is located in the southwestern portion of Lido Isle, within the Newport Bay. For the purpose of clarity in this report, the lot is bound by Via Lido Saud to the east, by Newport Bay and seawall/bulkhead to the west, and by similar residential dwellings to the north and south. The Newport Bay is located directly adjacent the rear property line at the existing seawall; and the Pacific Ocean is located approximately 3,200 feet to the southwest, across the Balboa Peninsula (see Site Location Map, Figure 1 ). The subject lot consists of a relatively flat, planar lot with no significant slopes on or adjacent to the site. The lot size is roughly 5,400 sq. ft. Currently, the lot is occupied by a two-story residence situated on a graded level pad. Two attached two-car garages are located along the east property line and is accessed by Via Lido Saud. All structures are supported on continuous perimeter footings with slab-on-grade floors. The site is legally described as the Southeasterly½ of Lot 907, Lot 908, and the Northwesterly½ of Lot 909, of Tract No. 907, M.M. 28/25-36 (APN 423-166-04). The existing property layout (including the seawall and boat dock), and adjacent residences are shown in the Plot Plan, Figure 2, herein. PROPOSED RESIDENTIAL DEVELOPMENT Based on preliminary discussions with the project architects with Brandon Architects, the proposed residential development shall include the demolition of the existing structures, and the construction of a new custom, two-story, single family dwelling with associated improvements. The square footages of the proposed construction are not known at this time. We assume that the proposed building will consist of wood-frame and masonry block construction or building materials of similar type and load. The building foundations will consist of a combination of isolated and continuous spread footings. Loads on the footings are unknown, but are expected to be less than 2,250 and 1,750 pounds per square foot on the isolated and continuous footings, respectively. If actual loads exceed these assumed values, we should be contacted to evaluate whether revisions of this report are necessary. It is our understanding that the grade of the site is not expected to vary significantly. Based on the digital elevation model by NOAA National Centers for Environmental Information (NCEI -NAVD88, Last Modified September 23, 2016), the site elevation is approximately 13 ft. above MSL (see reference No. 10). Based on the preliminary plans, the proposed finish floor elevation shall be 9+ ft. above mean sea level (MSL) to 319 Via Lido Soud, Newport Beach (Balboa Island), CA Soils Report - Proposed Residence Project No. BA338.1 September 24, 2021 3 PA2022-014 conform with City and United States FEMA flood elevation requirements. Note: The precise determination, measuring, and documenting of the site elevations, hub locations, property boundaries, etc., is the responsibility of the project licensed land surveyor. No basement or retaining walls are planned. SUBSURFACE EXPLORATION Our subsurface exploration consisted of the excavation of two (2) exploratory borings (8-1 and 8-2) to a maximum depth of 10 feet below grade (b.g.) and one CPT probe (CPT-1) to a depth of 50½ b.g. (continuous soil profile). Prior to drilling, the underground detection and markup service (Underground Service Alert of Southern California) was ordered and completed under DigAlert Confirmation. Representative bulk and relatively undisturbed soil samples were obtained for labora- tory testing. Geologic/CPT logs of the soil boring/probes are included in Appendix A. The borings were continuously logged by a reg istered geologist from our firm who obtained soil samples for geotechnical laboratory analysis. The approximate locations of the borings are shown on Figure 2 (Plot Plan). Geotechnical soil samples were obtained using a modified California sampler filled with 2 3/s inch diameter, 1-inch tall brass rings. Bulk samples were obtained by collecting representative bore hole cuttings. Locations of geotechnical samples and other data are presented on the boring logs in Appendix A. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the boring logs included in Appendix A. LABORATORY TESTING Laboratory testing was performed on representative soil samples obtained during our subsurface exploration. The following tests were performed: * * * * Dry Density and Moisture Content (ASTM: D 2216) Soil Classification (ASTM: D 2487) Direct Shear (ASTM: D 3080) Maximum Dry Density and Optimum Moisture Content (ASTM: D 1557) 319 Via Lido Soud. Newpon 13each (Balboa Island), CA Soils Report -Proposed Residence Project No. UA338.1 September 24. 2021 4 PA2022-014 * * Consolidation Test (ASTM: D 2435) Sulfate Content (CA 417, ACI 318-14) All laboratory testing was performed by our sub-contractor, G3Soi1Works, Inc., of Costa Mesa, California. Geotechnical test results are included in Appendix B, herein. SOIL AND GEOLOGIC CONDITIONS The site soil and geologic conditions are as follows: Seepage and Groundwater According to the Orange County Water District (OCWD), there are no water wells located within the general vicinity of the subject property. The Newport Bay is located directly adjacent the rear property line at the existing seawall; and the Pacific Ocean is located approximately 3,200 feet to the southwest, across the Balboa Peninsula. Seepage or surface water ponding was not noted on the subject site at the time of our study. Our data indicates that the groundwater encountered is subject to significant tidal fluctuations. Groundwater was encountered in our test excavation at depth of approximately 7½ feet below grade. Based on our review, the groundwater highs approach the tidal highs in the bay, and groundwater lows drop slightly below mean sea level. From a construction standpoint, any excavations advanced down to within the tidal zones should be expected to experience severe caving. A tidal chart typical for August 31 , 2021 , is presented as Figure 4 , herein. Lido Island Topography and Bathymetry Elevations across the Island range from 10 feet along the bulkhead lines at the seawall perimeters; ascending to almost 17 feet near the central backbone of the Island. From the bulkhead shorelines, the near-shore bay floor slopes descends at an inclination of approximately 10: 1 (horizontal to vertical), down to approximate elevations of -10 to -12 feet along the channel limit line (depending on tidal fluctuations). J 19 Via Lido Soud, Newport Beach (Balboa Island), CA Soils Report -Proposed Residence Project No. B/\338.1 September 24, 202 I 5 PA2022-014 Lido Island and Newport Bay History Similar to surrounding islands in the Newport Bay (e.g. Linda Isle, Bay Island, and Balboa Island), Lido Island's surface is primarily man-made (graded approx. 10 ft. above the high-tide zone in the 1930's). However, the island feature is located on a naturally-formed, subaqueous, back-barrier coastal landmass. It is situated on the landward side of a coastal bar formed by a transgressive sea and littoral currents at the seaward edge of a stream delta or lagoon. The Newport Bay coastal estuary was originally formed as the lower reach of the Santa Ana River. However, in 1915, due to severe silting that resulted from flooding of the Santa Ana River (and also the construction of man-made channel), the Santa Ana River was structurally realigned. Consequently, the Newport Bay is currently fed only by the San Diego Creek which drains a comparatively small area. The mouth of the San Diego Creek is located at the Jamboree Road bridge roughly 5½ kilometers northeast of the subject site (Upper Back Bay). Geologic Setting Regionally, the site is located within the western boundary of the Coastal Plain of Orange County. The Coastal Plain lies within the southwest portion of the Los Angeles Basin and consists of semi-consolidated marine and non-marine deposits ranging in age from Miocene to recent. The western boundary of the Coastal Plain, in which the site is located, is referred to as the Tustin Plain. It is bound by the Santa Ana Mountains to the northeast and the San Joaquin Hills to the southeast. Based on available geologic maps the site is underlain by a thin mantle of estuarine (Qes)/hydraulic sands and/or engineered fill. The shallow soil layer is underlain by Quaternary-age old paralic deposits (Qop) which are described as medium dense to very dense, oxidized, fine to medium grained, moderately to well-cemented sand and silty sand (see reference No. 2). The old paralic deposits are underlain by massive bedrock of the Monterey Formation (Tm). Roadside exposures of massive bedrock of the Monterey Formation (Tm) are visible on the inland side of East Pacific Coast Highway less than ½ kilometers northeast of the site (Dover Shores bluffs). A Geologic Map is presented as Figure 3, herein (reference: Morton, D.M., and Miller, F.K., 2006). Based on the geologic map (Figure 3) correlation with the nearby CPT probe advanced on September 23, 2021 , bedrock of the Monterey Formation (Tm) was likely encountered approximately 24 feet below grade. 