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HomeMy WebLinkAbout20191025_Geotechnical InvestigationPA2019-220 consultants GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT 407 NORTH BA YFRONT (Balboa Island) NEWPORT BEACH, CALIFORNIA Presented to : FWP Avocado, LLC 610 Newport Center Drive Suite 890 Newport Beach, CA 92660 Attn: Garrett Calacci c/o : BRANDON ARCHITECTS 151 Kalmus Drive Ste #G-1 Costa Mesa, CA 92662 Attn: Caitlin Smith Prepared by: EGA Consultants, Inc. 375-C Monte Vista Avenue Costa Mesa, California 92627 ph (949) 642-9309 fax (949) 642-1290 June 4, 2019 Project No. WP194.1 eng i neeri ng geotechnical applications 375-C Monte Vista Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 PA2019-220 consultants Site : Proposed Single Family Dwelling: 407 North Bayfront Newport Beach (Balboa Island), California Executive Summary June 4, 2019 Project No . WP194.1 engin ee ring g eotechnical applications 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 2016 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 Foundations : Mat Slab Design : 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: Building Slab: 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 250 psf per foot 0 .25 Non-Expansive Silty Sands Negligible min. 2½ ft. below existing grade, scarify bottom 107.0 pct@ 13 .5 % Opt. Moisture " Concrete slabs cast against properly compacted fill materials shall be a minimum of 5 inches thick (actual} and reinforced with No . 4 rebar at 12 inches on center in both directions. * Dowel all footings to slabs with No. 4 bars at 24 inches on center. * 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 2016, ASCE 7-10): Site Class Definition (Table 1613.5.2) Mapped Spectral Response Acceleration at 0 .2s Period , s. Mapped Spectral Response Acceleration at 1s 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 1s Period, SM 1 Design Spectral Response Acceleration at 0.2s Period, S08 Design Spectral Response Acceleration at 1s Period , S 01 D 1 .731 g 0 .638 g 1.0 1.5 1.731 g 0 .958 g 1.154 g 0.638 g PGAm = 0.718 g 3 75-C Mont e Vista A v enu e • Co sta Mesa, CA 92 6 2 7 • (9 49 ) 6 42-93 09 • F AX (9 49 ) 642 -1 29 0 PA2019-220 consultants eng i nee ri ng ge otechnica ! application s June 4, 2019 Project No. WP194.1 FWP AVOCADO, LLC Attn: Garrett Calacci 61 O Newport Center Drive Suite 890 Newport Beach, CA 92660 c/o: BRANDON ARCHITECTS 151 Kalmus Drive Ste #G-1 Costa Mesa, CA 92662 Attn: Caitlin Smith Subject: Dear Garrett, GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT 407 NORTH BA YFRONT (Balboa Island) NEWPORT BEACH, CALIFORNIA In accordance with your request and with the 2016 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. 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. ~ (V.:-~.~-· ----- DAVID A. WORTHINGTON CEG 2124 J Principal Engineering Geologis cc: (3) Addressee 3 75-C Monte Vi s t a Av e nue• C o , ::_-:~ • (949) 642 -9309 • FA X (949) 642 -12 90 PA2019-220 GEOTECHNICAL INVESTIGATION June 4, 2019 Project No. WP194 .1 FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT INTRODUCTION 407 NORTH BA YFRONT (Balboa Island) NEWPORT BEACH, CALIFORNIA 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 407 North Bayfront, 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 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 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 2016 California Building Code (CBC); • Seismic and Liquefaction analysis and settlement computations (in accordance with California Geological Survey , SP 117A); • Preparation of this report presenting our findings, conclusions, and recommendations. 2 PA2019-220 GENERAL SITE CONDITIONS The subject property is an approximate 32 ft. wide by 91 ft. semi-rectangular shaped lot located at 407 North Bayfront 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 North Bayfront to the south , by a pedestrian strada and seawall/bulkhead to the north, and by similar residences to the east and west. Channel waters of the Newport Bay harbor are located approximately 20 feet to the north of the subject site. The Pacific Ocean shoreline is located approximately ½-mile southwest of the property, 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. Currently, the lot is occupied by a two-story home situated on a graded level pad. All structures are supported on continuous perimeter footings with slab-on-grade floors . An attached two car garage on site is attached and accessed by North Bayfront (concrete street along the south of the lot). The existing residential footprint and layout is shown herein (see Plot Plan, Figure 2). The site is legally described as Lot 4 of Block 8 of Balboa Island Section 1 (APN 050- 031-03). PROPOSED RESIDENTIAL DEVELOPMENT Detailed architectural plans were not available during the preparation of this report . However, based on a preliminary discussion with Brandon Architects, the proposed residential development shall include the demolition of the existing structures, and the construction of a new three-story, single family dwelling with 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 this report are necessary. It is our understanding that the grade of the site is not expected to vary significantly. 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No WP\ 94 , I June4 .20 19 3 PA2019-220 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 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 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 No. A 191260252- 00A. 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 2 3/a 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) 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No , WP 194 .1 June4,2019 4 PA2019-220 * * * * Maximum Dry Density and Optimum Moisture Content (ASTM: D 1557) Grain Size Distribution Sieve Analysis (ASTM: D 442) 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 located approximately 20 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). 