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Home My WebLink AboutPA2021-268_20211108_Geotechnical Investigation_6-11-21consultants GEOTECHNICAL INVESTIGATION FOR PROPOSED SINGLE FAMILY DWELLING LOCATED AT 139 NORTH BAY FRONT (Balboa Island) NEWPORT BEACH, CALIFORNIA Presented to: Gary & Dottie Gunderson 139 North Bay Front Balboa Island, CA 92662 c/o: Ian Harrison, Architect 220 Newport Center Drive, 11-342 Newport Beach, CA 92660 Prepared by: EGA Consultants, Inc. 375-C Monte Vista Avenue Costa Mesa, California 92627 ph (949) 642-9309 fax (949) 642-1290 June 11 , 2021 Project No. IH315.1 engineering geotuhnical applications 375 -C Monte Vista Avenue • Costa Mesa, CA 92627 • (9 49) 6 4 2-930 9 • FAX (949) 642-1290 PA2021-268 consultants e11gi11eeri11g geotecimica/ applicatio11s Gary & Dottie Gunderson 139 North Bay Front Balboa Island, CA 92662 June 11 , 2021 Project No. IH315.1 c/o: Ian Harrison, Architect Subject: GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENT IAL DEVELOPMENT LOCATED AT MERGED LOTS 139 NORTH BAY FRONT (Balboa Island) NEWPORT BEACH, CALIFORNIA Dear Team, 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 structures 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, DAVID A. WORTHINGTON, CEG 2124 Principal Engineering GeologisUPres. ~ JOHN F. EGGERS Staff Geologist cc: (3) Addressee -·· Sr. Project En 375-C Monte Vista Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 PA2021-268 consultants engineering geotu hnical applications June 11 , 2021 Project No. IH315.1 Site: Proposed Single Family Dwelling: 139 North Bay Front Newport Beach (Balboa Island), California Executive Summary 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: 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 900 psf 1,750 psf -building, continuous; 2,250 psf -pad footings 200 psf per foot 0.30 0.30 Non-Expansive Silty Sands and Silts Negligible min. 3½ ft. below existing grade, scarify bottom 116.5 pct@ 12.0 % Opt. Moisture * Concrete building slabs shall be underlain by 2" clean sand, underlain by a min. 15 mil thick moisture barrier, with all laps sealed, underlain by 4" of ¾-inch gravel (capillary break). Seismic Values (per CBC 2019, ASCE 7-10): Site Class Definition (Table 1613.5.2) Mapped Spectral Response Acceleration at 0.2s Period, S5 Mapped Spectral Response Acceleration at 1 s Period, S1 Short Period Site Coefficient at 0.2 Period, Fa Long Period Site Coefficient at 1 s Period, F v Adjusted Spectral Response Acceleration at 0.2s Period, SMs Adjusted Spectral Response Acceleration at 1 s Period, SM1 Design Spectral Response Acceleration at 0.2s Period, S05 Design Spectral Response Acceleration at 1 s Period, S01 D 1.386 g 0.492 g 1.2 1.8 1.663 g 0.886 g 1.109 g 0.590 g PGAm = 0.728 g 375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 PA2021-268 INTRODUCTION GEOTECHNICAL INVESTIGATION FOR PROPOSED SINGLE FAMILY DWELLING LOCATED AT 139 NORTH BAY FRONT NEWPORT BEACH, CALIFORNIA June 11, 2021 Project No. IH315.1 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 139 North Bay Front, 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 fo r 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 mapping; • 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 45 feet below grade at which geologic refusal was met under a 600 ton point load (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 PA2021-268 GENERAL SITE CONDITIONS The subject property consists of a 30 feet wide by 85 feet long rectangular-shaped lot located at 139 North Bay Front within the City of Newport Beach, County of Orange. The site is located on the northwestern edge of Balboa Island within the Newport Harbor. For the purpose of clarity in this report, the lot is bound by a pedestrian strada and seawall/bulkhead to the north, by North Bay Front to the south, and by similar residences to the east and west. Channel waters of the Newport Bay harbor are located approximately 15 feet to the north of the subject site. The Pacific Ocean shoreline is located approximately½ mile to the southwest of the property, across the Balboa Peninsula (see Site Location Map, Figure 1 ). The subject lots consists of a relatively flat, planar lots with no significant slopes on or adjacent to the site. Currently, the subject site is occupied by a two-story residence situated on a graded level pad. All structures are supported on continuous perimeter footings with slab-on- grade floors. An attached two car garage is included as a portion of the first level of the two-story residence and is accessed via North Bay Front. The site is legally described as Lot 11 of Block 2 of the Re-subdivision of Section 1 of Balboa Island (APN 050-021 -02). The existing residential footprint and property lines are shown herein (see Plot Plan, Figure 2). PROPOSED RESIDENTIAL DEVELOPMENT Based on the preliminary plans by the project architect, Ian Harrison, the proposed residential development shall include the demolition of the existing structures, and the construction of a new two-story, single family dwelling with a rooftop deck and an attached two-car garage. No basement or retaining walls are planned. 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 th is 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 139 North l3ay Front, Newport l3each (Bal boa Island), CA Soils Report -Gunderson Residence PrOJCCl No. 11-1315.1 June I I, 2021 3 PA2021-268 approximately 8 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 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. SUBSURFACE EXPLORATION Our subsurface exploration consisted of the excavation of two (2) exploratory borings (B-1 and B-2) to a maximum depth of 10 feet below grade (b.g .) and one CPT probe (CPT-1) to a depth of 45 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 registered 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 23/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) Maximum Dry Density and Optimum Moisture Content (ASTM: D 1557) 139 North Ray Front. Newport Reach (Balboa Island), CA Soil, l{cpon • Uunderso11 Residence Project No. IHJ 15.1 June 11. 