319 Via Lido Soud, Newport Reach (Balboa Island), CA Soils Repon -Proposed Residence Project No. BA338. I September 24, 2021 6 PA2022-014 Faulting A review of available geologic records indicates that no active faults cross the subject property (reference No. 2, and Figure No. 3). Seismicity The seismic hazards most likely to impact the subject site is ground shaking following a large earthquake on the Newport-Inglewood (onshore), Palos Verdes (offshore), San Joaquin Hills Blind Thrust, Whittier-Elsinore, or Cucamonga Faults. The site is primarily underlain by fill and beach sands with thin layers of silt/clay. For design purposes, two-thirds of the maximum anticipated bedrock acceleration may be assumed for the repeatable ground acceleration. The effects of seismic shaking can be mitigated by adhering to the 2019 California Building Code or the standards of care established by the Structural Engineers Association of California. With respect to this hazard, the site is comparable to others in this general area in similar geologic settings. The grading/building specifications outlined in this report are in part, intended to mitigate seismic shaking. Based on our review of the "Seismic Zone Map," issued by the State of California, there are no mapped earthquake landslide zones on the site. The proposed development shall be designed in accordance with seismic requirements contained in the 2019 CBC as adopted by the City of Newport Beach building codes. Based on Chapter 16 of the 2019 CBC and on Maps of Known Active Near- Source Zones in California and Adjacent Portions of Nevada (ASCE 7-16 Standard), the site shall be designed using the following seismic parameters: 2019 CBC Seismic Design Parameters (Equivalent Lateral Force Method) SITE ADDRESS 319 V" L"d S d N rt B h CA . Ja 1 0 OU , ewpo eac, Site Latitude (Decimal Degrees) Site Longitude (Decimal Degrees) Site Class Definition Mapped Spectral Response Acceleration at 0.2s Period, Ss Mapped Spectral Response Acceleration at 1 s Period, S 1 Short Period Site Coefficient at 0.2 Period, Fa Long Period Site Coefficient at Is Period, Fv 319 Via Lido Soud, Newport Beach (Balboa Island}, CA Soils Report -Proposed Residence Project No. BA338. I September 24, 2021 7 33.6136002 -11 7.922566 D 1.386 g 0.493 g 1.2 1.8 PA2022-014 Adjusted Spectral Response Acceleration at 0.2s Period, SMs 1.663 g Adjusted Spectral Response Acceleration at Is Period, SM, 0.887 g Design Spectral Response Acceleration at 0.2s Period, S0s 1.109 g Design Spectral Response Acceleration at 1 s Period S0 1 0.592 g In accordance with the USGS Design Maps, and assuming Site Class "D", the mean peak ground acceleration (PGAm) per USGS is 0. 728 g. The stated PGAm is based on a 2% probability of exceedance in a 50 year span (see copies of the USGS Design Maps Detailed Report, Appendix D, herein) EGA Consultants recommends the structural engineer review and confirm associated seismic values for the proposed residential development. FINDINGS Subsurface Soils As encountered in our test borings, the site is underlain by hydraulic fill sands and native materials as follows: Fill (Af) Fill sands were encountered in each of the borings to a depth of approximately 2½ feet below ground. The fill soils consist generally of tan brown, dry, loose to medium dense, fine-to medium-grained sand with shell fragments. The expansion potential of the fill soils was judged to be "non-expansive" when exposed to an increase in moisture content. Hydraulic-Native Sands (Qm), Paralic Deposits (Qop) and Bedrock (Tm) The fill materials are hydraulic and native sands as encountered in each of the test borings (B-1, B-2, and CPT-1). The native sands consist generally of grayish brown, moist to saturated, medium dense to dense, non-cemented, fine-to medium-grained, silty sand with mica and shell fragments. The native sands are underlain by marine sands (Qm) and old paralic (Qop) deposits, which are underlain by Monterey Formation (Tm) bedrock consisting of medium dense to very dense, oxidized, fine to medium grained, moderately to well-cemented sand and siltstone to the maximum depths explored (50½ ft. b.g.). Based on the geologic map (Figure 3) correlation with the on-site CPT probe advanced on September 23, 2021, bedrock of the Monterey 319 Via Lido Soud, Newport Beach (Ralboa Island), CA Soils Report -Proposed Residence Project No. BA338. I September 24, 2021 8 PA2022-014 Formation (Tm) was likely encountered approximately 24 feet below grade. Based on the laboratory results dated September 20, 2021, the site maximum dry density is 108.0 pcf at an optimum moisture content of 10.0% (per ASTM D 1557). The complete laboratory reports are presented in Appendix B, herein. LIQUEFACTION ANALYSIS (Per SP117A) Liquefaction of soils can be caused by strong vibratory motion in response to earthquakes. Both research and historical data indicate that loose, granular sandy soils are susceptible to liquefaction, while the stability of rock, gravels, clays, and silts are not significantly affected by vibratory motion. Liquefaction is generally known to occur only in saturated or near saturated granular soils. The site is underlain by fill/eolian sands, old paralic deposits, and bedrock of the Monterey Formation. It is our understanding that the current City policy, has assigned a seismic settlement potential of one (1.0) inch in the upper ten feet, and three (3.0) inches for soil depths of ten to fifty feet. In the event settlement values exceed these threshold values, then additional analysis and/or additional mitigation is required. The CPT testing was performed in accordance with the "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils.'' (ASTM D5778-12). The seismically induced settlement for the proposed structure was evaluated based on the "Soil Liquefaction During Earthquakes" by I.M. Idriss and R.W. Boulanger, dated September 8, 2008. The analysis was provided by two 10-feet deep 4 " diameter hand-auger borings, and a 50+ feet deep 1.7" diameter CPT probe advanced on September 20, 2021 . The exploratory borings and probe locations are shown in the Plot Plan, Figure 2, herein. The soil borings were continuously logged by a certified engineering geologist of our firm. The computations and results of our Liquefaction Analysis, based on CPT blow counts of Boring CPT-1, are attached in Appendix D, herein. The seismically induced settlement analysis was evaluated based on methods published in the references Nos. "a" through "j" (see "Associated References", herein). The liquefaction and seismic settlement calculations indicate seismic settlement (includes dry and saturated sands) in the upper 50 feet is less than 3 inches, and less than 1.0 inch in the upper 10 feet (post soil cement treatment -see Page 5 of Plate A) and hence shallow mitigation methods for liquefaction may be implemented per City Code Policy (No. CBC 1803.5.11-2 last revised 7/3/2014). 319 Via Lido Soud, Newport Beach (Balboa Island), CA Soi Is Report -Proposed Residence Project No. BA338. I Septern ber 24, 2021 9 PA2022-014 Based on our liquefaction analysis, and in accordance with the City of Newport Beach Policy No. CBC 1803.5.11-12 (NBMC, Chapter 15), we recommend the following mitigative methods to minimize the effects of shallow liquefaction: a. Remedial Grading via Soil Cement in Upper 4 feet -See Page 11, below b. Mat Slab Foundation -see Page 12, below The soil densification via soil cement and the mat slab foundation specifications outlined below will act to decrease the potential settlement due to liquefaction and/or seismically induced lateral deformation to tolerable amounts. The above specifications eliminate the use of piles and associated construction vibrations and groundwater displacement induced by caisson drilling or pile-driving. If the above specifications are incorporated, the proposed structure shall be stable and adequate for the intended uses and the proposed construction will not adversely impact the subject or adjacent properties. Other Geologic Hazards Other geologic hazards such as landsliding, or expansive soils, do not appear to be evident at the subject site. CONCLUSIONS Based on our geotechnical study of the site, our review of available reports and literature and our experience, it is our opinion that the proposed improvements at the site are feasible from a geotechnical standpoint. There appear to be no significant geotechnical constraints on-site that cannot be mitigated by proper planning, design, and utilization of sound construction practices. The engineering properties of the soil and native materials, and the surface drainage offer favorable conditions for