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 6 feet b.g .. 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 the week of May 7, 2019, is presented as Figure 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 407 North Bayfront, Newport Beach (Balboa Island), CA Soi Is Report Project No. WP 194 .1 June4,2019 5 PA2019-220 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 1 O: 1 (horizontal to vertical), down to approximate elevations of -10 to -12 feet along the channel limit line ( depending on tidal fluctuations). Balboa Island and Newport Bay History Similar to surrounding islands in the Newport Bay (e .g. Linda Isle, Collins, 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 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 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 407 North Bayfront, Newport Beach (Balboa Island), CA Soi Is Report Project No . WP 194 .1 June 4, 2019 6 PA2019-220 Bayside Avenue, less than ½ kilometers north 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 on-site CPT probe advanced on May 16 , 2019 , bedrock of the Monterey Formation (Tm) was likely encountered approximately 40 feet below grade. F aul ti ng A review of available geologic records indicates that no active faults cross the subject property (reference No. 2, and Figure No. 3). S eis m icity 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 fault distances, probable magnitudes, and horizontal accelerations are listed as follows: FAULT DISTANCE FROM MAXIMUM CREDIBLE MAXIMUM (Seismic SUBJECT SITE EARTHQUAKE HORIZONTAL Source Type) (Kilometers) MAGNITUDE ROCK ACCELERATION Newport-2 kilometers southwest 7.2 0.69 g's Inglewood (B) San Joaquin 5 kilometers beneath 6 .6 0.48 g's Hills Blind the site Thrust Fault (B) Palos Verdes 16 kilometers 7.1 0.38 g's (B) southwest Chino-Cental 40 kilometers northeast 6 .7 0 .14 g's Avenue (B) Elsinore (B) 37 kilometers northeast 6.8 0.16 g's Cucamonga 50 kilometers north-7 .0 0.14 g's (A) northeast The maximum anticipated bedrock acceleration on the site is estimated to be less than 0.69, based on a maximum probable earthquake on the Newport- Inglewood Fault. 407 North Bayfront, Newport Beach (Ba lboa Is land), CA Soi Is Report Project No . WP 194.1 J une 4,2019 7 PA2019-220 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 2016 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 2016 CBC and the City of Newport Beach requirements. Based on Chapter 16 of the 2016 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: 2016 CBC Seismic Design Parameters SITE ADDRESS 407 N h B fr N B h CA ort ay o n t, ewport eac ., Site Latitude (Decimal Degrees) 33.6081989 Site Longitude (Decimal Degrees) -117.8964645 Site Class Definition D Mapped Spectral Response Acceleration at 0.2s Period, Ss 1.731 Mapped Spectral Response Acceleration at 1 s Period, S 1 0 .638 Short Period Site Coefficient at 0 .2 Period, Fa 1.00 Long Period Site Coefficient at ls Period, Fv 1.50 Adjusted Spectral Response Acceleration at 0 .2s Period, SMs 1.731 Adjusted Spectral Response Acceleration at ls Period, SM1 0.958 Design Spectral Response Acceleration at 0.2s Period, S0 s 1.154 Design Spectral Response Acceleration at 1 s Period S01 0 .638 In accordance with the USGS Design Maps, and assuming Site Class "D", the mean peak ground acceleration (PGAm) per USGS is 0 .718 g. The stated PGAm is based on a 2% probability of exceedance in a 50 year span (see 407 North Bayfront, Newport Beach (Balboa Island), CA Soi Is Report Proje ct No WP 194. I June4,20l9 8 PA2019-220 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 hydraulic fill sands and native materials as follows: Fill (AO Fill sands were encountered in each of the borings to a depth of approximately 2 to 2½ feet b .g .. The fill soils consist generally of light gray, moist, loose to medium dense, fine-to medium-grained silty sands with trace clay and shell fragments. The expansion potential of the fill soils was judged to be very low when exposed to an increase in moisture content. Based on the laboratory results dated March 26, 2019, the site maximum dry density is 107.0 pct at an optimum moisture content of 13.5% (per ASTM D 1557). The complete laboratory reports are presented in Appendix B, herein. Hyd rau li c-Native Sa nds (Qm ), Pa rali c De p osits (Qo p ) and Bedrock (Tm ) The fill materials are hydraulic and native sands as encountered in each of the test borings (8-1, 8-2, and CPT-1 ). The native sands consist generally of light brown, moist to saturated, medium dense, non-cemented, fine-to medium-grained , sand and silty sand with trace shell fragments . An approximate 12-inch thick fine sandy silt/clay lens was encountered at approximately 4.5 feet b.g .. The clayey layer is characterized as a "fat" clay as it readily "worms" via hand sculpting. 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 May 16, 2019 , bedrock of the Monterey Formation (Tm) was likely encountered approximately 40 feet below grade. 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 407 North Bayfront , Newport Beach (Balboa Island), CA Soils Report Project No WP 194.1 June 4, 2019 9 PA2019-220 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 one 10-feet deep 4 "diameter hand-auger boring, and a 50+ feet deep 1. 7" diameter CPT probe advanced on May 16, 2019. 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 2.0 inches, and in the upper 10 feet is less than 1.0 inch 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). 