2021 4 PA2021-268 * Sulfate Content (CA 417, ACI 318-14) * Direct Shear (ASTM D 3080) All laboratory testing was performed by our sub-contractor, G3SoiIWorks, 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. Channel waters of the Newport Bay are roughly 15 feet to the north of the site. The Pacific Ocean shoreline is located approximately ½ mile 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 7 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. Tidal charts for the week of May 10, 2021 is presented as Figures 4, herein. Balboa Island Topography and Bathymetry Elevations across the island range from approximately 8 feet along the bulkhead lines at the seawall perimeters; ascending to almost 14 feet near the central backbone of the Island. Significant raising of the Balboa Island seawall to elevation+/-10 ft. above MSL is underway since 2016. Common area sandy beaches have been groomed and re-groomed with import sands which feather gently to the bay waters. From the bulkhead and beach shorelines, the nearshore bay floors generally 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 139 North Uay Front. l\t:\1 port Beach (Hal boa Island). CA Soils Rcpon • Gunderson l{esidcncc l'roJect No II 1315.1 Jun.: I I. 2021 '.> PA2021-268 on tidal fluctuations). Balboa Island and Newport Bay History Similar to surrounding islands in the Newport Bay (e.g. Collins Island, Little Balboa Island, Linda Island, and Lido Island), Balboa Island's surface is primarily man~made (graded approx. 10 ft. above the high-tide zone in the 1920'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 3½ miles 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 marine (Qe)/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 and Bayside Avenue, less than ½ ki lometer north and 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). I J9 No11h Hay From, Newpon Beach (Halboa Island), CA Soils Rcpon -Uunderson Rcsi,kncc ProJecl No. 11 1315.1 June I 1,2021 6 PA2021-268 Based on the geologic map (Figure 3) correlation with the on-site CPT probe advanced on May 27, 2021 , bedrock of the Monterey Formation (Tm) was likely encountered approximately 42 feet below grade. 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. 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. These guidelines conform to the industry standard of care and from a geotechnical standpoint, no additional measures are warranted. Based on our review of the "Seismic Zone Map," published by the California Department of Mines and Geology in conjunction with Special Publication 117 A, there are no earthquake landslide zones on or adjacent to the site. The proposed development shall be designed in accordance with seismic considerations contained in the 2019 CBC and the City of Newport Beach requirements. 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 7-10 Standard), the following parameters may be considered: 2019 CBC Seismic Design Parameters (Equivalent Lateral force Method) SITE ADDRESS 139 N I B r N B h CA J Ort 1 ay ·ront, cwport cac , Site Latitude (Decimal Degrees) Site Longitude (Decimal Degrees) 139 \lunh 13a) hunt. Ne" pon Beach (Balboa Island). CA Soils f{cpon -Gunderson Residence l'roJCCI ND 111315 I Juno: 11 2021 33.6084295 -117.8988219 PA2021-268 Site C lass Definition D Mapped Spectral Response Acceleration at 0.2s Period, Ss 1.386 Mapped Spectral Response Acceleration at Is Period, S1 0.492 Short Period Site Coefficient at 0.2 Period, Fa 1.2 Long Period S ite Coefficient at Is Period, Fv 1.8 Adjusted Spectral Response Acceleration at 0.2s Period, SMs 1.663 Adjusted Spectral Response Acceleration at Is Period, SM1 0.886 Design Spectral Response Acceleration at 0.2s Period, Sus I. 109 Design Spectral Response Acceleration at Is Period S01 0.590 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). FINDINGS Subsurface Soils As encountered in our test borings, the site is underlain by topsoil and fill which is underlain by hydraulic fill sands and native materials as follows: Fill {AD Approximately 6 inches of topsoil underlain by fill (silty sands and sands) were encountered in each of the borings to a depth of approximately 3 feet below grade. The fill soils consist generally of medium to gray brown, very moist, loose to medium dense, fine-grained silty sand to sandy silt with trace gravels. The expansion potential of the fill soils was judged to be very low 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 light to dark gray, very moist to saturated, medium dense, non-cemented, fine-to medium-grained, sand and silty sand with trace 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 139 North Bay Front, Newport Beach (Balboa Island), CA Soils Report -Gunderson Residence Proj ect No. 111315. I June I I, 2021 8 PA2021-268 depths explored (45 ft. b.g.). Based on the geologic map (Figure 3) correlation with the on-site CPT probe advanced on May 27, 2021 , bedrock of the Monterey Formation (Tm) was likely encountered approximately 42 feet below grade. Based on the laboratory results, the site maximum dry density is 116.5 pcf at an optimum moisture content of 12.0% (per ASTM D 1557 -the complete laboratory reports are presented in Appendix B, herein). LIQUEFACTION ANALYSIS {Per SP117 A) 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 hydraulic fill, estuarine sands, old paralic/terrace 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 soi l 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 as well as the "CPT and SPT Based Liquefaction Triggering Procedures" by R.W. Boulanger and 1.M. Idriss, dated April 2014. The analysis was provided by four 10-feet deep 4 " diameter hand-auger borings, and a nearby 50+ feet deep 1.7" diameter CPT probe advanced by Kehoe Testing & Engineering, Inc. 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 CPT test consists of a sounding to the specified depth using an integrated cone system manufactured by Vertek. The cone penetrometer was pushed using a 30-ton CPT rig , with samples taken approximately every 2.5 cm, or 0.98 139 Nonh Bay From, Newpon Reach (Balboa bland), CA Soils Rcpon -Gunderson Residence Pn>JCCI O 111315.1 J unc I I. 2021 9 PA2021-268 inches. The following parameters are measured: Cone Resistance (qc), Sleeve Friction (fs), Dynamic Pore Pressure (u), Inclination, and Penetration Speed. The parameters were recorded using a laptop computer, and compared with baseline readings to adjust for temperature or zero load offsets. The Ishihara and Yoshimine 1992 paper titled "Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes" was reviewed. The paper discusses that if given the factor of safety and the density in each layer of a sand deposit at a given site, the volumetric strain can be calculated , and then by integrating the volume changes through the depth, the amount of settlement at the ground surface can be estimated. The liquefaction analysis is based on the accepted document of Idriss and Boulanger (2014), which integrates the findings established by Ishihara and Yoshimine (1992). The total value for seismic induced settlement due to liquefaction is calculated in the last three columns of the spreadsheet in Appendix D herein. The computations and results of our Liquefaction Analysis, based on CPT blow counts of Boring CPT-1 (Appendix D). The seismically induced settlement analysis was evaluated based on methods published in the references Nos. "a" through "I" (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 3.0 inches, and in the upper 10 feet is less than 1.0 inch (post-remedial grading), 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). See page 5 of Appendix E for the before and after remedial grading comparison (potential settlement due to liquefaction). 