site re- development. RECOMMENDATIONS The following sections discuss the principle geotechnical concerns which should be considered for proper site re-development. Earthwork Grading and earthwork should be performed in accordance with the following recommendations and the General Earthwork and Grading Guidelines included in Appendix C. It is our understanding that the majority of grading will be limited to the re-grading of the building pad for the proposed construction. In general, it is anticipated that the removal of the upper 3½ feet (plus 6 inches of scarification) within the building footprint (slab-on-grade portion) will require 3 19 Via Lido Soud, Newport !leach (Balboa Island), CA Soils Report -Proposed Residence Project No. BA338. I September 24, 2021 10 PA2022-014 removal and recompaction to prepare the site for construction. The removals should be accomplished so that all fill and backfill existing as part of the previous site use and demolition operations are removed. Where feasible, the limits of the pad fill shall be defined by a 3 foot envelope encompassing the building footprint. Care should be taken to protect the adjacent property improvements. A minimum one foot thick fill blanket should be placed throughout the exterior improvements (approaches, parking and planter areas). The fill blanket will be achieved by re-working (scarifying) the upper 12 inches of the existing grade. Remedial Grading -Soil Cement Due to in situ granular, cohesionless sands, we recommend a minimum four (4) pallets (40 bags dry mix, each weighing 94 pounds and approximately 1.33 cubic yards) of Portland cement be blended into the newly-placed fill. The first application of the Portland Cement shall be placed on the bottom of the scarified over-excavation(s). This option may be eliminated or reduced if suitable import fills are trucked-in. Site Preparation Prior to earthwork or construction operations, the site should be cleared of surface structures and subsurface obstructions and stripped of any vegetation in the areas proposed for development. Removed vegetation and debris should then be disposed of off-site. A minimum of 3½ feet of the soils below existing grade will require removal and recompaction in the areas to receive building pad fill. Following removal and scarification of 6 inches, the excavated surface should be inspected by the soils engineer or his designated representative prior to the placement of any fill in footing trenches. Holes or pockets of undocumented fill resulting from removal of buried obstructions discovered during this inspection should be filled with suitable compacted fill. The on-site soils are suitable for reuse as compacted fill, provided they are free of organic materials, debris, and materials larger than four (4) inches in diameter. After removal of any loose, compressible soils, all areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to at least 2 percent over optimum moisture conditions and compacted to at least 90 percent relative compaction (based on ASTM: D 1557). If necessary, import soils for near-surface fills should be predominately granular, possess a very low expansion potential, and be approved by the geotechnical engineer. 319 Via Lido Soud, Newport Beach (Balboa Island), CA Soils Report -Proposed Residence Project No. BA338. I September 24. 2021 11 PA2022-014 Lift thicknesses will be dependent on the size and type of equipment used. In general, fill should be placed in uniform lifts not exceeding 6 inches. Placement and compaction of fill should be in accordance with local grading ordinances under the observation and testing of the geotechnical consultant. We recommend that fill soils be placed at moisture contents at least 2 percent over optimum (based on ASTM: D 1557). We recommend that oversize materials (materials over 4 inches) should they be encountered, be stockpiled and removed from the site. Trench Backfill The on-site soils may be used as trench backfill provided they are screened of rock sizes over 4 inches in dimension and organic matter. Trench backfill should be compacted in uniform lifts (not exceeding 6 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM: D 1557). Geotechnical Design Parameters The following Geotechnical parameters may used in the design of the proposed structure (also, see "Liquefaction Analysis" section, above): Mat Foundation Design Mat slabs founded in compacted fill or competent native materials may be designed for an allowable bearing value of 1,000 psf (for dead-plus-live load). These values may be increased by one-third for loads of short duration, including wind or seismic forces. The actual design of the foundation and slabs should be completed by the structural engineer. MIN. DESIGN ITEM Mat foundations: allowable bearing pressure: passive lateral resistence: mat slab thickness: steel reinforcement: coefficient of friction: Modulus of Subgrade Reaction: RECOMMENDATIONS 1,000 psf 200 psf per foot min. 12 inches with thickened edges(+ 6 inches) no. 5 bars@ 12" o.c. each way, top and bottom 0.30 k5 = 90 lbs/in3 The mat slab shall be directly underlain by a min. 2-inch thick layer of washed sand, underlain by min. 15-mil stego wrap (or equiv., lapped and sealed), underlain by 4 inches of gravel (¾-inch crushed rock), underlain by competent native materials (see "Capillary Break Section below). For mat slabs, we do not recommend expansion or felt joints be used. 319 Via Lido Soud, Newport Beach (Balboa Island), CA Soils Report -Proposed Residence Project No. 8/\.338.1 September 24, 2021 12 PA2022-014 Reinforcement requirements may be increased if recommended by the project structural engineer. In no case should they be decreased from the previous recommendations. Capillary Break Below Interior Slabs In accordance with the 2016 California Green Building Standards Code Section 4.505.2.1, we provide the following building specification for the subject site (living area and garages slabs): Concrete building slabs shall be directly underlain by a min. 2 inches of clean/washed sand, underlain by a min.15 mil-thick moisture barrier (e.g. "Stego Wrap"), with all laps sealed, underlain by 4 inches of¾ -inch gravel. We do not advise placing sand directly on the gravel layer as this would reverse the effects of vapor retardation (due to siltation of fines). The above specification meets or exceeds the Section 4.505.2.1 requirement. Conventional Foundations (outside the mat slab, if applicable) For potential auxiliary structures in or outside the mat slab, if applicable, on properly compacted fill: all continuous or isolated pad footings should be a minimum of 24 inches deep (measured in the field below lowest adjacent grade). Footing widths shall me an minimum 15 inches. At this depth (24 inches) footings founded in fill materials may be designed for an allowable bearing value of 1,750 and 2,250 psf (for dead-plus-live load) for continuous wall and isolated spread footings, respectively. These values may be increased by one-third for loads of short duration, including wind or seismic forces. If applicable, continuous perimeter footings should be reinforced with No. 5 rebar (two at the top and two at the bottom). Reinforcement requirements may be increased if recommended by the project structural engineer. In no case should they be decreased from the previous recommendations. Some slab cracking due to shrinkage should be anticipated. The potential for the slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if crack-sensitive flooring is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. 3 19 Via Lido Soud, Newport Beach (Balboa Island), C/\ Soils Report -Proposed Residence Project No. BA338. I September 24. 2021 13 PA2022-014 Cement Type for Concrete in Contact with On-Site Earth Materials Concrete mix design should be based on sulfate testing with Section 1904.2 of the 2019 CBC (in the event of soil import, soils shall be tested a specified accordingly). Preliminary laboratory testing indicates the site soils possess negligible sulfate exposure. ACI 318 BUILDING CODE -Table 19.3.1.1 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Sulfate Water soluble Sulfate (SO,) in Cement Type Maximum water-Minimum fc', Exposure sulfate (SO,) in soil water, ppm cementitious material norm a I-weig ht percent by weight ratio, by weight, normal and light weight weight concrete concrete, psi Negligible [SO] 0.00 <so.< 0.10 0 ~SO,<150 --------------- Moderate 0.10 < SO,< 0.20 150 < SO,< 1500 11,IP(MS), 0.50 4000 [S1] IS(MS),P(MS) l(PM)(MS), l(SM)(MS) Severe 0.20 s so,< 2 00 1500 <so.