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 Page 13, below The soil densification via soil cement and the mat slab foundation specifications 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No . WPl94. l June4,20l9 10 PA2019-220 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 ~azards 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 2½ 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 407 North Bayfront, Newport Beach (Balboa Island), CA So i Is Report Project No . WP 194.1 June4,2019 11 PA2019-220 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 sands, we recommend approximately four (4) pallets (35 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 Prepa ration 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 2½ 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. 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 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No. WPI 94 I June4.2019 12 PA2019-220 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 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 250 psf per foot min. 12 inches with thickened edges(+ 6 inches) no . 5 bars@ 12" o.c. each way, top and bottom 0.25 ks = 90 lbs/in 3 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. Conventional Foundations (outside the mat slab, if applicable) For potential auxiliary structures 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 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No . WPI 94.1 June4,2019 13 PA2019-220 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. Ca pilla ry 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 2 inches of washed sand, underlain by a min. 15 mil thick visqueen moisture barrier(e.g. "Stego Wrap") with all laps sealed, underlain by 4 inches of ¾-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 T ype for Conc rete in Contact with On-S ite Earth Materia ls Concrete mix design should be based on sulfate testing with Section 1904.2 of the 2016 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-CO NTAINING SOLUTIONS Sulfate Water soluble Sulfate (SO4) in Exposure sulfate (SO 4 ) in soil water, ppm [SO] percent by weight Negligible 0.00 ~ SO 4 < 0.10 0 s; SO4 <150 [S1] Moderate 0.10 < SO4 < 0.20 150 < SO4 < 1500 [S2] Severe 0.20 <:; SO4 < 2.00 1500 < SO4 < 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No. WP! 94. I Cement Type --- II,IP(MS), IS(MS),P(MS) l(PM)(MS), l(SM)(MS) V June4,2019 14 .. Maximum water-Minimum td, cementitious material normal-weight ratio, by weight, normal and light weight weight concrete concrete, psi ------ 0.50 4000 0.45 4500 PA2019-220 [S3] 10,000 Very Severe SO 4 > 2.00 SO4 > 10,000 V plus 0.45 4500 [S4] 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 1 inch in 40 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 250 pounds per square foot per foot of depth. A coefficient of friction against sliding between concrete and soil of 0.25 may be assumed. Exterior S labs-o n~qrade (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. 407 North Bayfront, Newport Beach (Balboa Island), CA Soi Is Report Project No. WP194 ,I June4,2019 15 PA2019-220 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. Recommended minimum gradient is 2 percent for unpaved areas and one percent for concrete/paved areas. 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. 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. 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No . WPl94.l June 4, 2019 16 PA2019-220 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 c;tirect 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. 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No WP! 94 .1 June4.2019 17 PA2019-220 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. l...ew, 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 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 D5778-12), dated 2012. 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, 2016. 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. 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No . WPl94 .I June4.2019 18 PA2019-220 'ORT BAY LIHO,I\ ISLE \DD , IWl80R ISLAHO DR E BE.Atc»I BAY BAHIA COfUNTHIAN YACHT CLIM t,{i l BALBOA BALBOA YACHT CL/JB ' 4-, PAV~~J_O!------~----______ 6'ATA/.JN4 UArJO/VJ uA~rrn ,,---•----• frll'{~ rr,Jl~ff ; ________ COAST PJJr TJ: rr nrJeilAJJA PIER OBTAINED FROM "THE THOMAS GUIDE" THOMAS BROS. MAPS, ORANGE COUNTY RAND MCNALLY & COMPANY, DATED 2008 EGA Consultants engineering geotechnical applications SITE LOCATION MAP 407 N. BAYFRONT NEWPORT BEACH, CALIFORNIA --.. 1 PLAZA DEL NORTE CIR 2 PLAZA DEL SUR 3 SERRANO AV 4 GRANADA AV Project No: Date: Figure No: WP194.1 JUNE 2019 1 ........ PA2019-220 LEGEND ~ GEOTECHNICAL BORINGS BY EGA CONSULTANTS $ CONE PENETRATION TEST BY KEHOE TESTING AND ENGINEERING w u z w ~ ;) ~ enl 1-z w ~ --, Cl <( EGA PLOT PLAN CPT-1 Consultants 407 N. BAYFRONT EXISTING RESIDENCE B-2 I -M I en ...J a: Project No : WP194.1 Date: JUNE 2019 engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 2 w u z w Cl V) w c::: 1-z w u <( --, Cl <( PA2019-220 • • • • • • • • • • ~~:(d~·-~-/~~1 Eolian deposits (late Holocene)-Active or recently active [;:-;:.k::-,·;·:-:.:;•;'._ sand dune deposits; unconsolidated. 1 ::-:::::6":\::~-1 Marine dep~sits (late Holocen~)-Active or recently active .. ;:-.. _.,. --~·:·.·.'.. beach deposits; sand, unconsolidated. l ::;-.~·-''a~s--~~-::1 Estuarine deposits (late Holocene)-Sand, silt, and clay; _:,•/,· .. _ .. •.-• .. unconsolidated, contains variable amounts of organic matter. ,---Q-o_p_ 4 ---,[ 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. I Old paralic deposits, Unit 3 (late to middle Pleistocene)- _ao_P_3 __ Silt, sand and cobbles resting on 45-46 m Guy Fleming terrace. Age about 320,000-340,000 years. Qomfa [ 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: Qop 1 I 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. Oop 3 _ 6 I Old paralic deposits, Units 3-6, undivided (late to .__ ___ middle Pleistocene)-Silt, sand and cobbles on 45-55 m ----terraces. I Old paralic deposits (late to middle Pleistocene) overlain Qopf .