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 3 feet -See Page 12, below b. Mat Slab Foundation -see Pages 13, 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 I 39 Nunh Ha) f'ront, Nrnpon Beach (Aalbua Island). CA Soil~ Report• Uw1dcr,un Residence ProJCCl Nu 1113 I:> I Jun,· 11.2021 10 PA2021-268 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 (see Figure 5). 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 geotechnica l 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 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 fi ll blanket will be achieved by re-working (sca rifying) the upper 12 inches of the existing grade. 139 North Ray Front. Newport Beach (Ualboa Island), CA Soil, Repm1 -Gunderson Residence l'rojccl No. IH3 I 5. I .lune 11, 2021 11 PA2021-268 Remedial Grading -Soil Cement For cohesion treatment of the site sand fills; soil-cement shall be used in the upper 4 feet. To achieve this, during grading -dry bags of Portland Cement shall be mixed in the scarified over-excavation bottoms (6 -inches below the 3½ feet over-excavation limits) and into each of the overlying fill lifts. We recommend a minimum three (3) 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. Fills 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. 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 fiH 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 139 North Ba) Front, Ne" port Beach (Llalboa Island). CA Soils Report -Gunderson Residence Proj~ct No. 111315.1 June 11. 2021 12 PA2021-268 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 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 900 psf (for dead-plus-live load). These values may be increased by one-third for loads of short duration, includ ing wind or seism ic 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 900 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 k. = 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. 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 2019 California Green Building Standards Code Section 4.505.2.1 , we provide the following building specification for the subject site 139 Nonh Bay Front Newpon Beach (13alboa Island). CA Soils Report• Gunderson Residence Project No 11 1315.1 June 11, 2021 13 PA2021-268 (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. 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 moderate sulfate exposure (170 ppm). AC I 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 normal-weight percent by weight ratio. by weight. normal and light weight weight concrete concrete, psi Negligible 0.00 ~so,< 0.10 0 < so, <150 ----------------[SO] 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 ~ 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 4,000 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 1 inch in 40 feet. These settlement values are expected to be within tolerable limits for properly designed and constructed foundations. 139 North Uay Front, Ncwpon Ueach (Balboa Island). CA Soils Rcpon -Gunderson Rcsidcnc~ ProJ~cl No. 11 1315.1 Juncll .2021 14 PA2021-268 Lateral Load Resistance Footings fo unded 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 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. Area drains should be provided for planter areas and drainage shall be directed away from the top of slopes. 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. 139 North Hay Front, Newport Ueach (Balboa Island). CA Soils Rcpon -C,underson Residence Project No 111315.1 .lune 11, 2021 15 PA2021-268 PRE-CONSTRUCTION MEETING It is recommended that no clearing of the site or any grading operation be performed without the presence of a representative of this office. An on site pre-grading meeting should be arranged between the soils engineer and the grading contractor prior to any construction 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 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. 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 th is 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. 139 North l.lay Front. Newport Beach (Aalboa Island). CA Soils Report -Gunderson Residence Project No. ll 13I5.I .lune 11. 2021 1 6 PA2021-268 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 "Gu idelines 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 of Geotechnical 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 05778-12), 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 197 4. 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 139 North Ray Front. Newpon Beach (Ualboa Island). CA Soils Report -(iundcrson Residence Pro_1ect No. IH315. I June 11 . 2021 17 PA2021-268 alboa Source: "USGS US Topo 7.5-minute map for Newport Beach OE S, CA 2018," dated September 7, 2018. EGA SITE LOCATION MAP Consultants 139 N. BAY FRONT engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Project No: IH315.l Date: JUNE 2021 Figure No: 1 PA2021-268 - '- w u z w 0 vi w a: I-z w u <t: 0 <t: 30' ...------------, _j "- Lf)I 001 0 B-1 EXISTING RESIDENCE I -Lf) I oo _j 0.: --___ __, 30' N. BAYFRONT -$- CPT-1 BULKHEAD SEAWALL LEGEND 0 GEOTECHNICAL BORINGS BY EGA CONSULTANTS -$-CONE PENETRATION TEST w u z w 0 vi LU a: 1-z w ~ 0 <t: BY KEHOE TESTING AND ENGINEERING EGA PLOT PLAN Project No: IH315.1 Consultants 139 N. BAY FRONT Date: JUNE 2019 engineering geotechnical applicat ions NEWPORT BEACH, CALI FO RN IA Figure No: 2 PA2021-268 • • • • • • • • • • t.,·;_:_,.:_·.Ca~ · .