< V 0.45 4500 [S2] 10,000 Very Severe SO,> 2.00 SO,> 10,000 V plus 0.45 4500 [S3] pozzalan As a conservative approach, and due to the marine environment, we recommend cement with a minimum strength f'c of 3,000 psi be used for concrete in contact with on-site earth materials. Settlement Utilizing the design recommendations presented herein, we anticipate that the majority of any post-grading settlement will occur during construction activities. We estimate that the total settlement for the proposed structure will be on the order of 1 inch. Differential settlement is not expected to exceed ½ inch over 20 feet. These settlement values are expected to be within tolerable limits for properly designed and constructed foundations. Lateral Load Resistance Footings founded in fill materials may be designed for a passive lateral bearing pressure of 200 pounds per square foot per foot of depth. A coefficient of friction against sliding between concrete and soil of 0.30 may be assumed. Exterior Slabs-on-grade (Hardscape) Concrete slabs cast against properly compacted fill materials shall be a minimum of 4 inches thick (actual) and reinforced with No. 3 rebar at 18 inches on center in both directions. The reinforcement shall be supported on chairs to insure 319 Via Lido Soud, Newport Beach (Balboa Island), CA Soils Report -Proposed Residence Project No. 13A338. l September 24, 2021 1 4 PA2022-014 positioning of the reinforcement at mid-center in the slab. Control joints should be provided at a maximum spacing of 8 feet on center in two directions for slabs and at 6 feet on center for sidewalks. Control joints are intended to direct cracking. Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement. Some slab cracking due to shrinkage should be anticipated. The potential for the slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. Surface Drainage Surface drainage shall be controlled at all times. Positive surface drainage should be provided to direct surface water away from structures and toward the street or suitable drainage facilities. Ponding of water should be avoided adjacent to the structures. Roof gutter discharge should be directed away from the building areas through solid PVC pipes to suitable discharge points. Review of Plans The specifications and parameters outlined in this report shall be considered minimum requirements and incorporated into the Grading, and Foundation Plans if applicable. This office should review the Plans when available. If approved, the geotechnical consultant shall sign/stamp the applicable Plans from a geotechnical standpoint. GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION We recommend that a qualified geotechnical consultant be retained to provide geotechnical engineering services, including geotechnical observation/testing, during the construction phase of the project. This is to verify the compliance with the design, specifications and or recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated. Geotechnical observations/testing should be performed at the following stages: During ANY grading operations, including excavation, removal, filling, compaction, and backfilling, etc. After excavations for footings (or thickened edges) and/or grade beams verify the adequacy of underlying materials. After pre-soaking of new slab sub-grade earth materials and placement of capillary break, plastic membrane, prior to pouring concrete. During backfill of drainage and utility line trenches, to verify proper compaction. When/if any unusual geotechnical conditions are encountered. Prior to interior and exterior slab pours to ensure proper subgrade compaction and moisture barriers. Please schedule an inspection with the geotechnical consultant prior to the pouring of all interior and exterior slabs. 319 Via Lido Soud, Newport Beach (Balboa Island), CA Soils Report -Proposed Residence Project No. Bi\338.1 Seplem ber 24, 2021 15 PA2022-014 LIMITATIONS The geotechnical services described herein have been conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the geotechnical engineering profession practicing contemporaneously under similar conditions in the subject locality. Under no circumstance is any warranty, expressed or implied, made in connection with the providing of services described herein. Data, interpretations, and recommendations presented herein are based solely on information available to this office at the time work was performed. EGA Consultants will not be responsible for other parties' interpretations or use of the information developed in this report. The interpolated subsurface conditions should be checked in the field during construction by a representative of EGA Consultants. We recommend that all foundation excavations and grading operations be observed by a representative of this firm to ensure that construction is performed in accordance with the specifications outlined in this report. We do not direct the contractor's operations, and we cannot be responsible for the safety of others. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. 319 Via Lido Soud, Newport Beach (Balboa Island). CA Soils Report -Proposed Rcsidcn~e Project No. 13/\338.1 September 24, 2021 16 PA2022-014 Associated References re: Liquefaction Analysis a "Special Publication 117 A: Guidelines for Evaluating and Mitigating Seismic Hazards in California," by the California Department of Conservation, California Geological Survey, dated March 13, 1997; Revised September 11, 2008. b. "Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in California," by G.R. Martin and M. Lew, University of Southern California Earthquake Center dated March, 1999. c. "Soil Liquefaction During Earthquakes" by I.M. Idriss and R.W. Boulanger, dated September 8, 2008. d. "Soils and Foundations, 8th Edition," by Cheng Liu and Jack B. Evett, dated August 4, 2013. e. "Evaluation of Settlement in Sands due to Earthquake Shaking" by Kahaji Tokimatsu and H. Bolton Seed, Dated August 1987. f. "Guidelines for Estimation of Shear Wave Velocity Profiles" By Bernard R. Wair, Jason T. Jong, Thomas Shantz Pacific Earthquake Engineering Research Center, Dated December, 2012. g. "Subsurface Exploration Using the Standard Penetration Test and the Cone Penetrometer Test," by J. David Rogers, Environmental & Engineering Geoscience, pp. 161 -179, dated May, 2006. h. "Handbook of Geotechnical Investigation and Design Tables" By Burt G. Look, Dated 2007. I. "Use of SPT Blow Counts to Estimate Shear Strength Properties of Soils: Energy Balance Approach," by Hiroshan Hettiarachi and Timothy Brown, Journal ofGeotechnical and Geoenvironmental Engineering, ASCE, pp. 830-834, dated June, 2009. j. "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils," (ASTM D5778-12), dated 2012. k. "Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes," by Ishihara and Yoshimine, dated 1992. I. "CPT and SPT Based Liquefaction Triggering Procedures" by R.W. Boulanger and I.M. Idriss, dated April 2014. REFERENCES 1. "USGS Topographic Map, 7.5 minute Quadrangle, Newport Beach OE S, California Quadrangle," dated 2018. 2. "Geologic Map of the San Bernardino and Santa Ana 30' X 60' Quadrangles, California," Version 1.0, compiled by Douglas M. Morton and Fred K. Miller, dated 2006. 3. "Maximum Credible Rock Acceleration from Earthquakes in California," by Roger W. Reensfelder, dated 1974. 4. Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," prepared by California Department of Conservation Division of Mines and Geology, published by International Conference of Building Officials, dated February, 1998. 5. "Guide for Concrete Floor and Slab Construction," by American Concrete Institute, ACI 302.1 R- 04, dated 2004. 6. "California Building Code, California Code of Regulations, Title 24, Part 2," by California Building Standards Commission, 2019. 7. "Seismic Hazard Zone Report for the Newport Beach 7.5-Minute Quadrangles, Orange County, California," by the California Department of Conservation, 1997. 8. "2015 International Building Code," by the International Code Council, dated June 5, 2014. 9. "Geologic Map of California, Santa Ana Sheet," Compilation by Thomas H. Rogers, 1965, fifth printing 1985. 10. "Digital Elevation Model NAVD88 Mosaic," by NOAA National Centers for Environmental Information (NCEI), Created August 20, 2015, last modified September 23, 2016. 319 Via Lido Soud, Newport Beach (Balboa Island), CA Soils Report -Proposed Residence Project No. BA338. I September 24, 2021 1 7 PA2022-014 - Source: USGS Topographic Map Newport Beach OE S Quadrangle, Calitorn·a-Orange County, 7.5' Series, by the United States Geological Survey, dated September 7, 2018. EGA Consultants engineering geotcchnical applications SITE LOCATION MAP 319 VIA LIDO SOUD NEWPORT BEACH, CALIFORNIA Project No: Date: Figure No: BA338.1 SEPT 2021 1 L PA2022-014 P.L. 8-2 ~ EXISTING ADJACENT RESIDENCE EXISTING RESIDENCE EXISTING ADJACENT RESIDENCE 90' 90' 8-1 P.L. LEGEND ~ GEOTECHNICAL BORINGS BY EGA CONSULTANTS ~ CONE PENETRATION TEST a ::) a V') a a -....J s; :::::,; ~ CPT-1 BY KEHOE TESTING AND ENGINEERING Reference: "Topographic Map, 319 Via lido Soud, Newport Beach, CA 92663," by Apex Land Surveying, Inc., dated June 14, 2021. EGA Consultants engineering geotechnical applications PLOT PLAN 319 VIA LIDO SOUD NEWPORT BEACH, CALIFORNIA Project No: Date: Figure No: BA338.1 SEPT 2021 2 PA2022-014 ch • • • • • f::".