__ __ ___. by alluvial fan deposits-Old paralic deposits capped by :rm 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 (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 407 N. BAYFRONT NEWPORT BEACH, CALIFORNIA Project No : Date: Figure No: WP194.1 JUNE 2019 3 PA2019-220 Balboa Pier, Newport Beach, California Tide Chart Requested time: 2019-05-07 Tue 12:00 AM PDT -05-06 Mon lO PH PDT Balboa Pi.er, Hewpcrc Beach, California 2019-05-07 Iue 2:,19-0 5 -07 Iue2'.l19-c,s -07 T"e 2019-05-07 rue 2019-05 -oe Wed 2019 -05-08 We d:2C·l 9 -05 -08 Wed 5:51 A:1 PDT 12:13 PM PDT '4:55 PM l?DT 11:07 l?M PDT 6:42 AM PDT 1:21 PM PDT 5:35 PM l?DT 1 fi;------------------------------------------- 3 h 2 ~ 1 Balboa Pier, Newport Beach, California 33.6000° N, 117.9000° W 2019-05-07 Tue 5:50 AM PDT -0.6 feet Low Tide 2019 -05-07 Tue 5:57 AM PDT Sunrise 2019-05-07 Tue 8 :10 AM PDT Moonrise 2019-05-07 Tue 12: 13 PM PDT 3.3 feet High Tide 2019-05-07 Tue 4:55 PM PDT 2.0 feet Low Tide 2019-05-07 Tue 7:39 PM PDT Sunset 2019-05-07 Tue 10:40 PM PDT Moonset 2019-0S-07Tue 11 :07 PM PDT 5 .5 feet High Tide 2019-05-08 Wed 5 :56 AM PDT Sunrise 2019-05-08 Wed 6:42 AM PDT -0.S feet Low Tide 2019-05-08 Wed 9:02 AM PDT Moonrise 2019-05-08 Wed 1:21 PM PDT 3.2 feet High Tide 2019-05-08 Wed 5 :35 PM PDT 2.3 feet Low Tide 2019-05-08 Wed 7:39 PM PDT Sunset 2019-05-08 Wed 11:40 PM PDT Moonset 2019-05-08 Wed 11:52 PM PDT 5.3 feet High Tide 2019-05-09 Thu 5:55 AM PDT Sunrise 2019-05-09 Thu 7:43 AM PDT -0.4 feet Low Tide 2019-05-09 Thu 10:00 AM PDT Moonrise 2019-05-09 Thu 2:48 PM PDT 3.1 feet High Tide 2019-05-09 Thu 6:34 PM PDT 2. 7 feet Low Tide 2019-05-09 Thu 7:40 PM PDT Sunset 2019-05 -10 Fri 12:35 AM PDT Moonset 2019-05-10 Fri 12 :49 AM PDT 4.9 feet High Tide 2019-05-10 Fri 5 :54 AM PDT Sunrise 2019-05-10 Fri 8:53 AM PDT -0.2 feet Low Tide 2019-05-10 Fri 11:02 AM PDT Moonrise 2019-05-10 Fri 4:17 PM PDT 3.3 feet High Tide 2019-05-10 Fri 7:41 PM PDT Sunset 2019-05-10 Fri 8:16 PM PDT 2.8 feet Low Tide Sant• Ann,, Coat•Mn,._ ', 5.int.1 Anil Ri\...-entr.:mce (1n,ide1 . C:>l ifotnWI -... , ,., Nev.port Bify' Entrance, Coron;i d•I .\1.J t•, C:llilarnla •s.,.• Irvff. Pier, ~part B""h, a.lilarnl1 " TIDAL CHART Project No: WP194.1 EGA Consultants engineering geotechnical applications 407 N. BAYFRONT NEWPORT BEACH, CALIFORNIA Date: Figure No: JUNE 2019 4 PA2019-220 APPENDIX A GEOLOGIC LOGS (B-1 and 8-2) and CPT Data Report by Keyhoe Drilling & Testing (CPT-1) PA2019-220 - LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: WP194 .1 Boring No: B-1 Project: 407 N. Bay Front, Newport Beach, CA Boring Location: See Figure 2 FWP Avocado, LLC Date Started: 5/7/2019 Rig: Mob. 4" augers Date Completed : 5/7/2019 Grnd Elev. +/-8 ft . NAVDBB Sample "if!. () Direct Type C. Shear E u )( (f) 1il <I) ~ ■Th i n Wa ll 12] 2 .5" Ring C. "O t-- <I) <I) .2l ~ .E V, (f) LL C. "O Tub e Sample C: C: .... LJ.J >, <I) 0 C: <I) V, t--,!: t---e u V, ,Q 0 0 C. .>,! C: .... 0:: ,,::; 0 :::, "S [ZJ Bulk [I] standard Split ~ static Water ~ <I) V, E LJ.J a. t, 0 C: u <I) Cl) 'o co Sample Spoon Sari,p le Table :::, Cll :::, I t, ~ C. E t--0 C: )( => ·o 0 LJ.J -~ 0 :::E -=:nu ""~ :::E I FILL: Gray brown, silty fine to med sand, moist, w/ Opt% 1 -SM shell fraaments loose to med dense . 20.9 101.7 107.0 30 85 13 5% rx: At 2 ft.: Light olive gray, fine to medium sand with SM shell frags, medium dense , moist. Sulf ~ At 4 ft.: Becomes medium gray, medium sand with 26.4 10ppm 5 -CH ~ trace fines , shell fragments, micaceous, wet. 35.0 (SO] SM At 4.5 ft .: Silty fat clay layer, dark gray , saturated . 27.9 -At 5 .5 ft .: Very wet, transition back to fine to %<200 medium-grained sand with trace shells . 24.6 At 8 ft.: Saturated fine sand with silt, micaceous 10 -gray brown. Total Depth : 10 ft . Groundwater at 6 ft. No caving (cased) 15 -Backfilled and Compacted 5/7/2018 20 - 25 - -30 - 35 - 40 I EGA Consultants I ,:,;· I PA2019-220 LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: WP194.1 Boring No: B-2 Project: 407 N. Bay Front, Newport Beach , CA Boring Location: See Figure 2 FWP Avocado, LLC Date Started: 5/7/2019 Rig: Mob. 4" augers Date Completed : 5/7/2019 Grnd Elev. +/-8 ft . NAVD88 Sample '#-'u Direct Type a. Shear if 'u >< Cl) QI Q) ~ ■Thl nWa ll k8:J2.5"Ring a. "O f- Q) Q) .l!l ~ E V, Cl) LL a. "O Tu be Sample c:: c:: -w >, Q) 0 c:: Q) V, f-E f-,e V, 0 D Q a. .c:: ::, ..I< () c:: 'ui -e-c:: 0 "3 [2JBulk [I] Standard Spilt static Water Q) E 15._ -~ ¥'. ~ D c:: () w Cl) ca Sample Spoon Sa mple Table ro ::, J: Q) "Cl ::, -~ i::' a. E f-D c:: ~ :J 0 D ·~ 0 ::!! ~OIi rn::~f'RIPTIOI\I ::!! I FILL : Gray brown, silty fine to med sand , moist, w/ Opl % 1 SM shell fraaments loose to med dense. 20.5 85.5 107.0 30 85 13.5% -x At 2 .5 ft.: Light olive gray, fine to medium sand with shell frags, medium dense, moist. SM Sult z At 4 ft .: Becomes medium gray, medium sand with 25.0 10ppm 5 -CH trace fines, shell fragments, micaceous, wet. 1s01 SM \/ ./ At 4.5 ft .: Silty fat clay layer, gray, saturated . 29.5 --At 5.5 ft.: Very wet, transition back to fine to %<200 medium-grained sand with trace shells. 24 .6 At 8 ft .: Saturated fine sand with silt, micaceous 10 -Qray brown, les porous . Total Depth: 10 ft. Groundwater at 6 ft. No caving (Cased) 15 -Backfilled and Compacted 5/7/2018 20 - 1-25 - 30 - 35 - 40 I EGA Consultants II ,:,~· I PA2019-220 K~ Project: EGA Consultants Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www.kehoetesting.com Location: 407 N. Bay Front, Newport Beach, CA 5 .: ..... I,. I 2 1•1 I 5 1" 2 •,j 22. 2 "~1 ,._, -..c °KE QI Cl 2ii ~ :, 1 2 ] ,j J 5 ]. 3 ·1 :--12 ·H .-1 5 1 ~ ~~ :i Cone resistance qt I • . i 1----i ! [ tGf.1 2e,,:, 30•:) .-1:c ~~c ,:-:, Tip resistance (tsf) Sleeve friction -~r!• -;--r---r-.. ····-·t···-·····t" ...... . 