· •. ·1 Eolian deposits (late Holocene)-Active or recently active t""_ ~-........... sand dune deposits; unconsolidated. Qm J Marine deposits (late Holocene)-Active or recently active ~~-~-beach deposits; sand, unconsolidated. Qes j Estuarine deposits (late Holocene)-Sand, silt, and clay; ~--~ unconsolidated, contains variable amounts of organic matter. ~-Q-o_p_4~1 Old parallc 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. I Old paralic deposits, Unit 3 (late to middle Pleistocene)- .___0opa __ _.j Silt, sand and cobbles resting on 45-46 m Guy Fleming terrace. Age about 320,000-340,000years. Qomf• I Old paralic deposits, Unit 2 (late to middle Pleistocene)- .__ __ __. Silt, sand and cobbles resting on 55 m Parry Grove terrace. Age about 413,000years. Sources: Qop1 j Old paralic deposits, Unit 1 (late to middle .._ __ __. Pleistocene)-Silt, sand and cobbles resting on 61-63 m Golf Course terrace. Age about 450,000 years. Qop3-6 I Old para lie deposits, Units 3-6, undivided (late to ~--~ middle Pleistocene)-Silt, sand and cobbles on 45-55 m ~--~ terraces. I Old para lie deposits (late to middle Pleistocene) overlain Qopf ---~ by alluvial fan deposits-Old parallc deposits capped by Tea sandy alluvial-fan deposits. Capistrano Formation (early Pliocene and Miocene)- Marine sandstone. Siltstone facies-Siltstone and mudstone; white to pale gray, massive to crudely bedded, friable. Tm I Monterey formation (Mlocene)-Marine siltstone and ---~-sandstone; siliceous and diatomaceous . Morton, 0.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 2006.1:100,000scale. EGA Consultants engineering geotechnical applications GEOLOGIC MAP 139 N. BAY FRONT NEWPORT BEACH, CALIFORNIA Project No: IH315.1 Date: JUNE 2021 Figure No: 3 PA2021-268 Newport Beach, Newport Bay Entrance, Corona del Mar Tide Chart for May 10, 2021 Newport Beach, Newport Bay Entrance, Corona del Mar, CA Monday, May 10, 2021 Sun 5:54am-7:41pm low tide 3:32am (-0.08ft) high tide 9:37am (3.85ft) low tide 2:56pm (1.24ft) high tide 9:10pm (5.50ft) Moonrise 05:28A 11oonset 06:56P 9 8 7 6 5 4 3 2 1 0 -1 -2 -3 1a Za 3a 4a 5a 6a 7a Sa 9a 10 11 12 1p Zp 3p 4~• 5p 6p 7p 6~, 9p 1(• 11 EGA Consultants engineering geotechnical applications TIDAL CHART 139 N. BAY FRONT NEWPORT BEACH, CALIFORNIA Project No: IH315.1 Date: JUNE 2021 Figure No: 4 PA2021-268 137 BAY FRONT N -137 SAY FROI\ T rs; APN 050 021 03 Aodress Status: Actrve V ◄ 2 o' 2 ► X -. ~ / ,'% • -,. »11, o½ ~~~ n"" 1//,,. -~~ ~.. :,o, ,}; -'1?/ -)-~✓~• -~i; ·~1/:1~ Source: tz:1 Liquefaction EJ Landslides Map Viewer -Newport Beach -GIS. https://nbgis.newportbeachca.gov/NewportHTMLSViewer/?viewer=publicsite EGA Consultants engineering geotechnical applications SEISMIC HAZARDS 139 N. BAY FRONT NEWPORT BEACH, CALIFORNIA Project No: IH315.1 Dat e: JUNE 2021 Figure No: 5 PA2021-268 APPENDIX A GEOLOGIC LOGS (B-1 and B-2) and CPT Data Report by Kehoe Testing & Engineering (CPT-1) PA2021-268 UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D-2457 UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE-GRAINED SOILS (more than 50% of malenal ,s larger than No. 200 sieve size.) GRAVELS Mure than 50% of coarse fracl1on larger lhan No. 4 sieve Sll'.8 SANOS 50%01 more of coarse frac1,on smaller than No 4 sieve s,ze Clean Gravels (Less than 5% fines) J,... I •.•;~ GW : Well-graded gravels. gravel-sand ~ ~;• j mixtures, little or no fines I l GP I Poorly-graded gravel_s. gravel-sand _ j 1 I111xlures. little or no Imes ____ _ Gravels with fines (More than 12% fines) r~ ~ GM , Silty gravels, gravel-sand-sill mixtures GC Clayey gravels. gravel-sand-clay mixtures _ .• Clean Sands (Less than 5% tines) __ _ W I Well-graded sands. gravelly sands, hltle or no fines I p i Poorly graded sands, gravelly sands. little or no fines 1 ~ Sands :,o;ith fines ("'1._ore_than 12% Imes) _ , • 1 SM ' Silty sands. sand-sdt mixtures SC Clayey sands. sand-clay mixtures FINE-GRAINED SOILS (50% or more of material ,s smaller than No 200 sieve size.) Inorganic sills and very fine sands, rock SILTS ML flour. silty of clayey fine sands or clayey silts wllh slight plasticity AND CLAYS Inorganic clays of low to medium LiqLild hm1t Cl plasticity. gravelly clays. sandy clays, less than solly clays. lean clays 50~'o OL Orgarnc silts and organic sdty clays of low plastrcity lrorganic silts. m,caceous or SILTS AND MH dIatomaceous fine sandy or silty soils. elastic silts CLAYS Inorganic clays of high plasticity, fat L1qu1d l1m1t CH clays 50% or greater Organic clays of medium to high OH plasticity, organic sills ··--- HIGHLY ORGANIC PT Peat and other highly organic soils SOILS _j_ RELATIVE DENSITY Cohesionless Blows/ft* Blows/ft** Sands and Silts Very loose 0-4 0-30 Loose 4-10 30-60 Medium dense 10-30 80-200 Dense 30-50 200-400 Very dense Over 50 Over400 LABORATORY CLASSIFICATION CRITERIA GW GP Not meeting all gradation requirements lor GW GM GC SW Atterberg limits below ·A• line or P.1. less than 4 Atlcrberg limits above ·A· line with P.I. greater than 7 Above "A" line with P.l between 4 and 7 are borderline cases requiring use of dual symbols SP Not meehng all gradation requirements for GW SM SC Anerberg limits below • A" hne or P.1. less than 4 Allerberg limits above ·A" line with P.1. greater than 7 Limits planing ,n shaded zone with P.1. between 4 and 7 are bordertme cases requiring use of dual symbols. Oeterm•ne percentages or ~und and gravel from grd1r'M;1ze curve Deµen<..liny on percentage of fines (fraction smaller than No. 200 sieve Sile) coarse-graine<:I soils are class,fied as follows: Less than S percenI . . . . . . . . .. . .. . . . . . . ....... GW. GP. SW. SP More than 12 percent . . . . . . . . . . .. . . ... . . . . . . . . GM. GC. SM. SC 5 to 12 percent . . . . . . . . . ........ Bordertme cases requinng dual symbols 60 l 50 ~ X 40 w 0 !?: 30 i': 2 20 (J) S 10 (1. - ... .. PLASTICITY CHART -<--.,/ V - CH ./ I_,,/; A LINE Pl = 0 73(LL-20) ,v l CL MH&OH V / CL•Ml ., Ml&1OL O O 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL)(¾) 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 S0-110 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 0 .0., 1-3/8 inch I.D. Split Spoon sampler (Standard Penetration Test). •• Blows/foot for a 36-pound hammer falling 24 inches to drive a 3.25 O.D., 2.411.0. 