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Home My WebLink About20190219_Geotechnical Report 7-30-2018consultants GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL RE-DEVELOPMENT LOCATED AT 2104 EAST BALBOA BOULEVARD NEWPORT BEACH, CALIFORNIA Presented to : HUDGINS DESIGN GROUP, Inc. 1107 South Coast Highway Laguna Beach, CA 92651 Attention : Scott Hudgins, AIA Prepared by : EGA CONSULTANTS, Inc. 375-C Monte Vista Avenue Costa Mesa, California 92627 ph (949) 642-9309 fax (949) 642-1290 July 30, 2018 Project No. HD134.1 engineering geotechnical applications 375 -C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642 -9309 • FAX (949) 642-1290 PA2019-033 engine ering geotecbnica l appli cations consultants July 30, 2018 Project No. HD134.1 Site : Proposed SFR -2104 East Balboa Boulevard Newport Beach . Cal ifo rni a Executive Summary Based on our geotechnical study of the site, our review of available reports and literature and our experience, it is our opi nion 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 : Footing Bearing Pressure : Passive Lateral Resistence: Perimeter Footi ng Widths: Perimeter Footing Depths : Coefficient of Friction : Mat Slab (Optional): Soil Expansion: Soil Sulfate Content: Building Pad Removals : Sandy Soil Max . Density: Building Slab: Recommendations 1,750 psf -building, continuous ; 2,250 psf -columns 250 psf per foot min . 15 inches with two No . 5 bars top and bottom min . 24 inches below lowest adjacent grade 0.30 min . 18 inches with thickened edges(+ 6 inches) with no . 5 bars@ 12" o.c. each way, top and bottom Non-Expansive Beach Sands Negligible min . 2% ft . overexcavation, with 2% ft . envelope. 118.5 pcf@ 12.0 % 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 %-inch gravel (capillary break). Seismic Values : Site Class Definition (Table 1613.5.2) Mapped Spectral Response Acceleration at 0 .2s Period, s. Mapped Spectral Response Acceleration at 1s Period, S 1 Short Period Site Coefficient at 0.2 Period, Fa Long Period Site Coefficient at 1s Period , Fv Adjusted Spectral Response Acceleration at 0.2s Period , SMs Adjusted Spectral Response Acceleration at 1 s Period, SM 1 Design Spectral Response Acceleration at 0 .2s Period, S05 Design Spectral Response Acceleration at 1 s Period, S01 D 1.721 g 0.633 g 1.00 1.50 1.721 g 0.949 g 1.148 g 0 .633 g PGAm= 0.713 g 375-C Monte Vist a Av e nue• Costa Mesa , CA 9 2627 • (949) 642-9309 • FAX (949) 642-1290 PA2019-033 consultants engineering geotechnical applications HUDGINS DESIGN GROUP, Inc. 1107 South Coast Highway Laguna Beach, CA 92651 July 30, 2018 Project No. HD134.1 Attention: Subject: Dear Scott , Scott Hudgins GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL RE-DEVELOPMENT LOCATED AT 2104 EAST BALBOA BOULEVARD 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 proposed residential development. This opportunity to be of service is appreciated. If you have any questions, please call . Very truly yours, EGA Consultants, Inc. ~-{_Gc.c-.. - DAVID A. WORTHINGTON CEG 2124 Principal Engineering Geologist Copies : (4) Addressee 375-C Mont e V ista Aven u e • Costa Me sa, CA 92627 • (949) 642 -9309 • F AX (949) 642 -12 90 PA2019-033 GEOTECHNICAL INVESTIGATION July 30, 2018 Project No. HD134.1 FOR PROPOSED RESIDENTIAL RE-DEVELOPMENT LOCATED AT INTRODUCTION 2104 EAST BALBOA BOULEVARD 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 2104 East Balboa Boulevard , in the City of Newport Beach, 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 re-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 (B-1 and B-2) to a total depth of 12 feet below existing grade (b.g.); • Two (2) Continuous Cone Penetration Test (CPT-1 and CPT-2) soundings to a depth of 49 feet below grade (results of the CPT soundings 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); 2 PA2019-033 • 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. GENERAL SITE CONDITIONS The subject bayfront property is an approximate 35 ft. to 73 ft . wide by 261 ft. by 249 ft. long rectangular wedge-shaped lot located at 2104 East Balboa Boulevard in the City of Newport Beach, County of Orange, California (see Site Location Map, Figure 1). For the purpose of clarity in this report, the lot is bound by East Balboa Boulevard to the south, by similar single family dwellings to the east and west, and by a seawall and channel waters of the Newport Beach Harbor to the north (see Plot Plan, Figure 2). The lot is located near the eastern terminus of the Balboa Peninsular . The Pacific Ocean shoreline is located approximately 1,700 feet to the southwest. The lot is legally described as Lot 2 of Re-Subdivision 250 in the City of Newport Beach, County of Orange, California (APN 048-240-36). The subject property consists of a relatively flat, planar lot with no significant slopes on or adjacent to the site. Currently, the lot is occupied by a single family, two-story residence situated on a graded level pad. A detached, one-story garage is located in the front portion of the of the property and is accessed by