2 ·1 ·H-·· .. +··---t---··+· 6 ;, Ir. 1 2 1··1 1:, 1 il .2 -: 2 2, ?2~ ..c. 1l._2-5 QI Cl 2 E 3 •:) 3 .2 3-1 J6 35 -'I c, 12. · .......... = . 11 t···-"f 15 ·11' s ,:, ~ ·1 ,S fi 1C 12 Friction (tsf) • Pore pressure u ·1 6 e:: I ,:, 12 14 ts lE 2C 22 ,..._ ~2-1 ..c. "Kn QI Cl 2 S .3~· 32 3 •1 35 }E •1-: -12 l I i • I _j ____ l 1 --t-i-lJ----1---+~-t ~ ~ i . i ... _...l _ .. __ J,,_,J i I : ! r--l--~ j_ .:-_..j _;_ --1 • "i ---!---'-··-· ·-• ..... _ .. i t ' i ! .,.,._ .. ., .. ,. ·•--1•-··--I ' ' ' t l·-t-f t -· .i -i -l i ; 1 -, ,-.. -·-.-___ ,. . ,. __ ,. I , ; i ......... ---;-------------1 ! i l , .... _____ -··-· r .......... -,.·-•-·· -1 -1 ·1 ;:• .... T . -r-"T" 1L: , I ··1 5 ·• .. ,J, , .. · ·: -;1 -e. ·1 il !::,,:: -·r-· --1·----l C,~, 2;:,C 3,:,0 ,1.:;;;(. S.(,t;., Pressure (psi) CPeT-IT v.2.3.1.8 -CPlU data presentation & interpretation software -Report created on: 5/17/2019, 3:23:54 PM Project file: Friction ratio {; r:::===~==~==-7 s " I·:• l 2 l ·1 1£ 1,:-; ::: ·~~ 2 2 §:2,1 ..c. °KH, QI Q 2E 3,{, 3 2 ~ •1 J~ J. fi ·1 ('., •12 4 -1 ·1 S i 7 ---i-:-+-_l I . _, ... l I r-r 4;, -I , s. -=· -1--··r ..... ~~····-2 3 i S 6 7 8 Rf(%) •I 5 l: I 2 1•1 1 !, J .; 2 ,:, 2 2 2 '•1 ,._,. i2:, QI 0 2 -:l (. ~ 2 } 1 } ~J 1 ~ •l: ,1:: ··1·1 ·1 S l ; CPT-1 Total depth: 50.55 ft, Date: 5/16/2019 Soil Behaviour Type Olflni• ••il s..n1J :ilt••4 Slit ,.., J ,on4nilt S.nlJ:ili, ... , Sil~ ,._,· $ "'"'~ ,lit Soni J :ify "'"' I Silt ,._, .S "'"'r•ilt S.nl $ :ifr,on4 Silt ••nl~.1 ,.114, iilt , Silt ,. .. ~ "'•(• ,llf '•it 4emel>tfhlil ~: ~~~~~ Cl~J :ilt dor "it\" 4•mc,'>tlhtil ~1 5 !} 1,: 12 1-'1 1=• LB S BT (Robertson, 2010) 1 PA2019-220 407 N. Bayfront, Newport Beach, CA Project No.: WP194.1 EGA Consultants CPT-1 data In situ data No Depth {ft} qc {tsf} fs {tsf} SBTn Ksbt {ft/s} Cv {ft:2/s} SPTN60 Constrained Dr{%} Friction Es {tsf} {blows/feet} Mod. {tsf} angle (0 ) 1 1 51.5 0.31 6 8.78E-04 1.44E+01 10 512.24 82 43 256.12 2 2 59.68 0.37 6 6.68E-04 1.26E+01 11 589.09 75 42 294.54 3 3 67.04 0.35 6 3.32E-04 6.63E+OO 11 623.92 70 40 311.96 4 4 39.82 0.42 6 3.65E-04 8.17E+OO 13 698.2 69 40 349.1 5 5 82.88 0.44 6 1.95E-04 4.92E+OO 14 786.29 68 40 393.15 6 6 68.23 0.76 6 4.31E-04 1.23E+Ol 16 890.19 72 41 445.09 7 7 98.3 0.39 6 5.61E-04 1.81E+01 19 1005.62 75 41 502.81 8 8 128.96 0.66 6 6.15E-04 2.27E+01 22 1152.09 78 42 576.05 9 9 116.87 1.17 6 5.00E-04 2.17E+Ol 25 1354.11 81 43 677.06 10 10 143.79 1.22 6 6.33E-04 3.47E+01 33 1714.48 91 44 857.24 11 11 253.72 2.03 6 S.55E-04 3.78E+Ol 40 2125.05 98 45 1062.52 12 12 224.84 3.18 6 5.SSE-04 4.SlE+Ol 48 2540.31 100 46 1270.15 13 13 265.2 3.3 6 3.86E-04 3.37E+Ol 50 2725.31 100 46 1362.66 14 14 257.48 3.33 6 4.47E-04 3.98E+Ol 51 2774.95 100 46 1387.47 15 15 259 3.07 6 S.20E-04 4.53E+Ol 51 2715.72 100 46 1357.86 16 16 269.9 2.58 6 7.14E-04 5.8SE+01 49 2556.87 100 46 1278.44 17 17 255.4 1.96 6 8.79E-04 6.91E+Ol 48 2453.88 99 45 1226.94 18 18 256.34 2.2 6 7.SSE-04 5.99E+01 48 2477.3 97 45 1238.65 19 19 256.14 2.69 6 4.63E-04 4.04E+01 51 2726 97 45 1363 20 20 261.09 3.57 6 3.61E-04 3.38E+01 53 2929.16 98 45 1464.58 21 21 277.39 3.45 6 2.59E-04 2.66E+01 57 3206.42 99 45 1603.21 22 22 281.06 4.56 6 2.0SE-04 2.19E+01 58 3333.19 98 45 1666.59 23 23 258.52 4.48 6 1.37E-04 1.51E+01 58 3441.68 95 45 1720.84 24 24 244.72 4.53 6 1.lOE-04 1.20E+01 56 3397.71 92 45 1698.86 25 25 241.15 4.38 6 1.49E-04 1.64E+01 58 3436.74 93 45 1718.37 26 26 309.91 4.1 6 2.13E-04 2.28E+01 58 3346.09 94 45 1673.04 27 27 275.23 3.31 6 3.38E-04 3.60E+01 60 3326.53 96 45 1663.26 28 28 307.68 3.55 6 4.65E-04 4.69E+01 59 3150.77 95 45 1575.39 29 29 313.09 2.65 6 6.51E-04 6.31E+01 58 3026.2 95 45 1513.1 30 30 293.87 2.23 6 8.86E-04 7.44E+01 52 2620.82 90 44 1310.41 31 31 231.22 1.27 6 1.16E-03 8.46E+01 46 2283.55 86 43 1141.77 32 32 241.93 0.96 6 1.57E-03 1.01E+02 42 2007.85 82 43 1003.93 33 33 240.5 0.97 6 1.80E-03 1.15E+02 42 1998.48 82 43 999.24 34 34 245.39 1.13 6 1.65E-03 1.12E+02 44 2121.5 84 43 1060.75 35 35 274.47 1.39 6 9.64E-04 7.14E+01 46 2313.14 83 43 1156.57 36 36 232.82 1.89 6 6.34E-04 4.9SE+01 47 2433.95 81 43 1216.98 37 37 227.28 1.78 6 3.44E-04 2.82E+01 47 2558.25 78 42 1279.13 38 38 231.74 2.21 6 2.20E-04 2.12E+01 53 2999.55 81 43 1499.77 39 39 288.8 4.25 6 9.98E-05 1.16E+Ol 59 3633.33 82 43 1816.67 40 40 264.18 5.97 6 5.16E-05 6.37E+OO 59 3854.27 79 43 1927.13 41 41 186.39 4.25 6 3.13E-05 3.81E+OO 56 3795.37 74 43 1897.68 42 42 215.53 4.34 5 2.18E-05 2.44E+OO 50 3504.86 68 42 1752.43 43 43 175.12 4.3 5 1.95E-05 2.16E+OO 49 3462.19 66 42 1731.1 44 44 168.57 3.93 8 4.17E-06 2.78E-01 46 2081.74 59 42 1850.83 45 45 110.15 7.78 9 1.56E-06 9.85E-02 48 1972.47 0 0 0 46 46 151.81 9.66 9 5.53E-07 2.90E-02 44 1634.78 0 0 0 47 47 96.36 5.56 9 S.82E-07 2.78E-02 40 1490.32 0 0 0 48 48 79.44 3.63 4 4.SlE-07 1.62E-02 31 1121.12 0 0 0 49 49 72.97 3.06 4 4.42E-07 1.49E-02 29 1051.27 0 0 0 50 so 81.6 4.06 4 4.04E-07 1.37E-02 30 1060.52 0 0 0 PA2019-220 407 N. Bayfront, Newport Beach, CA Project No.: WP194.1 EGA Consultants CPT-1 data Estimations Go (tsf) Nkt Su (tsf) Su ratio Kocr OCR Vs (ft/s) State Ko Sensitivity Peak phi Shear strength parameter (0) (tsf) 321 0 0 0 0.33 0 413.41 -0.22 0 0 0 0.03 369.16 0 0 0 0.33 0 443.34 -0.2 0 0 0 0.05 390.99 0 0 0 0.33 0 456.26 -0.18 0 0 0 0.07 437.54 0 0 0 0.33 0 482.66 -0.17 0 0 0 0.1 492.74 0 0 0 0.33 0 512.2 -0.18 0 0 0 0.12 557.85 0 0 0 0.33 0 544.99 -0.18 0 0 0 0.15 630.19 0 0 0 0.33 0 579.25 -0.2 0 0 0 0.18 721.98 0 0 0 0.33 0 620 -0.21 0 0 0 0.21 848.58 0 0 0 0.33 0 672.16 -0.22 0 0 0 0.24 1074.4 0 0 0 0.33 0 756.33 -0.25 0 0 0 0.28 1331.7 0 0 0 0.33 0 842.04 -0.27 0 0 0 0.32 1591.93 0 0 0 0.33 0 920.64 -0.29 0 0 0 0.36 1707.86 0 0 0 0.33 0 953.58 -0.29 0 0 0 0.39 1738.97 0 0 0 0.33 0 962.22 -0.29 0 0 0 0.42 1701.85 0 0 0 0.33 0 951.9 -0.29 0 0 0 0.45 1602.31 0 0 0 0.33 0 923.64 -0.28 0 0 0 0.48 1537.77 0 0 0 0.33 0 904.85 -0.28 0 0 0 0.5 1552.44 0 0 0 0.33 0 909.15 -0.27 0 0 0 0.53 1708.29 0 0 0 0.33 