· Om j j:;:Lbes .-::J Sources: • • Eolian deposits (late Holocene)-Active or recently active sand dune deposits; unconsolidated. Marine deposits (late Holocene)-Active or recently active beach deposits; sand, unconsolidated. Estuarine deposits (late Holocene)-Sand, silt, and clay; unconsolidated, contains variable amounts of organic matter. Old paralic deposits, Unit 4 (late to middle Pleistocene)-Silt, sand and cobbles resting on 34-37 m Stuart Mesa terrace. Age about 200,000- 300,000 years. • OOP3-s Qopf • • • Old paralic deposits, Units 3-6, undivided {late to middle Pleistocene)-Silt, sand and cobbles on 4S-55 m terraces. Old paralic deposits (late to middle Pleistocene) overlain by alluvial fan deposits-Old paralic deposits ca pped by sandy alluvial-fan deposits. Tea 1 Capistrano Formation (early Pliocene and Miocene) L-.----' Siltstone facies-Siltstone and mudstone; white to pale gray, massive to crudely bedded, friable. Tm Monterey Formation (Miocene)-Marine siltstone and sandstone; siliceous and diatomaceous. Morton, D.M., and Miller, F.K. Preliminary Geologic map of the San Bernardino and Santa Ana 30' x 60' quadrangles, California. U.S. Geological Survey. Published 2006. 1:100,000 scale. EGA Consultants engineering geotechnical applications GEOLOGIC MAP 319 VIA LIDO SOUD NEWPORT BEACH, CALIFORNIA Project No: BA338.1 Date: SEPT 2021 Figure No: 3 PA2022-014 Newport Beach, Newport Bay Entrance, Corona del Mar, CA Tide Chart for August 31, 2021 Moonrise 12:15A Moonset 03:06P 8 7 6 5 4 3 2 1 0 -1 -2 la 2a 3a 4a 5a 6a 7a Sa 9a 10 11 12 lp 2p 3p 4p 5p 6p 7p Sp 9p 10 11 Tides.net station (1788) Newport Beach, Newport Bay Entrance, Corona del Mar Tuesday, August 31, 2021 Sun 6:25am-7:17pm low tide 12:18am (1.23ft) high tide 7:59am (3.34ft) low tide 10:38am (3.24ft) high tide 5:09pm (4.69ft) EGA TIDAL CHART Consultants 319 VIA LIDO SOUD engineering geotechnical applications NEWPORT BEACH' CA LIFO RN IA Project No: BA338.1 Date: SEPT 2021 Figure No: 4 PA2022-014 APPENDIX A GEOLOGIC LOGS (B-1 and B-2) and CPT Data Report by Kehoe Drilling & Testing (CPT-1) PA2022-014 UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D-2457 UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE-GRAINED SOILS (more than 50% of material 1s larger than No. 200 sieve size.) GRAVELS More lhan 50% or coarse Clean Gravel~_Less lhan 5% fines) Well-graded gravels, gravel-sand mixtures, httle or no fines GP Poorty-graded gravels, gravel-sand mixtures. little or no fines traction larger Gravels with fines /More than 12o/; fin~ ___ than No. 4 sieve size (' GM Silty gravels. gravel-sand-sill mixtures i. r· r Clayey gravels. gravel-sand-day I GC ~ mixtures ,-.• .. Clean Sands (Less than 5•;._._fin_e~s~) __ _ SANDS 50% or more or coarse fraction smaller lhan No. 4 sieve size [? SW Well-graded sands, gravelly sands, t:::::: htlle or no fines 1 -SP Poorly graded sands. gravelly sand;--, little or no fines ' Sands with fines (More than 12o/~fll'!~SJ_ SM Silly sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures FINE-GRAINED SOILS (50% or more of material is smaller than No. 200 sieve size.) SILTS AND CLAYS Liquid limli less lhan 50% SILTS AND CLAYS Liquid limit 50% or greater HIGHLY ORGANIC SOILS Cohesionless Sands and Silts Very loose Loose Medium dense Dense Very dense ML CL Ol MH CH OH PT Inorganic silts and very fine sands, rock flour, silty of clayey fine sands or clayey silts with slight plasticity Inorganic clays of low to medium plasticity. gravelly clays, sandy clays, silty clays. lean clays Organic silts and organic silty clays of low plaslicily Inorganic silts, micaceous or dialomaceous fine sandy or silty soils. elastic silts Inorganic clays or high plasticity, fat clays Organic ciays of medium 10 high plasticity. organic silts Peat and other highly organic soils RELATIVE DENSITY Blows/ft• Blows/ft•• 0-4 0-30 4-10 30-60 10-30 80-200 30-50 200-400 Over 50 Over400 LABORATORY CLASSIFICATION CRITERIA D60 D30 C ,. __ greater than 4; Cc : ---between 1 and 3 GW u o,o o,o •D50 GP Not meeting all gradation requirements for GW GM Atterberg hmits below ·A· Above "A" line with P.I. between line or P.1. less than 4 4 and 7 are borderline cases GC Atlerberg limits above ·A· requiring use of dual symbols line with P.1. greater than 7 cu D60 D30 ~ --greater than 4, Cc w ---between 1 and 3 SW D10 D,o x D60 SP Nol meeting all gradation requirements for GW SM Atterberg hmits below • A" Limits plotting in shaded zone line or P. I. less than 4 with P.1. between 4 and 7 are Allerberg limits above "A" borderline cases requiring use SC line with P.I. greater than 7 of dual symbols. Determine percentages of sand and gravel trom grain-size curve Depending on percentage of fines (fract10n smaller than No. 200 sIese size). coarse-9rained SOils are ctass,fied as follows: Less than 5 percent . . . . .................... GW. GP. SW. SP Mo.-e than 12 percent .................. GM, GC, SM, SC 5 to 12 percent . . . . . ........ BordArimA r.H~Rs rAqrnring rh1al symb()ls 60 ~ 50 ~ X 40 w 0 ~ 30 ~ 0 20 i= CJ) '.'3 10 a. 00 PLASTICITY CHART CH /V I _,, A LINE I/ Pl= 0 73(LL-20) CL V MHAOH 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL) (%) CONSISTENCY Cohesive Soils Blows/ft• Blows/ft•• Very soft 0-4 0-4 Soft 2-4 4-11 Firm 4-8 11-50 Stiff 8-16 50-110 Very stiff 16-32 110-220 Hard Over 32 Over 220 • Blows/foot for a 140-pound hammer falling 30 inches to drive a 2-inch O.D., 1-3/8 inch I. D. Split Spoon sampler (Standard Penetration Test). •• Blows/foot for a 36-pound ham mer falling 24 inches to drive a 3.2S 0 .0., 2.411. D. Sampler (Hand Sampling). Blow count convergence to standard penetration test was done in accordance with Fig. 1.24 of Foundation Engineering Handbook by H.Y. Fang, Von Nostrand Reinhold, 1991. PA2022-014 --- LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: BA338.1 Boring No: B-1 Project: 319 Via Lido Scud, Newport Beach, CA Boring Location: See Figure 2 Creed Residence Date Started: 8/31/2021 Rig: Mob. 4" augers Date Completed 8/31/2021 Grnd Elev. +/-13 ft. NAVD88 Sample ',F. 13 Direct Type X 0. Shear -a, 'E 0 <I) Ji. <J) ■ThinWall [g12.5"Ring 0. "O f-<I) Q) .l!! Ji. .!: ·.;; <J) LL. 0. "O Tube Sample C: C: 'iii w .!: >, Q) 0 ·;;; C: <I) 0 0. f-f-€ (.) C: 0 0 t .3 ""' (Z] Bulk [D Standard Spl~ sz Static Water <I) 'iii .... a: ·o :5 ~ C: E (.) w <J) "' co Sample Spoon Sample = Table ::, 0 0) ::, I <I) '6 ii, ~ a. E f-0 C: X ::) ·o 0 w ·,. 0 ;:!; 0) ~f"lll J'"\C:~l"'OIDTlf"lll.l ;:!; I FILL: Grayish brown, silty fine to medium sand 1 SP with shell fragments, loose to medium dense, dry. Opt% X 2.4 106.1 108.0 32.0 72 10.0% 7 At 2.5 ft.: Grayish tan, silty fine to medium Sulf SM sand with shell fragments, mica, moist. 5.2 25ppm 5 -X At 4 ft.: Grayish tan fine to medium sand, moist, 5.4 90.4 SM / medium dense, with shells. 5.1 ~ 7 At 7 ft.: Same, becoming saturated. SM At 8 ft.: Saturated gray brown silty sand with mica 40.9 m<>rlium rlonse to dense. 10 - Total Depth: 9.0 ft. Groundwater at 7.5 ft. No Caving, Sleeved. Backfilled and Compacted 8/31/2021. 15 - 20 - 25 - 30 - 35 - 40 I EGA Consultants II ,:,;· I PA2022-014 LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: BA338.1 Boring No: B-2 Project: 319 Via Lido Soud, Newport Beach, CA Boring Location: See Figure 2 Creed Residence Date Started: 8/31/2021 Rig: Mob. 4" augers Date Completed: 8/31/2021 Grnd Elev. +/-13 ft NAVD88 Sample ~ u Direct Type X Cl. Shear Q) ~ 'ti <I) ~ Cf) ■ThinWall [8]2.S"Ring Cl. "O I- <I) <I) <I) :i:-E: (/) Cf) u. Cl. "O Tube Sample C: C: 't; w .s >, <I) 0 ·;;; C: <I) I-I-.0 t) 0 0 0 Cl. .c: :5 :,< C: ·;;; .... a:: 0 s lZ] Bulk [[] standard Spilt sz static Water !!! <I) E C. ~ 0 C: t) UJ <I) Cf) co Sample Spoon Sample = Table ::, ro ::, I "O en ~ Cl. E I-0 C: in :::) ·o 0 ·x 0 ~ ro ~ C,("\11 rlC:<' w ,~ " m, I FILL: Grayish pale brown, silty fine to medium 1 SP grained sand with shell fragments, loose to Opt% v medium dense, drv to sliohtlv moist 2.8 100.2 108.0 32.0 72 10.0% --" At 2.5 ft.: Grayish tan, silty fine to medium Sulf I/ SM sand with shell fragments, mica, moist 5.3 25ppm 5 -IX At 4 ft.: Grayish tan fine to medium sand, moist, SM / medium dense, with shells. 5.4 ~ z At 7 ft.: Same, becoming saturated. SM At 8 ft.: Saturated dark gray silty sand with mica medium dense to dense. 48.4 10 Total Depth: 10.0 ft. Groundwater at 7.5 ft. 15 -No Caving, Sleeved. Backfilled and Compacted 8/31/2021. 20 - 25 - 30 - 35 - 40 I EGA Consultants II F=~~· I PA2022-014 K~ Kehoe Testing and Engineering 714·901-7270 steve@kehoetesting.com www .kehoetesting.com Project: EGA Consultants Location: 319 Via Lido Soud, Newport Beach, CA 0 2 4 6 8 10 12 14 16 18 20 22 g24 ;:: o. 26 ., 0 28 30 32 34 36 38 40 42 44· 46- 48- 50- Cone resistance ...