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. PA2021-268 LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: IH315.1 Boring No: 8-1 Project: 139 N. Bay Front, Newport Beach, CA Boring Location: See Figure 2 Gunderson Residence Date Started: 5/10/2021 Rig: Mob. 4" augers Date Completed: 5/10/2021 Grnd Elev. +/-8 ft. NAVD88 Sample '$. t; Direct Type a. Shear c' t; )( (/) w Q) ~ ■ThinWall fgJ 2.5" Ring a. "O f-Q) Q) 2 ~ .s ·;;;; (/) IL a. "O Tube Sample C: C: -w >, Q) 0 ·;;;; C Q) "' f-.s f-..c u 0 0 0 a. ~ .,;_ C ·;;;; -& Cl'. .c 12] Bulk [D S1andard Split sz static Water Q) C. ·a $ :i l!! 0 C: E u w (/) Cll Sample Spoon Sample = Table :J "' ::, :r: Q) u -;;; ~ a. E f-0 C: X ::) ·a 0 w ·x 0 ~ "' c:n11 n1-" '" "' ~ ML/SM I FILL: Grayish brown, fine grained sandy silty (top-Opt% 1 SM soil) to 6" underlain by silty sand with trace gravels 23.2 95.5 116.5 35.0 16 12 0% R and roots, very moist, loose to medium dense. Sulf SM z At 3 ft.: Medium yellow brown, fine grained silty 14.9 170 ppm 5 -sand with mica, very moist, medium dense. (Sl) SP ~ z At 6 ft.: Becomes yellow to gray brown fine sand, 17.0 very moist to saturated, medium dense. 7 At 7 ft.: Groundwater, saturated. 38.1 SP At 8 ft.: Medium to dark gray brown, very fine sand 10 -w ith trace silt, mica, medium dense to dense. Total Depth: 10 ft. Groundwater at 7 ft. No Caving (sleeved) 15 -Backfilled and Compacted 5/10/2021 20 - 25 - 30 - 35 - 40 I EGA Consultants II 'Z";· I PA2021-268 LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number IH315.1 Boring No B-2 Project: 139 N. Bay Front, Newport Beach, CA Boring Location: See Figure 2 Gunderson Residence Date Started: 5/10/2021 Rig: Mob. 4" augers Date Completed: 5/10/2021 Grnd Elev. +/-8 ft. NAVD88 Sample "a'!-'ti Direct Type X a. Shear <ii E 'ti Q) -~ (f) ■ThinWall ~2.S"Ring a. "O I-Q) Q) 2 ~ -'= <I) (f) lJ.. a. "O Tube Sample C: C -w >-Q) 0 ·;;; C: Q) <I) I-.!; I--e (.) 0 0 0 a. ..>< C ·;;; -<>· a: .c: ·-:, "5 [Z] Bulk OJ standard Splij sz static Water ~ Q) E (.) w a. 0 -;;; 0 C: Q) (f) 'o Cl) Sample Spoon Sample = Table :, "' :, I -;;; ~ a. E I-0 C: 0 X ·x 0 :::> ·o w ~ "' ~n11 nF~r.DIDTlf"\~1 ~ MUSM I FILL: Grayish brown, fine grained sandy silty (top-Opt% 1 SM soil} to 6" underlain by silty sand with trace gravels 16.4 87.2 116.5 35.0 16 120% [)< and roots, very moist, loose to medium dense. Sulf SM z At 3 ft.: Medium yellow brown, fine grained silty 18.2 170 ppm 5 -sand with mica, very moist, medium dense. 1s11 SP 1\/ / At 6 ft.: Becomes yellow to gray brown fine sand, 20.9 -very moist to saturated, medium dense. z At 6.5 ft.: Groundwater, saturated. 28.2 SP At 8 ft.: Medium to dark gray brown, very fine sand 10 -with trace silt, mica, medium dense to dense. Total Depth: 10 ft. Groundwater at 6.5 ft. No Caving (sleeved) 15 -Backfilled and Compacted 5/10/2021 20 - 25 - 30 - 35 - 40 I EGA Consultants II F=~~· I PA2021-268 SUMMARY OF CoNE PENETRATION TEST DATA Project: 139 N. Bay Front Avenue Newport Beach, CA May 27, 2021 Prepared for Mr. John Eggers EGA Consultants, LLC 375 Monte Vista Avenue, Ste C Costa Mesa, CA 92627 Office (949) 642-9309 / Fax (949) 642-1290 Prepared by K~ KEHOE TESTING & ENGINEERING 5415 Industrial Drive Huntington Beach, CA 92649-1518 Office (7 14) 901-7270 / Fax (714) 901-7289 www .kehoetesting.com PA2021-268 SUMMARY OF CONE PENETRATION TEST DATA 1. INTRODUCTION This report presents the results of a Cone Penetration Test (CPT) program carried out for the project located at 139 N. Bay Front Avenue in Newport Beach, California. The work was performed by Kehoe Testing & Engineering (KTE) on May 27, 2021. The scope of work was performed as directed by EGA Consultants, LLC personnel. 2. SUMMARY OF FIELD WORK The fieldwork consisted of performing CPT soundings at one location to determine the soil lithology. A summary is provided in TABLE 2.1. DEPTH OF LOCATION CPT (ft) COMMENTS/NOTES: CPT-1 45 Refusal TABLE 2.1 -Summary of CPT Soundings 3. FIELD EQUIPMENT & PROCEDURES The CPT soundings were carried out by KTE using an integrated electronic cone system manufactured by Vertek. The CPT soundings were performed in accordance with ASTM standards (D5778). The cone penetrometers were pushed using a 30-ton CPT rig. The cone used during the program was a 15 cm"2 cone and recorded the following parameters at approximately 2.5 cm depth intervals: • Cone Resistance (qc) • Inclination • Sleeve Friction (fs) • Penetration Speed • Dynamic Pore Pressure (u) The above parameters were recorded and viewed in real time using a laptop computer. Data is stored at the KTE office for up to 2 years for future analysis and reference. A complete set of baseline read ings was taken prior to each sounding to determine temperature shifts and any zero load offsets. Monitoring base line readings ensures that the cone electronics are operating properly. PA2021-268 ... __ Dojllll(fl;) .. (Ill) t,(W) ..,.. -(ft/t) cw (ft2/t) ----,_,_) -.CW) 73.36 0.28 9.78E-04 9.17E+OO 292.76 4.61 0.19 6 2.UE-04 156E+OO 2J0.94 12.11 0.1)4 6 6.71Nl5 4~1 21752 4 51.ll 0.24 :Z.4-USE+OO 290.21 s Sl.91 0.23 8.24fi>4 1.1~1 14 442 117.79 0.39 1.BOE--03 3.JJE+ol 19 sn.11 163.99 0.51 2.9IE--03 6.211E+ol 23 6n.96 • 143.26 MS UllH3 4.39E+01 23 mm. 9 12.12 OM L03E,O.) l.97E+ol 19 S9l.lll 10 nm 0.31 -1.IHE-o◄ 6.7IE+OO 15 517.91 11 59.73 0.24 2.66E-04 4.23E+oo 14 -197.58 12 67.99 0,)7 t.89E-04 2.BIE+OO 13 462.82 13 SUI 0.17 6 -l.94E-04 l.42E+OO 16 532.67 14 US.Al 0.29 6 1.32f.G3 2.79E-+OI 22 660.3 15 185J:lt 0.64 3.=«I 9.591!'+ol 29 805.12 16 221.36 0."6 ·~ l;l2E+02 34 91S.2 17 25652 0.57 6.90E--03 2,18E+02 37 986.46 18 250.1>9 0.9 5.aoe-03 1.92E+o2 38 1032.78 19 232.117 0.71 4JIIE.03 1,41f+o2 39 1076.25 20 240,41 0.19 4.IIJE--03 1.-.0, 39 107U 21 246.92 0.12 4.40HJ l.54E+o2 40 1019.97 22 254.n 0.73 4.9SH3 l.7SE+o2 41 1107.71 23 268.63 0.19 4.371;--0J l.49£+02 38 lOSl.14 24 199.4 0.51 4.34E--03 l.46E+o2 38 1051.9S 25 147,17 0.63 7 5.29HJ 1.nE+m 38 1017.6 26 270 ... o.6 7 S.69E-43 1.JSE+Ol 40 1069.6 27 246.115 o.,. U7E-Q3 1=+o2 39 1on.a1 28 228.92 0.69 J.62f;<IJ l.21E...02 J9 1104.23 29 252 0.79 -l.25E--03 l.51E+o2 40 1109.1S JO 2,0.82 0.69 5.41~ l.97E+<l2 42 1136.48 31 281.74 0.7 5.soHJ 1.99f+o2 -12 1128.U 32 2-18.64 0.7 7 4.-4) l,43E+02 40 1120.49 33 221.118 0.72 2.94E-4J I.OIE+o2 3ll 1072.84 34 211.76 0.53 3.-, 1.01E+o2 36 1022.ll 35 222.67 0.4'1 J.◄JE--03 l.06E+<l2 34 964.4 36 196.04 M 2-l.30E+ol 32 904,65 D 154,43 0.29 6 2~ 6.87E+<ll ll 891.6 3ll 200.79 Cl.Al 6 l.67E--03 5.2!1E+o1 n 987.111 J9 212.54 0.84 1.21fill 4.1UE+ol J9 1209.87 40 242.34 1.45 7.])E,04 J.38E+o1 43 1365.65 41 227.37 1.41 l.56E-04 7.93E+OO 43 15&9.85 42 125.71 3.115 3.JJE--05 l.llE+oo 40 1691.92 43 129.25 3.22 6.IIE--06 3.J2E.Ol 35 1694.8 44 IOll.6 2.52 9.29M6 ◄,l&E--01 30 1404.29 ◄S •.n 0 :z.s◄e.o5 l.27HI 24 1017.112 Dr(~) -.. (W) ...... (') n 41.ll 233.59 59 31,ll 184.26 50 '7.19 173.55 56 37.33 231.55 68 40,12 CJS>.66 n 41,89 460.51 83 42.19 537,74 BO 42.35 540.17 71 40.71 ◄n.43 61 lt.71 413.29 S7 37.8 397.01 53 36.n 369.27 59 38.25 425 69 40.37 526.8J II 42.49 642.39 88 43.7 730.21 91 44,19 787.07 92 44.21 824.03 90 44.0, 851.71 ... 