a front driveway from E. Balboa Blvd . The residence is supported on continuous perimeter footings with slab-on-grade floors. The existing residence layout is shown herein as Figure 2, Plot Plan . PROPOSED RESIDENTIAL RE-DEVELOPMENT Based on our discussions with the project architect, Scott Hudgins, the proposed residential development shall include the demolition of the existing structures, and the construction of a new three-story residential dwelling in its place. Additionally, it is our understanding that a basement is planned. However, the precise limits of the basement footprint and depths were not made available at this time. We assume that the proposed building will consist of wood-frame and masonry block construction or building materials of similar type and load. The building foundations will consist of a combination of isolated and continuous spread footings. Loads on the footings are unknown, but are expected to be less than 2,250 and 1,750 pounds per Proposed Residence Soils Report -2104 East Balbo a Blvd., Newport Beach, CA Project No. HD134.I July 30, 2018 3 PA2019-033 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, with maximum regrades consisting of approximately 1 to 2 feet in the building areas. Based on NAVD88, the site elevation is approximately 12 ft. above MSL. 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 exploratory borings (B-1 and B-2) to a maximum depth of 12 feet below grade (b.g.) and two CPT probes (CPT- 1 to 35 ft. b.g . and CPT-2 to 49 ft. b.g. with 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 181700037- 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 % 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: Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No . HD134 . l July30,2018 4 PA2019-033 * * * * * * * Dry Density and Moisture Content (ASTM: D2216) Wet Density (Submerged) (ASTM: D2216) Maximum Dry Density and Optimum Moisture Content (ASTM: D1557) Direct Shear (ASTM D3080) Sulfate Content (CA 417, ACI 318-14) Soil Classification (ASTM D2487) Sieve Analysis (ASTM D442) All laboratory testing was performed by our sub-contractor, G3Soi1Works, Inc., of Costa Mesa, California. Geotechnical test results are included in Appendix B, herein. SOIL AND GEOLOGIC CONDITIONS The site soil and geologic conditions are as follows: Seepage and Groundwater Seepage or surface water ponding was not noted on the subject site at the time of our study. Groundwater was encountered in our test excavations at a depth of approximately 12 feet b.g .. According to the Orange County Water District (OCWD), there are no water wells located within the general vicinity of the subject property. The Pacific Ocean shoreline is approximately 1,700 feet southwest of the site. The Newport Bay and seawall bulkhead is located north and adjacent to the property (see Figure 2, Plot Plan). Depths to groundwater are influenced by tidal fluctuations. A tidal chart during the week of July 2, 2018, presented as Figure 4, herein. Proposed Residence Soils Report - 2 J 04 East Balboa Blvd ., Newport Beach , CA Project No . HD134 . I July30,2018 5 PA2019-033 Geo logic Sett ing 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 eolian)/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 side of Pacific Coast Highway less than 0.8 kilometer northeast of the site (Bayside Drive 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 probes advanced on July 2, 2018, bedrock of the Monterey Formation (Tm) was likely encountered approximately 33 feet (CPT-1) to 42 feet (CPT-2) below grade . Faulti ng A review of available geologic records indicates that no active faults cross the subject property (reference No. 2). Se ism ic ity 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), Whittier-Elsinore, or Cucamonga . The fault distances, probable magnitudes, and horizontal accelerations are listed as follows: Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No. HDJ34. I July 30, 2018 6 PA2019-033 FAULT DISTANCE FROM MAXIMUM CREDIBLE MAXIMUM (Seismic SUBJECT SITE EARTHQUAKE HORIZONTAL Source Type) (KIiometers) MAGNITUDE ROCK ACCELERATION Newport-2 kilometers southwest 7.2 0.69 g's Inglewood (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. The site is underlain by fill and estuarine sands. 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 specifications and guidelines outlined in Appendix C of the referenced 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, 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 Standard), the following parameters may be considered : Proposed Residence Soils Re port -2104 Eas t Balboa Blvd ., Newport Beach, CA Project No. J--10134 . I July 30, 2018 7 PA2019-033 2016 CBC Seismic Design Parameters SITE ADDRESS 2104 E t B lb B I d N t B I CA as a oa ou evar , ewpo1 eac 1, Site Latitude (Decimal Degrees) 33 .59934 Site Longitude(Decimal Degrees) -117.8847 Site Class Definition D Mapped Spectral Response Acceleration at 0.2s Period, Ss 1.721 g Mapped Spectral Response Acceleration at ls Period, S 1 0.633 g 