- ;J .-Ji) J ,. \ - -\ ~ -·- ~-- """"' --j-- -· -\. ~ } ? _L_tf - ~ -..J "1' ,,.. ,. ~ t! < 0 100 200 300 400 500 Tip resista nee (tsf) 0 2 4 6 8 Sleeve friction r -~ 5:> y ~ \ ~ C" 1 _z - ~ 10 12 14 16 18 20 22 g24 --~ } ,:;; c. 26 ., Cl 28 30 32 34 36 38 40 42 44 46 · 48- 50· 0 ' <t> .._ 'I ' ( ' ► -~ ( l ~ ~ I' I 2 3 4 Friction (tsf) - 5 0 2 4 6 8 10 12 14 16 18 20 22 ?24 ,:;; o. 26 ., 0 28 30 32 34 36 38 40 42 44 46- 48 50- f.- - ,_ - Pore pressure u \ - ' I \ \ ----\ , -- ·- \ , __ L ·20 -10 0 10 20 Pressure (psi) CPeT·IT v.2.3.1.9 -CPTU data presentation & interpretation software· Report created on: 9/24/2021, 9:44:50 AM Project file: C:\CPT Project Data\EGA-NewportBeach(Vialido)9·21 \CPT Report\CPeT.cpt 0 2 4 6 8 10 12 14 16 18 20 22 g24 ;:: a. 26 <1) 0 28 30 32 34 36 38 40 42 44 46 48 50 Fr iction ratio ( ~ :ti&' -.- -I I I ' j ' -- - - I ! : - 9 -i i ! : i 0 l 2 3 4 5 6 7 8 Rf(%) CPT-1 Total depth: 50.22 ft, Date: 9/23/2021 Soil Behaviour Type 0 1 r 1 5"/'0 1 1 1 2 4 6 14 16 18 20 22 I I sal,m;fiy san~ I I 4 t~1r~~~an~~mf--1 ~--1-----4-~-sanfh""~-silt+- 1----a -+-I---1 saho & sijty sani I-I ~. g24 s --t--+-- Sa & si sand ,:;; c. 26 ., Cl 28- 30- 32 -1 34 36 38 40 42 44 46 48 a H =+4~q_~ t---;-aj,d fild.&.silty..sanq.........J...--1 d Sa Sa/,o r:::! r Saf'd & sijty_ sane sai,d 50 I I I I I I I I I I 0 2 4 6 8 10 12 14 16 18 SBT (Robertson, 2010) PA2022-014 In situ data Depth (ft) qc (tsf) 4 6 7 8 9 10 11 12 13 14 IS 16 17 18 19 20 21 22 23 24 2S 26 27 28 29 30 31 32 33 34 35 36 37 38 39 10 41 42 43 44 45 46 47 48 49 so 152.03 142.6 126.22 110.4 97.68 82.52 63.78 41.45 31.81 42.31 71.05 97.82 114.18 119.77 124.43 132.1 147 167.09 193.66 221.08 241.02 255.79 265.56 275.89 275.S6 270.49 263.6 257.56 250.25 243.83 246.17 254.02 265.78 277,17 288.39 293.9S 288.97 276.59 274.01 291.68 323.64 346.67 354.33 352.83 348.41 344.73 338.96 310.7 344.72 349.66 fs (tsf) 0.4 0.46 0.35 0.4 0.65 0.28 0.28 0,24 0.12 0.11 0.3 0.43 0.65 0.87 0.96 0.89 0.89 0.47 0.72 0.66 0.97 0.75 0.75 1.08 l.24 0.9 1.18 1.09 0.81 0.79 1.01 0.93 0.73 0.85 0.93 0.81 0.85 I.OS 0.5 0.69 0.65 1.14 1.29 1.49 1.55 1.35 1.52 1.25 0.95 0 SBTn Ksbt (ft/s) Cv (ft2/s) 1.18E·02 2.08E+02 7 7.61E-03 l.37E+02 7 4.26E-03 7.67E+Ol 6 1.93E·03 3.54E+Ol 6 l.12E-03 1.96E+Ol 6 6.14E-Q4 1.0lE+ol 6 3.87E-04 5.30E+OO 6 1.52E-04 1.79E+OO l.06E·04 1.12E+OO 6 1.79E-04 2.17E+OO 3.37E-04 S.31E+OO 6 4.4SE·04 8.95E+OO 6 4.29E·04 l.02E+Ol 6 3.54E·04 9.10E+OO 6 3.38E-04 9.SIE+OO 6 4.13E-04 1.20E+Ol 6 8.14E-04 2.31E+ol 6 1.46E-03 4.24E+Ol 2.82E-03 8.36E+OI 2.97E·03 9.83E+OI 7 4.0IE·03 l.38E+02 4.61E·03 l.64E+02 4.93E·03 l.81E+02 3.87E·03 l.52E+02 3.52E·03 l.42E+02 3.02E·03 1.23E +02 2.92£-03 1.17E+02 6 2.67E-03 l.06E+o2 2.97E-03 1.12E+02 2.84E-03 l.07E+o2 6 2.60E-o3 9.99E+ol 2.95E-o3 1.14E+o2 3.77E-03 1.45E+o2 4.37E-03 l,71E+o2 4.66E-03 l.86E+02 7 4.SOE-03 l.93E+02 4.07E·03 1.66E+02 7 4.37E-03 1.72E+02 7 4.83E-03 l.88E+02 7 7.96E-03 2.98E+02 6.90E-03 2.87E+o2 7 6.09E-03 2.76E+o2 7 4.29E·03 2.IJE+02 3.4SE·03 1.79E+02 3. 15E·03 l.64E+02 2 .. 86E·03 1.50E+02 7 3.11E·03 l.59E+02 7 3.72E-03 l.84E+02 9.47E·03 4.00E+02 0 O.OOE+OO O.OOE+OO SPTN60 (blows/I-) 22 21 20 19 18 16 13 10 9 10 14 19 22 24 25 27 28 30 32 36 39 40 42 44 45 45 44 43 41 41 42 42 43 44 41 4f 4f 45 44 45 49 53 5li 5) 5) 57 56 55 SI 48 Constrained Mod. (tsf) 551.19 561.89 562.06 571.25 547.98 511.83 427.23 367.84 329.88 377.46 491.44 627.43 740.89 828.55 877.02 907.27 887,47 909.62 925.15 1033.52 1071.71 1109.75 1146,82 1227.64 1255.97 1271.6 1251.14 1238.17 1183.28 1174,41 1198.95 1206.14 1201.06 1219.88 1246.59 1256.89 1276.95 1230.68 1212.61 1169.89 1299.26 1415.75 1551.78 1616.12 1628.07 1634.33 1597.05 1546.35 1319.03 1125.39 Or(%) 100 96 88 83 77 70 60 52 47 50 58 65 69 71 72 73 75 78 82 86 89 90 92 92 92 91 89 87 86 84 84 85 86 87 88 88 87 86 86 88 91 93 94 93 92 91 91 90 91 0 Frid:ion angle(•) 45.92 44.8 43.7 42.87 41.76 40.48 38.49 36.85 35.9 36.06 37.91 39.54 10.4 10.76 40.89 41.1 41.41 41.98 42.61 43.3 43.74 44.02 44.21 44.31 44.27 44.08 43.83 43.56 43.28 43.09 43.04 43.15 43.33 43.54 43.69 43.71 43.54 43.31 43.27 43.59 44.07 44.44 44.55 44.48 44.34 44.17 44.06 44.02 44.14 0 319 Via Lido Soud, Newport Beach, CA Project No.: BA338.1 September 2021 EGA Consultants es (tsf) 439.78 448.31 448.45 455.79 437.22 108.37 310.87 293.49 263.2 301.17 392.1 500.61 59\.14 661.08 699.75 723.88 708.09 n5.76 738.16 824.62 855.09 885.44 915.02 979.5 1002.1 1014.58 998.25 987.9 944.11 937.03 956.61 962.35 958.29 973.31 994.62 1002.84 1018.84 981.93 967.5 933.42 1036.64 1129.59 1238.12 1289.46 1298.99 1303.98 1274.24 1233.79 1052.42 Go (tsf) 551.19 561.89 562.06 571.25 547.98 511.83 427.23 367.84 329.88 377.46 491.44 627.43 740.89 828.55 877.02 907.27 887.47 909.62 925.15 1033.52 1071.71 1109.75 1146.82 1227.64 1255.97 1271.6 1251.14 1238.17 1183.28 1174.41 1198.95 1206.14 1201.06 1219.88 1246.59 1256.89 1276.95 1230.68 1212.61 1169.89 1299.26 1415.75 1551.78 1616.12 1628.07 1634.33 1597.05 1546.35 1319.03 1125.39 0 0 0 0 0 0 0 0 Su (tsf) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CPT-1 advanced to 50.22 feet by Kehoe Testing and Engineering on September 23, 2021 PA2022-014 APPENDIX B LABORATORY RESULTS PA2022-014 ~ G3 Soil Works GEOLOGY· GEOTECH · GROUNDWATER EGA Consultants 375-C Monte Vista Avenue Costa Mesa, California 92627 Attention: Subject: Mr. David Worthington, C.E.G. Laboratory Test Results 319 Via Lido Soud Newport Beach, California Dear Mr. Worthington: September 20, 2021 Project No. 114-717-10 G3SoiIWorks, Inc. performed the requested laboratory tests on the soil specimens delivered to our office for the subject project. The results of these tests are included as an attachment to this report. We appreciate the opportunity of providing our services to you on this project. Should you have any questions, please contact the undersigned. Sincerely, G~SoilWorks, Inc. Attachment: Laboratory Test Results 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2022-014 EGA Consultants Laboratory Test Results 319 Via Lido Soud Newport Beach, California September 20, 2021 Project No. 114-717-10 Page 2 of 3 LABORATORY TEST RESULTS Summarized below are the results of requested laboratory testing on samples submitted to our office. Dry Density and Moisture Content Tabulated below are the requested results of field dry density and moisture contents of undisturbed soils samples retained in 2.42-inch inside diameter by 1-inch height rings. Sample Dry Density Moisture Content Identification (pcf) (%) B-1 @ 2.5' 106.1 2.4 B-1 @ 5.0' 94.0 5.4 B-2@ 2.5' 100.2 2.8 Soil Classification Requested soil samples were classified using ASTM D2487 as a guideline and are based on visual and textural methods only. These classifications are shown below: Sample Identification Soil Description Group Symbol Poorly-Graded sand, medium-to B-2@ 0-3' fine-grained, contains shell SP fragments, pale brown Maximum Dry Density and Optimum Moisture Content Maximum dry density and optimum moisture content test was performed on the submitted bulk soil samples in accordance with ASTM D 1557. The results are shown below: Sample Identification Maximum Dry Density Optimum Moisture (pcf) Content(%) B-2@ 0-3' 108.0 10.0 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2022-014 EGA Consultants Laboratory Test Results 319 Via Lido Soud Newport Beach, California Sulfate Content September 20, 2021 Project No. 114-717-10 Page 3 of 3 A selected bulk sample was tested for soluble sulfate content in accordance with Hach procedure. The test result is shown below: Sample Identification Water Soluble Sulfate in Soil Sulfate Exposure (PPM) (ACI 318-08, Table 4.2.1) 8-2@ 0-3' 25 so Direct Shear The results of direct shear testing (ASTM D3080) on sample identified as B-1 @ 2.5 feet are plotted on Figure S-1 . Soil specimen was soaked in a confined state and sheared under varied loads ranging from 1.0 ksf to 4.0 ksf with a direct shear machine set at a controlled rate of strain of 0.01 inch per minute. Consolidation A consolidation test was performed on sample identified as B-1 @ 5 feet. The test specimen was initially loaded to 0.2 tons per square foot and soaked during the test. Progressive loading was then applied to a maximum of 3.2 tons per square foot. Loading was then reduced to determine rebound characteristics. The consolidation test is presented on Figure C-1. 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2022-014 4,000 3,750 3,500 3,250 3,000 2,750 w.. 2,500 (f) a.. (f) 2,250 (f) 1,1.J 0:: 2,000 t-(f) 0:: 1,750 < LU I (f) 1,500 1,250 1,000 750 500 250 0 0 symbol boring • B-1 500 1,000 DIRECT SHEAR TEST Undisturbed 1,500 2,000 2,500 NORMALSTRESS,PSF 3,000 3,500 4,000 319 Via Lido Soud, Newport Beach COHESION 72 psf. depth (ft.) symbol boring depth (ft.) 2.5 FRICTION ANGLE 32.0 degrees FIGURE S-1 DIRECT SHEAR TEST PN: 114-717-10 REPORT DATE: 09/20/2021 3SO F1,chPr Ave. Front Costa fvP«a CA 926?6 Phone (714) 66fl '>600 wwwG:SS01l\'\-'01·ksco1n FIG. S-1 PA2022-014 f- I (!) w I z w (!) z <( I u f-z w u a: w a.. COMPRESSIVE STRESS IN TSF 0.01 0.0 2 3 4 5 6 7 8~.1 2 3 4567891 2 3 4 5 678910 3.0 4.0 5.0 6.0 7.0 8.0 Boring Depth(ft.) Dry Density in situ Moist. -200 sieve Group Symbol Soil Description B-1 5.0 94.0 5.4 SP 319 Via Lido Soud, Newport Beach WATER ADDED AT 0.8 TSF. FI GURE C-1 CONSOLIDATION CURVE PN:114-717-10 REPORT DATE: 09/2012021 .... _, .. ··•····· •.