0 953.7 -0.27 0 0 0 0.56 1835.61 0 0 0 0.33 0 988.6 -0.27 0 0 0 0.59 2009.36 0 0 0 0.33 0 1034.33 -0.28 0 0 0 0.62 2088.8 0 0 0 0.33 0 1054.58 -0.28 0 0 0 0.65 2156.79 0 0 0 0.33 0 1071.6 -0.27 0 0 0 0.68 2129.23 0 0 0 0.33 0 1064.73 -0.27 0 0 0 0.7 2153.69 0 0 0 0.33 0 1070.83 -0.27 0 0 0 0.73 2096.88 0 0 0 0.33 0 1056.61 -0.27 0 0 0 0.75 2084.62 0 0 0 0.33 0 1053.52 -0.27 0 0 0 0.79 1974.48 0 0 0 0.33 0 1025.31 -0.27 0 0 0 0.81 1896.42 0 0 0 0.33 0 1004.84 -0.27 0 0 0 0.84 1642.38 0 0 0 0.33 0 935.12 -0.25 0 0 0 0.85 1431.02 0 0 0 0.33 0 872.88 -0.24 0 0 0 0.85 1258.26 0 0 0 0.33 0 818.49 -0.22 0 0 0 0.86 1252.38 0 0 0 0.33 0 816.58 -0.22 0 0 0 0.89 1329.48 0 0 0 0.33 0 841.34 -0.23 0 0 0 0.92 1449.57 0 0 0 0.33 0 878.52 -0.22 0 0 0 0.95 1525.28 0 0 0 0.33 0 901.16 -0.22 0 0 0 0.97 1603.17 0 0 0 0.33 0 923.89 -0.21 0 0 0 0.97 1879.72 0 0 0 0.33 0 1000.41 -0.22 0 0 0 1.02 2276.89 0 0 0 0.33 0 1101.03 -0.24 0 0 0 1.08 2415.34 0 0 0 0.33 0 1134.02 -0.23 0 0 0 1.1 2378.43 0 0 0 0.33 0 1125.32 -0.23 0 0 0 1.11 2196.38 0 0 0 0.33 0 1081.39 -0.21 0 0 0 1.11 2169.64 0 0 0 0.33 0 1074.79 -0.2 0 0 0 1.12 2319.71 0 0 0 0.33 0 1111.34 -0.21 0 0 0 1.17 2625.7 14 10.06 7.65 0.33 36.73 1182.37 0 l 69.25 0 10.06 2624.86 14 8.34 6.2 0.33 29.48 1182.18 0 1 53.32 0 8.34 2371.12 14 7.6 5.53 0.33 26.38 1123.59 0 1 59.29 0 7.6 1868.27 14 5.72 4.08 0.33 19.4 997.36 0 1 68.66 0 5.72 1758.15 14 5.36 3.74 0.33 17.84 967.51 0 I 73.37 0 5.36 1802.88 14 5.41 3.7 0.33 17.64 979.74 0 71.21 0 5.41 2 PA2019-220 APPENDIX B LABORATORY RESULTS PA2019-220 GEOLOGY· GE.OTECH · Gf<OUNDWATrn EGA Consultants 375-C Monte Vista Avenue Costa Mesa, California 92627 Attention: Subject: Mr. David Worthington, C.E .G. Laboratory Test Results 407 North Bayfront Newport Beach , California Dear Mr. Worthington : May 20 , 2019 Project No. 114-568-1 0 G3SoiIWorks, Inc. performed the requested laboratory tests on 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 : 4--+~~::::::::::..~~~:xic;J:3!>-1; ' . Attachment: Laboratory Test Results 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2019-220 EGA Consultants Laboratory Test Results 407 North Bayfront Newport Beach, California LABORATORY TEST RESULTS May 20, 2019 Project No. 114-458-10 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 one-inch height rings. Moisture only results were obtained from small bulk samples. Sample Dry Density, Moisture Content, Identification pcf % B-1@ 2.5' 101.7 20.9 B-1@ 4.0' * 26.4 B-1 @ 4.5-5.5' * 35.0 B-1@ 6.0' * 27.9 B-2@ 2.5' 85.5 20.5 B-2 @4.0' * 25.0 B-2@ 6.0' * 29.5 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' Silty sand with organics and shell SM fragments -gray brown B-1 @ 6.0' Fine to medium sand with shell SM fragments and trace silt 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2019-220 EGA Consultants Laboratory Test Results 407 North Bayfront Newport Beach, California Maximum Dry Density and Optimum Moisture Content May 20, 2019 Project No . 114-458-10 Page 3 of 3 Maximum dry density and optimum moisture content test was performed in accordance with ASTM: D 1557 . The results are shown below: Sample Identification Maximum Dry Density Optimum Moisture (pcf) Content(%) B-1 @ 0-3 ' 107.0 13.5 Sulfate Content 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 Class (ppm) (ACI 318-14, Table 19.3.1.1) B-2@ 0-3 ' 10 so Sieve Analysis Particle size analysis was performed in accordance with ASTM D442 . The test results are presented below: Sample ID B-1 @ 4.5 to 5.5 feet Sieve Size Percent Passing 3/8" 100 No. 4 99.8 No. 8 99.7 No.16 99.4 No. 30 97.8 No. 50 86 .5 No. 100 53.7 No.200 24.6 Direct Shear The results 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 rate of strain of 0.005 inch per minute. 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2019-220 4,000 3,750 3,500 3,250 3,000 2,750 LL 2,500 (/) Q_ (/) 2,250 (/) w a: 2,000 I- (/) a: <( 1,750 w I (/) 1,500 1,250 1,000 750 500 250 0 0 . .,., .... ❖❖~• ...... ,. ... ... ... .. 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' 0 • 0 I• 4 • • o ..... , . ., ............. . • i• I •i .:, •f •:• •:• ,:. i· : r; :; :;:; :~:~: r ~: ' : . : . : ·: -~ ... -:·:.: . ......... ' ...... ,.., .......... . . ~.:.: '; .~ •!• .,:. :. : • ' \. I • J .~ .; •• : •• :~~. \. '•:•!•~·>•'.•❖❖•>i· . ~-: ·:·~ ·~·:• .-;~~-~-. ......... -...... . • ' .. t ••••• ..................... . . . . . . . . . . ......... ,,. ........ -~ ......... ·······-·,··• .... \ ... • { • j~ 1 ·~ ·~ .; •• ;. ,:. \' •{•l·i•:••:•❖❖·:•t• . ~ ! . : ·~ ·!' ·:• ,:• ~-! ' ., ................ , .. , . ....... . ·····•·'"•-......... , . ........ . 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 NORMAL STRESS , PSF 407 N. Bayfront, Newport Beach COHESION FRICTION ANGLE 85 psf. 30 .0 degrees symbol boring depth (ft.) symbol boring depth (ft.) FIGURE S-1 DIRECT SHEAR TEST • B-1 2 .5 PN : 114-568-10 REPORT DATE : 5/20/2019 3SO r--:isctH?.r Avo Front Cost.:=1 fvlcsa. C.A 92()2l~ Phon~: (714) 66B SbO{} vvww G3Soi1W<'ll'k::. co1r1 FIG . S-1 PA2019-220 APPENDIX C GENERAL EARTHWORKS AND GRADING GUIDELINES PA2019-220 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 . 407 North Bayfront. Newport Beach (Balboa Island), CA Soi Is Report Project No. WP 194 .1 June4.2019 PA2019-220 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 Condit ioning: 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. 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No. WP 194.1 June4,2019 2 PA2019-220 7. A pp roval: 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. Ge nera l: 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. Fi ll 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 Mo isture : Fill layers at a moisture content less than optimum should be 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No. WP 194.1 3 June 4,2019 PA2019-220 VI. VII. 