43.87 ass 90 4).95 869.66 91 44.08 883.81 87 43.55 847.-15 86 43.38 839.JJ 86 43.27 811.91 • 43.6 153.41 86 43.36 ""'·"' 8S 43.13 881.0l 85 43.2S 884,96 88 43.62 906.76 87 43.51 900,09 84 43 194.01 79 42.25 8SS.99 n 41.9 815.67 75 41.55 769.47 n 40.81 nu ,0 40.46 716.96 ,0 40.58 717.51 75 -11.49 965.32 76 41.67 1089.61 70 40.97 1268.49 62 40.61 1355.52 53 39.81 l3S2..2l 49 lll.45 1120..5 46 36.56 811.-15 139 N. Bay Front. Newport Beech, CA EGA Consultants June 2021 Project No.: IH315.1 .. Go(W) MIit ... ,..,, Su nitlo 292.76 0 0 2J0.94 0 0 0 217.52 0 0 0 290.21 0 0 442 0 sn.11 673.96 0 &nm. 0 0 s,&.31 0 0 517.91 0 497.58 0 462.82 532.67 0 0 0 660.3 0 0 805.12 0 915.2 0 986.46 0 1032.78 1076.25 1071.6 0 0 1019.97 0 0 1107.71 1062.14 10S1.95 0 0 1017.6 0 0 1069.6 0 1077.81 0 1104.23 0 1109.15 0 1136.48 0 1121,11 0 1120.49 0 1073.84 0 1022.31 • 964.4 0 904.65 0 .... 0 987.111 0 1209.87 0 1365.65 1589.85 0 1691,92 0 0 1694.8 0 0 1404.29 0 0 1017.t». 0 0 CPT-1 advanced to 45.16 fael on May 27, 2021 by Kehoe Testing and Englneenng. Inc. PA2021-268 Kt'!IIT Project: EGA Consultants Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com Location: 139 N. Bay Front Ave, Newport Beach, CA 0 2 4 6 8 10 12 14 16 18 20 22 g24 .c "l:,_ 26 Cl} 0 28 30 32 34 36 38 40 42 44 46 48 so Cone resistance ~ ' <_ ~ I~ (. \..__ I "' "'> <.. 1 -> -....... ~ ?!! !~ j ' ;. ---~ c._ ~ ~ -> -- 0 100 200 300 400 500 Tip resista nee (tsf) 0 2 4 6 8 10 12 14 16 18 20 22 €24 .c "l:,_ 26 Q) Cl 28 Sleeve friction l " <... ? l ( { ) \ ' < ~ , ,1 ~ J j I ~ ~ ~- ,._;;~ 30 32 34 36 38 · 40 · 42 · 44· 46· 48· 50· -...._ -I 0 2 3 4 Friction (tsf) - 0 2 4 6 8 10 12 14 16 18 20 22 €24 .c "l:,_ 26 Cl} 0 28 30 32 34 36 38 40 42 44 46 48 50 - ·20 Pore pressure u I , ' j -...... .....___ --- -- 0 20 40 Pressure (psi) 60 CPeT-IT v.2.3.1.9 -CPTU data presentation & interpretation software -Report created on: 5/28/2021, 12:47:28 PM Project file: 0 4 6 8 10 12 14 16 18 20 22 g24 t 26 Q) 0 28 30 32 34 36 38 40 42 44 46 48 50 Friction ratio l I ' - i ' I ~ -<:;,, ... I ' 0 1 2 3 4 5 6 7 8 Rf(%) 0 2 4 6 8 10 12 14 16 18 20 22 g24 .c "l:,_ 26 Cl} 0 28 30 ,. 32 34 36 38 40 42 44 46 48 CPT-1 Total depth: 45.16 ft, Date: 5/27/2021 Soil Behaviour Type ---.a.a -- I I S~d..&.siJt>cs.an<j I I ~ ;:J-tj' I I I I c .. L..i .t ciltv c!llri, ~•~&sitysano _Tsa ~ si ty sam S" ~~/,o&silty m SaM Saj,d & si/ty •"™I ~ I ,:, I S d rl I sTJ&,J .,11 I I Sa!,d &oi!ty sanq ~ I sa/,d & silly sane .... --l---11--1---+ ...... --1--'----1--1--1 so~ 0 ,-.--,- 2 4 6 8 10 12 14 16 18 SBT (Robertson, 2010) PA2021-268 APPENDIX B LABORATORY RESULTS PA2021-268 ', ,> 1 )(,Y·C,EOl!' tl CROUNDWArE>< EGA Consultants 375-C Monte Vista Avenue Costa Mesa, California 92627 Attention: Subject: Mr. David Worthington, C.E.G. Laboratory Test Results 139 North Bay Front Newport Beach, California Dear Mr. Worthington: May 25, 2021 Project No. 114-690-10 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, G3Soi1Works, Inc. By: Attachment: Laboratory Test Results 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2021-268 EGA Consultants Laboratory Test Results 139 North Bay Front Newport Beach, California LABORATORY TEST RESULTS May 25, 2021 Project No. 114-690-1 0 Page 2 of 3 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. Moisture only results were obtained from small bulk samples. Sample Dry Density Moisture Content Identification (pcf) (%) B-1 @ 2.5' 95 .5 23.2 B-1 @ 4.0' * 14.9 8-1 @ 6.0' * 17.0 B-1 @ 8.0' * 38.1 B-2@ 2.5' 87.2 16.4 B-2@ 4.0' * 18.2 B-2@ 6.0' * 20.9 B-2@8.0' • 28.2 Notes: (*) Denotes small bulk sample for moisture content testing only. 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 B-1 @ 0-3' Sandy silt with gravel, fine grained ML sand -grayish brown, 8-2@ 6.0' Poorly-Graded sand with silt, fine-to SP medium-grained -yellowish brown -- 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2021-268 EGA Consultants Laboratory Test Results 139 North Bay Front Newport Beach, California Maximum Dry Density and Optimum Moisture Content May 25, 2021 Project No. 114-690-1 0 Page 3 of 3 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-1 @ 0-3' 116.5 12.0 Sulfate Content A selected bulk sample was tested for soluble su lfate 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) B-2@ 0-3' 170 S1 Direct Shear The resu lts of direct shear testing (ASTM D3080) are plotted on Figure S-1. Soil specimens were 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 rale of strain of 0.01 inch per minute. 350 Fischer Ave. Front • Costa Mesa. CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2021-268 4,000 3,750 3,500 3,250 3,000 2,750 LL 2,500 (/) Cl. (/) 2,250 (/) w 0::: f-(/) 2,000 0::: ~ w 1,750 I (/) 1,500 1,250 1,000 750 500 250 . . -. . . ·-·········,·, DIRECT SHEAR TEST Undisturbed .. • ~ .. ' . ~ ...... . -·· ~-, . . . . . . . . ...... ' . ' . ~ ... . . . . . . . . . . . . . . •' ... ~ . <. :·: .-:----;--· .... , .............. ,, . . . . . . . . . --' .. . " ... ", ~ . 500 1,000 1,500 2,000 2,500 3,000 3,500 NORMALSTRESS,PSF 139 North Bay Front, Newport Beach COHESION 16 psf. 4,000 FRICTION ANGLE 35.0 degrees symbol boring depth (ft.) symbol ------+--- • ~1 2.5 >-- boring depth (ft.) FIGURE S-1 DIRECT SHEAR TEST PN: 114-690-10 REPORT DATE: 05/25/2021 FIG. S-1 PA2021-268 APPENDIX C GENERAL EARTHWORKS AND GRADING GUIDELINES PA2021-268 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. 11. 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. 139 North Bay Front. Nc"port Beach (Balboa Island). C/\ Soils Report -Gunderson Rcsidcnct ProJCCl Nu 111315.1 June 11. 202 1 PA2021-268 Ill. PREPARATION OF AREAS TO BE FILLED 1. Clearing and Grubbing: All brush, vegetation, and debris should be removed and otherwise disposed of. 2. 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, should be over excavated down to firm ground, approved by the consultant. 4. 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. 5. 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. 6. 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. I 39 North Bay From, Newport Beach (Balboa Island), CA Soils Report • Gunderson Residence PIOJCCI No 111315 I June 11. 20:!I 2 PA2021-268 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. IV. 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 designated by the consultant or mixed with other soils until suitable to serve as satisfactory fill material. 