•• 350 Fischer Ave rront Costa Mesa. CA Sl2626 Phone. (714) 668 5600 www.G~Sci1Works com FIG. C-1 PA2022-014 319 Via lido Soud Newport Beach, CA Project No. BA338.1 September 2021 Sample Identification 8-1@ 4' 8-1@ 6' 8-1@ 8' 8-2@ 4' 8-2@ 6' 8-2@ 8' 1 of 1 Moisture Content % 5.2 5.1 40.9 5.3 5.4 48.4 c1ms11lta11ts ell[?inccring geotcrlmical 11vplirntio11s PA2022-014 APPENDIX C GENERAL EARTHWORKS AND GRADING GUIDELINES PA2022-014 GENERAL EARTHWORK AND GRADING GUIDELINES I. GENERAL These guidelines present general procedures and requirements for grading and earthwork including preparation of areas to be filled, placement of fill, installation of subdrains, and excavations. The recommendations contained in the geotechnical report are a part of the earthwork and grading specifications and should supersede the provisions contained herein in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. II. EARTHWORK OBSERVATION AND TESTING Prior to commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. The consultant is to provide adequate testing and observation so that he may determine that the work was accomplished as specified. It should be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that the consultant may schedule his personnel accordingly. The contractor is to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, and these specifications. If in the opinion of the consultant, unsatisfactory conditions are resulting in a quality of work less than required in these specifications, the consultant may reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to determine the degree of compaction should be performed in accordance with the American Society for Testing and Materials Test Method ASTM: D 1557. 319 Via Lido Soud, Newpon Beach (Balboa Island), CA Soils Report -Proposed Residence Project No. l:lA338. I September 24, 2021 PA2022-014 Ill. PREPARATION OF AREAS TO BE FILLED IV. 1. 2. Clearing and Grubbing: All brush, vegetation, and debris should be removed and otherwise disposed of. Processing: The existing ground which is evaluated to be satisfactory for support of fill should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction. 3. Overexcavation: Soft, dry, spongy, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, 4. 5. 6. should be over excavated down to firm ground, approved by the consultant. Moisture Conditioning: Over excavated and processed soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. Recompaction: Over excavated and processed soils which have been properly mixed and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent. Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground should be benched. The lowest bench should be a minimum of 15 feet wide, and at least 2 feet deep, expose firm material, and be approved by the consultant. Other benches should be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5: 1 should be benched or otherwise over excavated when considered necessary by the consultant. 7. Approval: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches should be approved by the consultant prior to fill placement. FILL MATERIAL 1. General: Material to be placed as fill should be free of organic matter and other deleterious substances, and should be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics should be placed in areas 319 Via Lido Soud, Newport Beach (Balboa Island), C/\ Soils Report -Proposed Residence Project No B/\338.1 September 24, 2021 2 PA2022-014 V. 2. designated by the consultant or mixed with other soils until suitable to serve as satisfactory fill material. Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, should not be buried or placed in fill, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 3. Import: If importing of fill material is necessary for grading, the import material should be approved by the geotechnical consultant. FILL PLACEMENT AND COMPACTION 1. 2. Fill Lifts: Approved fill material should be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and should be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. Fill Moisture: Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or blended with drier material. Moisture-conditioning and mixing of fill layers should continue until the fill material is at a uniform moisture content at or near optimum. 3. Compaction of Fill: After each layer has been evenly spread, moisture- conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment should be adequately sized and either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. 4. Fill Slopes: Compacting of slopes should be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at 319 Via Lido Soud, Newport Beach (Balboa Island), CA Soils Report -Proposed Residence Project No. 13/\338.1 September 24, 2021 3 PA2022-014 VI. VII. 5, frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent. Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests should be at the consultant's discretion. In general, the tests should be taken at an interval not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment. SUBDRAIN INSTALLATION Subdrain systems, if required, should be installed in approved ground and should not be changed or modified without the approval of the consultant. The consultant, however, may recommend and upon approval, direct changes in subdrain line, grade, or material. EXCAVATION Excavations and cut slopes should be examined during grading. If directed by the consultant, further excavation or overexcavation and refilling of cut areas should be performed, and/or remedial grading of cut slopes performed. Where fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be made and approved by the consultant prior to placement of materials for construction of the fill portion of the slope. 319 Via Lido Soud, Newport Beach (Balboa Island), CA Soils Report • Proposed Residence Project No. BA338. I September 24, 2021 4 PA2022-014 APPENDIX D USGS Design Maps Detailed Report PA2022-014 L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: 319 Via Lido Saud, Newport Beach, CA 92663, USA 33.6136002, -117.922566 27 ft 2021-09-24T04:55:51.280Z Seismic o -- Santa Monica 9 ~ Riverside 0 Long Beac.27 ft iheim W 0 ,~ne Catalina Island Essential Fish Habitat... Temecula 0 Hazard Type: Reference Document: ASCE7-16 Go gle -Cl Oceanside W Natic Map data ©2021 Google, INEGI Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.386 MCER ground motion (period=0.2s) S1 0.493 MCER ground motion (period=1.0s) SMs 1.663 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value Sos 1.109 Numeric seismic design value at 0.2s SA So1 • null Numeric seismic design value at 1.0s SA * See Section 11.4.8 •Additional Information Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.906 Coefficient of risk (0.2s) CR1 0.919 Coefficient of risk (1.0s) PGA 0.606 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.728 Site modified peak ground acceleration PA2022-014 TL 8 SsRT 1.386 SsUH 1.53 SsD 2.613 S1RT 0.493 S1UH 0.537 S1D 0.825 PGAd 1.055 • See Section 11.4.8 Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. 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PA2022-014 APPENDIX E LIQUEFACTION ANALYSES/SETTLEMENT COMPUTATIONS PA2022-014 IDll!.11 ~ilCilWS:ti!CS; Peak Ground Acceleration: 0.728 Earthquake Magnitude: 7.2 Water Table Depth (m): 0.66 Average y above water table (kN/mA3): 16 Average y below water table (kN/mA3): 18 Borehole diameter (mm): 34.925 Requires correction for Sample Liners (YES/NO): Sample Depth Number (m) 1 0.30 2 0.61 3 0.91 4 1.22 5 1.52 6 1.83 7 2.13 8 2.44 9 2.74 10 3.05 11 3.35 12 3.66 13 3.96 14 4.27 15 4.57 16 4.88 17 5.18 18 5.49 19 5.79 20 6.10 21 6.40 22 6.71 23 7.01 24 7.32 c onsu ltants Measured (N) Soil Type (USCS) 22 SP 21 SP 20 SP 19 SM 18 SM 16 SM 13 SM 10 ML/CL 9 CL/ML 10 ML/CL 14 SM 19 SM 22 SM 24 SM 25 SM 27 SM 28 SM 30 SM 32 SM 36 SM 39 SM 40 SP 42 SM 44 SP eng ine ering geote chnic al applicatio ns NO Flag "Clay" Fines "Unsaturated" Co ntent "Unreliable" (%) 4 4 4 13 13 13 13 50 Clay 50 Clay 50 13 13 13 13 13 13 13 13 13 13 13 4 13 4 Energy CE CB CR cs Ratio (ER)% 65 1.08 1 0.75 1 65 1.08 1 0.75 1 65 1.08 1 0.75 1 65 1.08 1 0.75 1 65 1.08 1 0.8 1 65 1.08 1 0.8 1 65 1.08 1 0.8 1 65 1.08 1 0.8 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 N60 17.88 17.06 16.25 15.44 15.60 13.87 11.27 8.67 8.29 9.21 12.89 17.50 20.26 22.10 25.73 27.79 28.82 30.88 32.93 37.05 40.14 41.17 43.23 45.28 o-VC 4.88 9.75 