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. C0mpaction 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. 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 407 North Bayfronl, Newport Beach (Balboa Island), CA Soils Report Project No. WP 194 I June 4, 2019 4 PA2019-220 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. 407 North Bayfront, Newport Beach (Balboa Island), CA Soils Report Project No. WP\ 94.1 June 4, 2019 5 PA2019-220 APPENDIX D USGS Design Maps Detailed Report PA2019-220 407 North Bay Front, Newport Beach, CA 407 North Bay Front, Newport Beach, CA 92662, USA Latitude, Longitude: 33.6081989, -117.89646449999998 Go g le Date ' ,;:, Balboa Island cyl",f 4i,6' Balboa Island North Channel Balboa Ave Design Code Reference Document Risk Category 5/29/2019, 2:45:24 PM ASCE7-10 II Site Class Type Ss S1 SMs SM1 Sos So1 Type SDC Fa Fv PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd CRs CR1 Value 1.731 0.638 1.731 0.958 1.154 0.638 Value D 1.5 0.718 0.718 8 1.731 1.936 3.274 0.638 0.701 1.108 1.2 0.894 0.911 Description MCER ground motion. {for 0.2 second period) MCER ground motion. {for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0 .2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) D -Stiff Soil Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration . Factored deterministic acceleration value. (1 .0 second) Factored deterministic acceleration value. {Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s (") 0 ~ )> < (I) OS HPD )> "Cl 0 m :, w )> < m t +- t Balboa Ave s:: Ol :::!. ::::, (1) )> < (1) Map data ©2019 PA2019-220 :§ ctl Cl) 2.0 1.5 1.0 0.5 0.0 1.5 1.0 0.5 0.0 MCER Response Spectrum 0.0 2.5 5.0 Period, T (sec) -Sa(g) Design Response Spectrum 0.0 2.5 5.0 Period, T (sec) -Sa(g) 7.5 7.5 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. PA2019-220 APPENDIX E LIQUEFACTION ANALYSES/SETTLEMENT COMPUTATIONS PA2019-220 407 N. Bay Front, Newport Beach, CA WP194.1 June 2019 Ingut Param~ter~; Peak Ground Acceleration: 0.718 Earthquake Magnitude: 7.2 Water Table Depth ( m): 1.2192 Average y above water table (kN/m" 16 Average y below water table (kN/m" 18 Borehole diameter (mm): 34.925 Requires correction for Sample Liners (YES/NO): NO Sample Depth Measured Soil Type Flag ''Clay" Fines Energy CE CB CR cs N60 oVC oVC' CN Number (m) (N) (USCS) "Unsaturated" Content Ratio "Unreliable" (%) (ER)% 1 0.30 10 SM 32 65 1.08 1 0.75 1 8.13 4.88 4.88 1.70 2 0.61 11 SM 32 65 1.08 1 0.75 1 8.94 9.75 9.75 1.70 3 0.91 11 SM 32 65 1.08 1 0.75 1 8.94 14.63 14.63 1.70 4 1.22 13 ML/CL Clay so 65 1.08 1 0.75 1 10.56 19.51 19.51 1.70 s 1.52 14 ML/CL Clay so 65 1.08 1 0.8 1 12.13 24.99 22.00 1.70 6 1.83 16 SM 32 65 1.08 1 0.8 1 13.87 30.48 24.50 1.70 7 2.13 19 SM 32 65 1.08 1 0.8 1 16.47 35.97 27.00 1.70 8 2.44 22 SM 32 65 1.08 1 0.8 1 19.07 41.45 29.49 1.70 9 2.74 25 SM 32 65 1.08 1 0.85 1 23.02 46.94 31.99 1.70 10 3.05 33 SM 32 65 1.08 1 0.85 1 30.39 52.43 34.49 1.70 11 3.35 40 SM 32 65 1.08 1 0.85 1 36.83 57.91 36.98 1.66 12 3.66 48 SM 32 65 1.08 1 0.85 1 44.20 63.40 39.48 1.60 13 3.96 SO SM 32 65 1.08 1 0.85 1 46.04 68.88 41.97 1.55 14 4.27 51 SM 32 65 1.08 1 0.85 1 46.96 74.37 44.47 1.51 15 4.57 51 SM 32 65 1.08 1 0.95 1 52.49 79.86 46.97 1.47 16 4.88 49 SM 32 65 1.08 1 0.95 1 50.43 85.34 49.46 1.43 17 5.18 48 SM 32 65 1.08 1 0.95 1 49.40 90.83 51.96 1.40 18 5.49 48 SM 32 65 1.08 1 0.95 1 49.40 96.32 54.46 1.36 19 5.79 51 SM 32 65 1.08 1 0.95 1 52.49 101.80 56.95 1.33 20 6.10 53 SM 32 65 1.08 1 0.95 1 54.55 107.29 59.45 1.31 21 6.40 57 SM 32 65 1.08 1 0.95 1 58.66 112.78 61.94 1.28 22 6.71 58 SM 32 65 1.08 1 0.95 1 59.69 118.26 64.44 1.25 23 7.01 58 SM 32 65 1.08 1 0.95 1 59.69 123.75 66.94 1.23 24 7.32 56 SM 32 65 1.08 1 0.95 1 57.63 129.24 69.43 1.21 engineering geolechnical applications PLATE A consultants CPT-1 advanced to 50.55 ft. on 5/16/19 Page 1 PA2019-220 407 N. Bay Front, Newport Beach, CA WP194.1 June 2019 25 7.62 58 SM 32 65 1.08 1 0.95 1 59.69 134.72 71.93 1.19 26 7.92 58 SM 32 65 1.08 1 0.95 1 59.69 140.21 74.43 1.17 27 8.23 60 SM 32 65 1.08 1 0.95 1 61.75 145.69 76.92 1.15 28 8.53 59 SM 32 65 1.08 1 1 1 63.92 151.18 79.42 1.13 29 8.84 58 SM 32 65 1.08 1 1 1 62.83 156.67 81.91 1.11 30 9.14 52 SM 32 65 1.08 1 1 1 56.33 162.15 84.41 1.10 31 9.45 46 SM 32 65 1.08 1 1 1 49.83 167.64 86.91 1.08 32 9.75 42 SM 32 65 1.08 1 1 1 45.50 173.13 89.40 1.06 33 10.06 42 SM 32 65 1.08 1 1 1 45.50 178.61 91.90 1.05 34 10.36 44 SM 32 65 1.08 1 1 1 47.67 184.10 94.40 1.04 35 10.67 46 SM 32 65 1.08 1 1 1 49.83 189.59 96.89 1.02 36 10.97 47 SM 32 65 1.08 1 1 1 50.92 195.07 99.39 1.01 37 11.28 47 SM 32 65 1.08 1 1 1 50.92 200.56 101.89 1.00 38 11.58 53 SM 32 65 1.08 1 1 1 57.42 206.04 104.38 0.99 39 11.89 59 SM 32 65 1.08 1 1 1 63.92 211.53 106.88 0.97 40 12.19 59 SM 32 65 1.08 1 1 1 63.92 217.02 109.37 0.96 41 12.50 56 SM/ML 50 65 1.08 1 1 1 60.67 222.50 111.87 0.95 42 12.80 50 SM 32 65 1.08 1 1 1 54.17 227.99 114.37 0.94 43 13.11 49 SM/ML 50 65 1.08 1 1 1 53.08 233.48 116.86 0.93 44 13.41 46 SM/ML so 65 1.08 1 1 1 49.83 238.96 119.36 0.92 45 13.72 48 SM 32 65 1.08 1 1 1 52.00 244.45 121.86 0.91 46 14.02 44 SM 32 65 1.08 1 1 1 47.67 249.94 124.35 0.90 47 14.33 40 SM 32 65 1.08 1 1 1 43.33 255.42 126.85 0.89 48 14.63 31 CL Clay so 65 1.08 1 1 1 33.58 260.91 129.34 0.89 49 14.94 29 CL Clay so 65 1.08 1 1 1 31.42 266.40 131.84 0.88 so 15.24 30 CL Clay so 65 1.08 1 1 1 32.50 271.88 134.34 0.87 Auger Diameter: 1.375 inches Hammer Weight: n.a. Drop: continuous push CPT-1 advanced to 50.55 ft by Kehoe Testing and Engineering on May 16, 2019 (CPT Data Logs attached herein) References: Idriss. J.