2. 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. V. FILL PLACEMENT AND COMPACTION 1. 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. 2. Fill Moisture: Fill layers at a moisture content less than optimum shou ld be 139 North Llay From. Newport Hcach (Balboa Island), CA Soils Report • Gunderson Residence Project No. 1113 15.1 June 11. 2021 3 PA2021-268 VI. 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 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. 5. 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. VII. 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 139 North Bay Front, Newport Beach (13alboa Island), CA Soils Report -Gunderson Residence Project No. IH3 15. I June I 1,2021 4 PA2021-268 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. 139 North 13a) l•rofll. Newport Beach (Balboa Island), CA Solis Rcpon -Gunderson Residence PrOJCCI No 1113 I 5 I June 11. 2021 5 PA2021-268 APPENDIX D USGS Design Maps Detailed Report PA2021-268 6/11/2021 ATC Hazards by Location l\TC Hazards by Location Search Information Address: 139 North Bay Front, Newport Beach, CA 92662, USA Coordinates: 33.6084295, -117 .8988219 Elevation: Timestamp: 8ft 2021-06-11T19:38:58.538Z Long Beac 0 Catalina Island Essential Fish Habitat... Hazard Type: Seismic Goog le Reference Document: ASCE7-16 Risk Category: II Site Class: D Basic Parameters Name Value Ss 1.386 S1 0.492 SMs 1.386 SM1 * null Sos 0.924 So1 * null * See Section 11.4.8 Description MCER ground motion (period=0.2s} MCER ground motion (period=1.0s} Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA •Additional Information Name Value Description soc * null Seismic design category Fa 1 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.906 Coefficient of risk (0.2s} CR1 0.92 Coefficient of risk (1 .0s) . ... Riverside 0 8ft hcim ijj .ne .._ • Temecula 0 Oceanside (ij Na Map data ©2021 Google, INEGI https://hazards.atcouncil.org/#/seismic?lat=33.6084295&lng=-117.898821 9&address=139 North Bay Front%2C Newport 8each%2C CA 92662%2C USA 1/2 PA2021-268 b/11 /;!U;! 1 PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S10 PGAd 0.607 1.1 0.667 8 1.386 1.529 2.618 0.492 0.535 0.824 1.057 'See Section 11.4.8 ATC Hazards by Location MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration 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 md1cated here DO NOT reflect any state or local amendments to the values or any delineation Imes made during 1110 budding code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. ht!ps://hazards atcouncil.org/#/seismic?lat=33.6084295&1ng=-117.8988219&address=139 North Bay Front%2C Newport Beach%2C CA 92662%2C USA 2/2 PA2021-268 APPENDIX E LIQUEFACTION ANALYSES/SETTLEMENT COMPUTATIONS PA2021-268 IDR!.lt fil[i!W!:t!:[~i Peak Ground Acceleranon, 0.728 Earthquake Magnitude: 7.2 Wat.er Table Depth (m): 2.1336 Average y above water table (kl\'/m'3): 16 Average y below water table (kN/m•3)· 18 Borehole diameter (mm): 34.925 Requires correction for Sample Liners (YES/NO): Sample Depth Number (m) 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 consulta111s Measured (N) Soil Type (USCS) 9 SM 6 SM/ML 5 SM 8 SM 14 SP 19 SP 23 SP 23 SP 19 SP IS SP 14 SP 13 SP 16 SP 22 SP 29 SP 34 SP 37 SP 38 SP 39 SP 39 SP 40 SP 41 SP 38 SP 38 SP t' II g j 11 l~ e /'III}! ~t'Olt'c/1111, a/ af)fll ica 11011.1 NO Flag "Clay" Fines "Unsaturated" Content "Unreliable" (%) 13 50 13 13 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Energy CE CB CR cs Ratio (ER)% 65 1.08 I 0.75 I 65 1.08 I 0.75 I 65 l.08 1 0.75 l 65 1.08 1 0.75 1 65 1.08 1 0.8 I 65 1.08 1 0.8 I 65 1.08 l 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 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 I 65 1.08 I 0.95 I 65 1.08 1 0.95 I 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 I 0.95 I 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 I 0.95 l N60 7.31 4.88 4.06 6.50 12.13 16.47 19.93 19.93 17.50 13.81 12.89 11.97 14.73 20.26 29.85 34.99 38.08 39.11 40.14 40.14 41.17 42.20 39.1 I 39.11 ave 4.88 9.75 14.63 19.51 24.38 29.26 34.14 39.62 45.11 50.60 56.08 61.57 67.06 72.54 78.03 83.52 89.00 94.49 <J9.97 105.46 110.95 116.43 121.92 127.41 139 N. Bay Front, Newport Beach, CA IH315.l June 2021 oVC' CN 4.88 1.70 9.75 J.70 14.63 ].70 19.51 1.70 24.38 1.70 29.26 1.70 34.14 J.70 36.63 1.66 39.13 1.61 41.63 1.56 44.12 1.52 46.62 1.47 49.12 1.44 51.61 1.40 54.11 1.37 56.60 1.34 59.10 1.31 61.60 1.28 64.09 1.26 66.59 1.23 69.09 1.2 I 71.58 1.19 74.08 1.17 76.57 1.15 PLATE A CPT-1 advanced to 45.16 ft on 5/27/2021 Pagel PA2021-268 25 7.62 38 SP 4 65 1.08 i 0.95 1 26 7.92 40 SP 4 65 1.08 l 0.95 1 27 8.23 39 SP 4 65 1.08 l 0.95 1 28 8.53 39 SP 4 65 1.08 1 1 l 29 8.84 40 SP 4 65 1.08 1 1 1 30 9.14 42 SP 4 65 1,08 1 I 1 31 9.45 42 SP 4 65 1.08 1 1 1 32 9.75 40 SP 4 65 1.08 I 1 l 33 10.06 38 SP 4 65 1.08 1 1 l 34 10.36 36 SP 4 65 1.08 1 I 1 35 10.67 34 SP 4 65 1.08 1 1 1 36 10.97 32 SP 4 65 1.08 1 l 1 37 11.28 31 SP 4 65 1.08 I I 1 38 11.58 33 SP 4 65 1.08 1 1 1 39 11.89 39 SP 4 65 1.08 1 I I 40 12.19 43 SP 4 65 1.08 1 1 1 41 12.50 43 SP 4 65 1.08 1 1 1 42 12.80 40 SP 4 65 1.08 l 1 1 43 13.11 35 SM/ML 50 65 1.08 l I 1 44 13.41 30 SM/ML 50 65 1.08 l 1 1 45 13.72 24 SM/ML 50 65 1.08 l I I Auger Diameter: 1.375 inches l!ammer Weight: n.a. Drop· continuous push CPT-1 advanced to 45.16 ft by Kehoe Testing and Engineering on May 27. 2021 (CPT Data Logs attached herein) Reftr<.'nces· ldrlS!t, t M. ,1nd Boulang~r, R.W. Soil liquefaction Dt1rit19 £arlhqr,Ja£·e$. Earthqudke tngmeenng Research Institute. 8 September 2008. Liu. C. and E\·ett J.B. So,h, and f'm,,ndocwn_', 8th £d,t,on 4 August 2013 M.i.n.n. G R_ .. nd Lew. M R«ommendoaons /or Implementation of DMC Spcc,al Put,l1eouon 117 Umvers1ty cf So;.1the:n Uhtom1a Earthq;.1akt Ctn!er ~arch l 99'.J Cahfornt.1 Dep..rtrnent of Con'lit"rvahon. CGS Sptt1al PubhcotJon 111.A Gu1dthnes for Evoluonng and Mwgann9 Seismic Ha,:ards m Co/1/orma Rev 11 SepL 2008 consultants t' n g i II t' t' /'I 1/,1!. ,:e<>1echn1u1/ appl1cu111,,,s 39.11 41.17 40.14 42.25 43.33 45.50 45.50 43.33 41.17 39.00 36.83 34.67 33.58 35.75 42.25 46.58 46.58 43.33 37.92 32.50 26.00 132.89 138.38 143.87 149.35 154.84 160.32 165.81 171.30 176.78 182.27 187.76 193.24 198. 73 204.22 209.70 215.19 220.68 22(,.lG 231.65 237.13 242.62 139 N. Bay Front, l\ewport Beach, CA IH315. l June 2021 79.07 1.13 81.57 I.I I 84.06 1.10 86.56 1.08 89,06 1.07 91.55 1.05 94.05 1.04 96.55 1.02 99.04 1.01 101.54 1.00 104.03 0.99 106.53 0.98 109.03 0.96 111.52 0.95 I 14.02 0.94 116.52 0.93 119.01 0.92 12 l.