15.14 20.63 26.11 31.60 37.08 42.57 48.06 53.54 59.03 64.52 70.00 75.49 80.98 86.46 91.95 97.44 102.92 108.41 113.89 119.38 124.87 130.35 319 Via Lido Saud, Newport Beach, CA BA338.1 September 2021 crVC' CN 4.88 1.70 9.75 1.70 12.64 1.70 15.14 1.70 17.64 1.70 20.13 1.70 22.63 1.70 25.13 1.70 27.62 1.70 30.12 1.70 32.61 1.70 35.11 1.70 37.61 1.64 40.10 1.59 42.60 1.54 45.10 1.50 47.59 1.46 50.09 1.42 52.58 1.39 55.08 1.36 57.58 1.33 60.07 1.30 62.57 1.27 65.07 1.25 PLATE A CPT-1 advanced to 50.22 ft. on 9/23/2021 Page 1 PA2022-014 25 7.62 45 SM 13 65 1.08 1 0.95 1 26 7.92 45 SP 4 65 1.08 1 0.95 1 27 8.23 44 SM 13 65 1.08 1 0.95 1 28 8.53 43 SP 4 65 1.08 1 1 1 29 8.84 41 SM 13 65 1.08 1 1 1 30 9.14 41 SM 13 65 1.08 1 1 1 31 9.45 42 SM 13 65 1.08 1 1 1 32 9.75 42 SP 4 65 1.08 1 1 1 33 10.06 43 SP 4 65 1.08 1 1 1 34 10.36 44 SP 4 65 1.08 1 1 1 35 10.67 46 SP 4 65 1.08 1 1 1 36 10.97 46 SP 4 65 1.08 1 1 1 37 11.28 46 SP 4 65 1.08 1 1 1 38 11.58 45 SP 4 65 1.08 1 1 1 39 11.89 44 SP 4 65 1.08 1 1 1 40 12.19 45 SP 4 65 1.08 1 1 1 41 12.50 49 SP 4 65 1.08 1 1 1 42 12.80 53 SP 4 65 1.08 1 1 1 43 13.11 56 SP 4 65 1.08 1 1 1 44 13.41 57 SP 4 65 1.08 1 1 1 45 13.72 57 SP 4 65 1.08 1 1 1 46 14.02 57 SP 4 65 1.08 1 1 1 47 14.33 56 SM 13 65 1.08 1 1 1 48 14.63 55 SP 4 65 1.08 1 1 1 49 14.94 51 SP 4 65 1.08 1 1 1 so 15.24 48 SP 4 65 1.08 1 1 1 Auger Diameter: 1.375 inches Hammer Weight: n.a. Drop: continuous push CPT-1 advanced to 50.22 ft by Kehoe Testing and Engineering on September 23, 2021 (CPT Data Logs attached herein) References: Idriss, I.M. and Boulanger. R.W. Soil Liquefaction During earthquakes. Earthquake Engineering Research Institute. 8 September 2008. Liu. C. and Evett, J.B. Soils and Foundations. 8th Edition. 4 August 2013. Martin, G.R. and Lew. M. Recommendations for Implementation of DMG Special Publication I I 7, University of Southern California Earthquake Center. March 1999. Ca!tfornia Department ofConservadon, CGS. Special Publication l 17k Guidelines for evaluating and Mitigating Seismic Hazards in California. Rev 11 Sept. 2008. consultants engineering geotechnical applications 46.31 46.31 45.28 46.58 44.42 44.42 45.50 45.50 46.58 47.67 49.83 49.83 49.83 48.75 47.67 48.75 53.08 57.42 60.67 61.75 61.75 61.75 60.67 59.58 55.25 52.00 319 Via Lido Soud, Newport Beach, CA BA338.l September 2021 135.84 67.56 1.22 141.33 70.06 1.20 146.81 72.56 1.18 152.30 75.05 1.16 157.79 77.55 1.14 163.27 80.04 1.13 168.76 82.54 1.11 174.24 85.04 1.09 179.73 87.53 1.08 185.22 90.03 1.06 190.70 92.53 1.05 196.19 95.02 1.03 201.68 97.52 1.02 207.16 100.01 1.01 212.65 102.51 0.99 218.14 105.01 0.98 223.62 107.50 0.97 229.11 110.00 0.96 234.60 112.50 0.95 240.08 114.99 0.94 245.57 117.49 0.93 251.05 119.98 0.92 256.54 122.48 0.91 262.03 124.98 0.90 267.51 127.47 0.89 273.00 129.97 0.88 PLATE A CPT-1 advanced to 50.22 ft. on 9/23/2021 Page 2 PA2022-014 (N1)60 ilN for Fines Content 30.39 0.00 29.01 0.00 27.63 0.00 26.24 2.51 26.52 2.51 23.57 2.51 19.15 2.51 14.73 5.61 n.a. n.a. n.a. n.a. 21.92 2.51 29.72 2.51 33.25 2.51 35.13 2.51 39.68 2.51 41.65 2.51 42.05 2.51 43.91 2.51 45.72 2.51 50.25 2.51 53.25 2.51 53.46 0.00 55.01 2.51 56.51 0.00 c onsultants (N1)60-CS Stress reduction coeff, rd 30.39 1.00 29.01 1.00 27.63 1.00 28.75 1.00 29.03 0.99 26.08 0.99 21.66 0.99 20.35 0 98 n.a. 0.98 n.a. 0.98 24.42 0.97 32.23 0.97 35.76 0.97 37.64 0.96 42.19 0.96 44.16 0.95 44.55 0.95 46.42 0.95 48.22 0.94 52.76 0.94 55.75 0.93 53.46 0.93 57.51 0.92 56.51 0.92 e ngineering geotechnicc,/ applications CSR 0.48 0.47 0.57 0.64 0.70 0.74 0.77 0.79 0.81 0.82 0.83 0.84 0.85 0.86 0.86 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 MSF for sand Ko for sand CRR for M=7.5 CRR & crVC' = 1 atm 1.08 t.10 0.51 0.61 1.08 1.10 0.43 0.51 1.08 1.10 0.37 0.44 1.08 1.10 0.42 0.50 1.08 1.10 0.43 0.51 1.08 1.10 0.32 0.38 1.08 1.10 0.23 0.27 1.08 1.10 0.21 0.25 1.08 1.10 n.a. n.a. 1.08 1.10 n.a. n.a. 1.08 1.10 0.28 0.33 1.08 1.10 0.67 0.80 1.08 1.10 1.31 1.55 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 1.08 1.10 2.00 2.00 319 Via Lido Saud, Newport Beach, CA BA338.1 September 2021 Factor of Limiting shear Safety strain ylim 1.28 0.04 1.08 0.05 0.78 0.06 0.77 0.06 0.74 0.05 0.52 0.08 0.35 0.13 0.32 0.15 n.a. 0.00 n.a. 0.00 0.40 0.10 0.94 O.Q3 1.83 0.02 2.00 0.01 2.00 O.Ql 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 PLATE A CPT-1 advanced to 50.22 It. on 9/23/2021 Page 3 PA2022-014 56.72 2.51 59.22 0.91 0.87 1.08 1.10 55.70 0.00 55.70 0.91 0.87 1.08 1.10 53.51 2.51 56.02 0.90 0.87 1.08 1.10 54.13 0.00 54.13 0.90 0.86 1.08 1.09 50.77 2.51 53.28 0.89 0.86 1.08 1.08 49.97 2.51 52.48 0.89 0.86 1.08 1.07 50.41 2.51 52.92 0.88 0.86 1.08 1.06 49.67 0.00 49.67 0.88 0.85 1.08 1.05 50.12 0.00 50.12 0.87 0.85 1.08 1.04 50.57 0.00 50.57 0.87 0.85 1.08 1.03 52.15 0.00 52.15 0.86 0.84 1.08 1.03 51.46 0.00 51.46 0.86 0.84 1.08 1.02 50.80 0.00 50.80 0.85 0.84 1.08 1.01 49.07 0.00 49.07 0.85 0.83 1.08 LOO 47.39 0.00 47.39 0.84 0.83 1.08 1.00 47.89 0.00 47.89 0.84 0.82 1.08 0.99 51.54 0.00 51.54 0.83 0.82 1.08 0.98 55.11 0.00 55.11 0.83 0.82 1.08 0.97 57.58 0.00 57.58 0.82 0.81 1.08 0.97 57.96 0.00 57.96 0.82 0.81 1.08 0.96 57.35 0.00 57.35 0.81 0.80 1.08 0.96 56.75 0.00 56.75 0.81 0.80 1.08 0.95 55.18 2.51 57.69 0.80 0.80 1.08 0.94 53.65 0.00 53.65 0.80 0.79 1.08 0.94 49.26 0.00 49.26 0.79 0.79 1.08 0.93 45.91 0.00 45.91 0.79 0.78 1.08 0.93 References: Idriss, I.M. and Boulanger, R.W. S-Oil Liquefaction During Earthquakes. E.irthquake Engineering Research Institute. 8 September 2008. Liu. C. and Evett, f.8. Soils and Foundations, 8th Edition. 4 August 2013. 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Martin, G.R. and Lew, M. Recommendations for Implementation of DMG Special Publicotion 117. UniverSlty of Southern California Earthquake Center. March 1999. C.llfornla Department of Conservation, CGS. Special Publication 117A: Cu,delinesfor Evaluating and Mitigating Seismic Hazards in Colifornia. Rev 11 SepL 2008. consultants engineering geotechnical applications 319 Via Lido Soud, Newport Beach, CA BA338. l September 2021 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 PLATE A CPT-1 advanced to 50.22 ft. on 9/23/2021 Page 4 PA2022-014 Parameter Fa -0.11 -0.02 0.07 -0.01 -0.02 0.17 0.43 0.50 0.00 0.00 0.27 -0.24 -0.49 -0.63 -0.97 -1.12 -1.15 -1.30 -1.45 -1.81 -2.06 -1.87 -2.21 -2.13 Maximum llHi (m) shear strain ymax 0.02 0.03 0.06 0.06 0.05 0.08 0.13 0.15 0.00 0.00 0.10 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 engineering geotechnica/ applications 030 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 consultants llLD!i (m) O.Dl 0.01 0.02 0.02 0.02 0.02 0.04 0.05 0.00 0.00 0.03 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vertical llSi (m) llSi (ft) reconsol. Strain tv 0.00 0.00 0.00 0.01 0.00 0.01 O.Dl 0.00 0.01 0.01 0.00 0.01 0.01 0.00 O.Dl 0.02 0.01 O.Q2 0.02 O.Dl 0.02 0.02 O.Dl 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.01 0.02 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 llSi (inches) 0.05 0.07 0.15 0.14 0.13 0.21 0.26 0.27 0.00 0.00 1.28 319 Via Lido Soud, Newport Beach, CA BA338.1 September 2021 I = 0.23 n=10 0.07 Post Soil Cement Treatment: 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I = o.87 n=lO PLATE A CPT-1 advanced to 50.22 ft. on 9/23/2021 Page 5 PA2022-014 -2.36 0.00 0.30 0.00 0.00 0.00 -2 06 0.00 0.30 0.00 0.00 0.00 -2.09 0.00 0.30 0.00 0.00 0.00 -1.93 0.00 0.30 0.00 0.00 0.00 -1.86 0.00 0.30 0.00 0.00 0.00 -1.79 0.00 0.30 0.00 0.00 0.00 -1.83 0.00 0.30 0.00 0.00 0.00 -1.56 0.00 0.30 0.00 0.00 0.00 -1.60 0.00 0.30 0.00 0.00 0.00 -1.64 0.00 0.30 0.00 0.00 0.00 -1.76 0.00 0.30 0.00 0.00 0.00 -1.71 0.00 0.30 0.00 0.00 0.00 -1.65 0.00 0.30 0.00 0.00 0.00 -1.51 0.00 0.30 0.00 0.00 0.00 -1.38 0.00 0.30 0.00 0.00 0.00 -1.42 0.00 0.30 0.00 0.00 0.00 -1.71 0.00 0.30 0.00 0.00 0.00 -2.01 0.00 0.30 0.00 0.00 0.00 -2.22 0.00 0.30 0.00 0.00 0.00 -2.25 0.00 0.30 0.00 0.00 0.00 -2.20 0.00 0.30 0.00 0.00 0.00 -2.15 0.00 0.30 0.00 0.00 0.00 -2.23 0.00 0.30 0.00 0.00 0.00 -1.89 0.00 0.30 0.00 0.00 0.00 -1.53 0.00 0.30 0.00 0.00 0.00 -1.26 0.00 0.30 0.00 0.00 0.00 Total Settlement: I O.D4! References: Idriss, J.M. and Boulanger, R.W. Soil Uquefaction During Earthquakes. Earthquake Engineering Research Institute. 8 September 2008. Liu. C. and Evett. J.B. Soils a11d Foundations, 8th Edition . 4 August 2013. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.131 1.59! Martin, G.R. and Lew. M. Recommendations for /mplementacian of DMG Special Publication 117. University of Southern California Earthquake Center. March 1999. Callfornla Department of Conservation, CGS. Special Publication 117 A: Guidelines for Evaluating and Mitigating Seismic Hazards in Califorma. Rev 11 Sept 2008. consultants engineering geo1ecl111ical applications 319 Via Lido Saud, Newport Beach, CA BA338.l September 2021 PLATE A CPT-1 advanced to 50.22 ft. on 9/23/2021 Page 6 PA2022-014