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 117. University of Southern California Earthquake Center. March 1999. California Department of Conservation, CGS. Special Publication 117A: Guidelines for £valuating and Mitigating Seismic Hazards in California. Rev 11 Sept 2008. engineering geotechnical applications PLATE A cons u !ta nts CPT-1 advanced to 50.55 ft. on 5/16/19 Page 2 PA2019-220 (N1)60 llN for (N1)60-CS Stress CSR Fines reduction Content coeff, rd 13.81 5.43 19.25 1.00 15.19 5.43 20.63 1.00 15.19 5.43 20.63 1.00 n.a. n.a. n.a. 1.00 n.a. n.a. n.a. 0.99 23.57 5.43 29.01 0.99 27.99 5.43 33.43 0.99 32.41 5.43 37.85 0.98 39.14 5.43 44.57 0.98 51.66 5.43 57.09 0.98 60.97 5.43 66.40 0.97 70.81 5.43 76.24 0.97 71.54 5.43 76.97 0.97 70.89 5.43 76.32 0.96 77.09 5.43 82.53 0.96 72.18 5.43 77.61 0.95 68.98 5.43 74.42 0.95 67.39 5.43 72.82 0.95 70.01 5.43 75.44 0.94 71.21 5.43 76.64 0.94 75.03 5.43 80.46 0.93 74.85 5.43 80.28 0.93 73.44 5.43 78.87 0.92 69.62 5.43 75.06 0.92 engineering geolechnical applications cons u !ta nts MSF for sand Ker for sand CRR for M=7.S & crVC'= 1 atrn 0.47 1.08 1.10 0.20 0.47 1.08 1.10 0.21 0.47 1.08 1.10 0.21 0.46 1.08 1.10 n.a. 0.53 1.08 1.10 n.a. 0.57 1.08 1.10 0.43 0.61 1.08 1.10 0.82 0.65 1.08 1.10 2.00 0.67 1.08 1.10 2.00 0.69 1.08 1.10 2.00 0.71 1.08 1.10 2.00 0.73 1.08 1.10 2.00 0.74 1.08 1.10 2.00 0.75 1.08 1.10 2.00 0.76 1.08 1.10 2.00 0.77 1.08 1.10 2.00 0.77 1.08 1.10 2.00 0.78 1.08 1.10 2.00 0.79 1.08 1.10 2.00 0.79 1.08 1.10 2.00 0.79 1.08 1.10 2.00 0.79 1.08 1.10 2.00 0.80 1.08 1.10 2.00 0.80 1.08 1.10 2.00 CRR 407 N. Bay Front, Newport Beach, CA WP194.1 June 2019 Factor of Limiting shear Safety strain ylim 0.23 0.50 0.17 0.25 0.54 0.15 0.25 0.55 0.15 n.a. n.a. 0.00 n.a. n.a. 0.00 0.51 0.89 0.05 0.97 1.59 0.03 2.00 2.00 0.01 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 PLATE A CPT-1 advanced to 50.55 ft. on 5/16/19 Page 3 PA2019-220 70.85 5.43 76.28 0.91 0.80 1.08 1.10 69.65 5.43 75.08 0.91 0.80 1.08 1.09 70.87 5.43 76.30 0.90 0.80 1.08 1.08 72.20 5.43 77.63 0.90 0.80 1.08 1.07 69.88 5.43 75.32 0.89 0.80 1.08 1.06 61.72 5.43 67.15 0.89 0.80 1.08 1.05 53.81 5.43 59.24 0.88 0.80 1.08 1.04 48.44 5.43 53.87 0.88 0.80 1.08 1.04 47.78 5.43 53.21 0.87 0.79 1.08 1.03 49.38 5.43 54.82 0.87 0.79 1.08 1.02 50.96 5.43 56.39 0.86 0.79 1.08 1.01 51.41 5.43 56.84 0.86 0.79 1.08 1.00 50.78 5.43 56.21 0.85 0.79 1.08 1.00 56.57 5.43 62.00 0.85 0.78 1.08 0.99 62.23 5.43 67.67 0.84 0.78 1.08 0.98 61.52 5.43 66.95 0.84 0.78 1.08 0.98 57.74 5.61 63.35 0.83 0.77 1.08 0.97 50.98 5.43 56.42 0.83 0.77 1.08 0.96 49.43 5.61 55.04 0.82 0.77 1.08 0.96 45.91 5.61 51.53 0.82 0.76 1.08 0.95 47.42 5.43 52.85 0.81 0.76 1.08 0.94 43.03 5.43 48.46 0.81 0.76 1.08 0.94 38.73 5.43 44.16 0.80 0.75 1.08 0.93 n.a. n.a. n.a. 0.80 0.75 1.08 0.93 n.a. n.a. n.a. 0.79 0.75 1.08 0.92 n.a. n.a. n.a. 0.79 0.74 1.08 0.92 References: Idriss, I.M. and Boulanger, R.W.Soi/ Liquefaction Durir19 Earthquakes. Earthquake Engineering Research Institute. 8 September 2008. Liu, C. and Evett, JS.Soi/sand Foundations, 8th Edition. 4August2013. 407 N. Bay Front, Newport Beach, CA WP194.l June 2019 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 2.00 2.00 2.00 0.00 n.a. n.a. n.a. 0.00 n.a. n.a. n.a. 0.00 n.a. n.a. n.a. 0.00 Martin, G.R. and Lew, M. Recommendations for Implementation of DMG Special Publication 117. University of Southern California Earthquake Center. March 1999. California Department of Conservation, CGS. Special Publication 117A: Guidelines for Evaluotir19 and Mitigatir19 Seismic Hazards in California, Rev 11 Sept 2008. consultants engineering geolechnical applicutions PLATE A CPT-1 advanced to 50.55 ft. on 5/16/19 Page 4 PA2019-220 Parameter Fa Maximum L\Hi (m) shear strain ymax 0.56 0.17 0.30 0.48 0.15 0.30 0.48 0.15 0.30 0.00 0.00 0.30 0.00 0.00 0.30 -0.02 0.04 0.30 -0.32 O.Ql 0.30 -0.64 0.00 0.30 -1.16 0.00 0.30 -2.18 0.00 0.30 -2.98 0.00 0.30 -3.85 0.00 0.30 -3.92 0.00 0.30 -3.86 0.00 0.30 -4.43 0.00 0.30 -3.98 0.00 0.30 -3.69 0.00 0.30 -3.55 0.00 0.30 -3.78 0.00 0.30 -3.89 0.00 0.30 -4.24 0.00 0.30 -4.22 0.00 0.30 -4.09 0.00 0.30 -3.75 0.00 0.30 engineering geot ech n i ca I applications consultants LILDii (m) Vertical L\Si (m) reconsol. Strain Ev 0.05 0.02 0.01 0.05 0.02 O.Ql 0.05 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 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 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 L\Si (ft) 0.02 0.02 0.02 0.00 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 0.00 407 N. Bay Front, Newport Beach, CA WP194.1 June 2019 L\Si (inches) 0.29 0.27 0.27 0.00 0.00 0.11 0.02 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 PLATE A CPT-1 advanced to 50.55 ft. on 5/16/19 Page 5 PA2019-220 -3.86 0.00 0.30 0.00 0.00 0.00 -3.75 0.00 0.30 0.00 0.00 0.00 -3.86 0.00 0.30 0.00 0.00 0.00 -3.98 0.00 0.30 0.00 0.00 0.00 -3.77 0.00 0.30 0.00 0.00 0.00 -3.04 0.00 0.30 0.00 0.00 0.00 -2.36 0.00 0.30 0.00 0.00 0.00 -1.91 0.00 0.30 0.00 0.00 0.00 -1.85 0.00 0.30 0.00 0.00 0.00 -1.99 0.00 0.30 0.00 0.00 0.00 -2.12 0.00 0.30 0.00 0.00 0.00 -2.16 0.00 0.30 0.00 0.00 0.00 -2.10 0.00 0.30 0.00 0.00 0.00 -2.60 0.00 0.30 0.00 0.00 0.00 -3.09 0.00 0.30 0.00 0.00 0.00 -3.03 0.00 0.30 0.00 0.00 0.00 -2.71 0.00 0.30 0.00 0.00 0.00 -2.12 0.00 0.30 0.00 0.00 0.00 -2.00 0.00 0.30 0.00 0.00 0.00 -1.71 0.00 0.30 0.00 0.00 0.00 -1.82 0.00 0.30 0.00 0.00 0.00 -1.46 0.00 0.30 0.00 0.00 0.00 -1.12 0.00 0.30 0.00 0.00 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.00 0.00 0.30 0.00 0.00 0.00 Total Settlement: I 0.021 References: Idriss, IM. 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. 407 N. Bay Front, Newport Beach, CA WP194.1 June 2019 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 o.081 0.951 Martin, G.R. and Lew, M. Recommendations for Implementation of DMG Special Publication 117. University of Southern California Earthquake Center. March 1999. California Department of Conservation, CGS. Special Publication 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in California. Rev 11 Sept 2008. consultants engineering geolechnical applications PLATE A CPT-1 advanced to 50.55 ft. on 5/16/19 Page 6