~1 0.91 124.00 0.90 126.50 0.89 129.00 0.89 PLATE A CPT-1 advanced to 45.16 ft on 5/27/2021 Page 2 PA2021-268 (NJ )60 AN for Fine~ Content 12.43 2.51 8.29 5.61 6.91 2.51 1 I.OS 2.51 20.63 0.00 27.99 0.00 33.89 0.00 33.15 0.00 20.1~ 0.00 21.55 0.00 19.54 0.00 17.65 0.00 21.16 0.00 28.38 0.00 40.84 0.00 46.82 0.00 49.86 0.00 50.16 0.00 50.47 0.00 49.51 0.00 49.86 0.00 50.20 0.00 45.74 0.00 44.99 0.00 cnnsultants (NJ )60-CS Stress reduction coeff. rd 14.94 1.00 13.90 1.00 9.41 1.00 13.56 1.00 20.63 0.99 27.99 0.99 33.89 0.99 33.J 5 0.98 28.15 0.98 21.55 0.98 19.54 0.97 17,65 0.97 21.16 0.97 28.38 0.96 40,84 0.96 46.82 0.95 49.86 0.95 50.l 6 0.95 50.47 0.94 49.51 0.94 49.86 0.93 50.20 0.93 45.74 0.92 44.99 0.92 ('/l j,! j 11 ('('/'III~ >! eo I ec/1111e a I app/t( a11011., CSR MSF for sand Kcr for sand CRR for M=7.5 CRR & aVC'= l atm 0.48 1.08 1.10 0.16 0.47 1.08 1.10 0.15 0.47 1.08 1.10 0.11 0.47 1.08 1.10 O.l 4 0.47 1.08 1.10 0.21 0.47 1.08 1.10 0.38 0.47 1.08 1.10 0.89 0.50 1.08 1.10 0.78 0.53 1.08 1.10 0.39 0.56 1.08 1.10 0.23 0.59 1.08 1.10 0.20 0.61 1.08 1.09 0.18 0.62 1.08 1.10 0.22 0.64 1.08 1.10 0.40 0.65 1.08 1.10 2.00 0.67 1.08 1.10 2.00 0.68 1.08 1.10 2.00 0.69 J.08 1.10 2.00 0.69 1.08 1.10 2.00 0.70 1.08 1.10 2.00 0.71 1.08 uo 2.00 0.71 1.08 1.10 2.00 0.72 1.08 1.09 2.00 0.72 1.08 1.08 2.00 0.19 O.J8 0.14 0.17 0.25 0.46 1.06 0.93 0.46 0.27 0.24 0.21 0.26 0.48 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Factor of Safety 0.39 0.37 0.29 0.36 0.54 0.97 2.00 1.84· 0.87 0.48 0.41 0.35 0.42 0.74 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 139 N. Bay Front, Newport Beach, CA IH315.1 June 2021 Limiting shear strain ylim 0.28 0.31 0.50 0.32 0.15 0.06 0.03 0.03 0.06 0.13 0.17 0.21 0,14 0.06 0.01 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 PLATE A CPT-1 advanced to 45.16 ft on 5/27/2021 Page 3 PA2021-268 44.27 0.00 44.27 0.91 0.73 1.08 1.07 45.88 0.00 45.88 0.91 0.73 1.08 1.06 44.07 0.00 44,07 0.90 0.73 1.08 1.05 45.71 0.00 45.71 0.90 0.73 1.08 1.05 46.22 0.00 46.22 0.89 0.74 1.08 1.04 47.87 0.00 47.87 0.89 0.74 1.08 1.03 47,23 0.00 47.23 0.88 0.74 1.08 1.02 44.39 0.00 44.39 0.88 0.74 1.08 1.01 41.64 0.00 41.64 0.87 0.74 1.08 1.01 38.96 0.00 38.96 0.87 0.74 1.08 1.00 36.35 0.00 36.35 0.86 0.74 1.08 J.99 33.81 0.00 33.81 0.86 0.74 1.08 J.?9 32.38 0.00 32.38 0.85 0.74 1.08 J.98 34.08 0.00 34.08 0.85 0.74 1.08 J.98 39.83 0.00 39.83 0.84 0.73 1.08 0.96 43.44 0.00 43.44 0.84 0.73 1.08 0.96 42.98 0.00 42.98 0.83 0.73 1.08 0.95 39.57 0.00 39.57 OR, 0.73 l.08 0.95 34.27 5.61 39.89 0.82 0.73 1.08 0.94 29.09 5.61 34.70 0.82 0.73 1.08 0.94 23.04 5.61 28.66 0.81 0.72 1.08 0.95 Rete1 (•.,Ge) Idriss, l M ,1nd Boula.ngc1. R W Soil J.,1qu~focri'o11 J)unng EanhquoAes Earthquake f.ngrneering Rese.:irch Institute. 8 Sepu.-mb~r 2008. Ltu. C. ind EYett J.B So,ls a,id Foundat,on1. 8111 Edmon. 4-AugJst 20t3 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 1.49 1.60 0.88 0.94 0.68 0.73 0.92 0.97 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.04 1.06 0.41 0.43 Y...arun. CR .and Lew. M Rttommendaaons for lmpltrMntanon 0/ DHC Spcc,a/ Publ,conon 117 Umvers1ry of Southe:n Uhfom;.1 Ear...hqu.ah C~nter. March 1999 C.~hfom1.1 Department ol Consrrv.1tion. CGS Spu1al P:Jbli<aoon 117A Cc.11delmes for £valuonng and M1t1,qatm9 Seism;c Hoz,ndJ m Cali[orma R~ 11 ~pt. 2008. co11sultants ,,ngi 11et'ri11x )!t'<>lechn1< al app/1ca11on., 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.27 0.99 1.32 2.00 2.00 2.00 2.00 2.00 1.46 0.59 139 N. Bay Front, Newport Beacn, CA IH315.l June 2021 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.03 0.03 0.03 0.01 0.00 0.00 0.01 0.01 0.02 0.06 PLATE A CPT-1 advanced to 45.16 ~ on 5/27/2021 Page 4 PA2021-268 Parameter Fa 0.76 0.80 0.93 0.81 0.48 0.04 -0.36 -0.30 0.03 0.43 0.54 0.64 0.46 0.02 -0.87 ·1.33 -1.58 -1.60 -1.63 -1.55 -1.58 -1.61 -1.25 -1.19 Maximum llH1 (m) shear strain ymax 0.28 0.31 0.50 0.32 0.15 0.04 0.00 0.00 0.0~ 0.13 0.17 0.21 0.14 0.06 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 <'ng1nt'eri11g geo/l'l hnt( al 01111/icalions 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 0.30 co11sulta111s llLDh (m) 0.08 0.09 0.15 0.10 0.05 O.Dl 0.00 0.00 0.01 0.04 0.05 0.06 0.04 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vcrt:cal llSt (m) reconsol. Strain cv 0.03 O.ol 0.03 0.01 0.04 O.Ql 0.03 0.01 0.02 O.ol 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.02 0.01 0.02 0.01 0.03 0.01 0.02 0.01 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 llSi (ft) 0.03 0.03 0.04 0.03 0.02 0.01 0.00 0.00 0.01 0.02 0.02 0.03 0.02 O.ot 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 llS1 (inches) 0.35 0.36 0.46 0.37 0.27 0.09 0.00 0.01 0.12 0.26 I = 0.28 n a lO 2.29 139 N. Bay Front, Newport Beach, CA !H315.l June 2021 0.31 Post Soil Cenwnt Treatment: 0.26 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I = 0.75 n1r10 PLATE A CPT-1 advanced to 45.16 ft on 5/27/2021 Page 5 PA2021-268 -1.13 0.00 0.30 0.00 0.00 0.00 -1.26 0.00 0.30 0.00 0.00 0.00 -1.12 0.00 0.30 0.00 0.00 0.00 -1.25 0.00 0.30 0.00 0.00 0.00 -1.29 0.00 0.30 0.00 0.00 0.00 -1.42 0.00 0.30 0.00 0.00 0.00 -1.37 0.00 0.30 0.00 0.00 0.00 -1.14 0.00 0.30 0.00 0.00 0.00 -0.93 0.00 0.30 0.00 0.00 0.00 -0.73 0.00 0.30 0.00 0.00 0.00 -0.53 0.00 0.30 0.00 0.00 0.00 -0.35 0.02 0,30 0.01 0.00 0,00 -0.25 0.03 0.30 O.Dl 0.01 0.00 -0.37 0.02 0.30 0.01 0.00 0.00 -0.79 0.00 0.30 0.00 0.00 0.00 -J.07 0.00 0.30 0.00 0.00 0.00 -1.03 0.00 0.30 0.00 0.00 0.00 -0.77 0.00 0 lO 0.00 0.00 0.00 -0.80 0.00 0.30 0.00 0.00 0.00 -0.41 0.01 0.30 0.00 0.00 0.00 0.00 0.06 0.30 0.02 0.01 0.00 Total Settlement: I 0.09! R~ftrt'nc~: Idris~. I '1. and Boulanger, R.W Sotf L1q11efacuon D~nng Eanhquok~s. Earthquake Engineering Rese.lrch Institute. 8 Sfpl~m~r 2008, Liu, C. and Evf'U., I R Soils ond Fowulottons. 81.h Cdit,nn 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 0.04 0.01 0.07 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.01 0.14 0.30! 3.61! M~rt1n, G.R. and ~w. M Recammtndat,ons/Or lmpltmenwoon o/ DMC Special Pubbcatron 117, Unlvers1ry of Sm.:thtirn California E..uthquake Center M;arch 1999 ~hforn1.1 J~rtmtnt of Conkrv.tton. CGS. S~, ,al PublkatJ<.m I J 7A Cutde/mn fc,r Fw:,/uacmg and M1c,gatm9 ~um,,-Hazards m Callforn,a Rev 11 Sfp:. 2008 co11s11ltants e11gi11eeri11g ~('()/('Chll/('(1/ applicatio11s 139 N. Bay Front, l\ewport Beach, CA IH315.l June 2021 PLATE A CPT-1 advanced to 45.16 ft on 5/27/2021 Page 6 PA2021-268