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 1.721 g Adjusted Spectral Response Acceleration at ls Period, SM, 0.949 g Design Spectral Response Acceleration at 0.2s Period, Sos 1.148 g Design Spectral Response Acceleration at ls Period S01 0.633 g In accordance with the USGS Design Maps, and assuming Site Class "D", the mean peak ground acceleration (PGAm) per USGS is 0.713 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). O ther Geologic Hazards Other geologic hazards such as landsliding, or expansive soils, do not appear to be evident at the subject site . FINDINGS Subsurface Soils As encountered in our test borings, the site is underlain by, fill and native materials as follows: Fill (Af} Fill soils were encountered in each of the borings to a depth of approximately 2% feet b.g. The fill soils consist generally of medium brown, moist, loose to medium dense, silty fine to medium sand with trace shell fragments. The expansion potential of the fill soils was judged to be very low (E . I. = 0) when exposed to an increase in moisture content. Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No . HD134 .I July 30, 2018 8 PA2019-033 Hydraul ic-Na t ive Sands (Qe). Paral ic Depos its (Qop ) and Bedrock (Tm ) Underlying the fill materials are hydraulic and native sands and silts/clays as encountered in each of the test borings (B-1, B-2, CPT-1, and CPT-2). The native sands consist generally of olive brown, moist to wet , medium dense to dense, non-cemented, fine to medium-grained sand with shell fragments. The native sands are underlain by eolian (Qe) 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 (49 ft. b.g.). Based on the geologic map (Figure 3) correlation with the on-site CPT probe advanced on July 2, 2018, bedrock of the Monterey Formation (Tm) was likely encountered at depths ranging of approximately 33 to 42 feet below grade. Based on the laboratory results dated July 2, 2018, the site maximum dry density is 118.5 pct 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 SP117A) Liquefaction of soils can be caused by strong vibratory motion in response to earthquakes. Both research and historical data indicate that loose, granular sandy soils are susceptible to liquefaction, while the stability of rock, gravels, clays , and silts are not significantly affected by vibratory motion. Liquefaction is generally known to occur only in saturated or near saturated granular soils. The site is underlain by fill/estuarine 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. 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 05778-12, Reference "j", herein). 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 the two 12-feet deep 4 " diameter hand-auger boring, and two 7" diameter CPT probes advanced on July 2, 2018. The Proposed Residence Soils Report -2104 East Balboa Blvd ., Newport Beach, CA Project No. HD 134 .1 July 30, 2018 9 PA2019-033 exploratory boring 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 CPT-1 and CPT-2, are attached in Appendix E, 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 10 feet is less than 1.0 inches, 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: 1. Tie all pad footings with grade beams . 2. All footings should be a minimum of 24 inches deep, below grade. 3. Continuous footings should be reinforced with two No. 5 rebar (two at the top and two at the bottom). 4. 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. The reinforcement shall be supported on chairs to insure positioning of the reinforcement at mid-center in the slab . 5. Dowel all footings to slabs with No. 4 bars at 24 inches on center. 6. Additionally, to further reduce the effects of the thin shallow zones of potentially liquefiable soils, the upper building slabs shall include 15" w by 24" d interior grade beams ("cross beams") to be reinforced with two No. 5 rebars (two at the top and two at the bottom). The basement slabs shall be mat slab design (see minimum specifications below). The foundation specifications outlined above 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. Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No. HD134. l July30,2018 10 PA2019-033 Other Geolog ic Haza rd s 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 2% feet within the building footprint (slab-on-grade portion) will require removal and recompaction to prepare the site for construction. Additionally, the bottom of the excavation shall be scarified a minimum 6 inches. 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 three (3) feet 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, hardscape, etc.). The fill blanket will be achieved by re-working (scarifying) the upper 12 inches of the existing grade. Site Preparation Prior to earthwork or construction operations, the site should be cleared of Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No . HD 134.1 July30,2018 11 PA2019-033 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 2% feet (+6 inches of scarification) of the soils below existing grade will require removal and recompaction in the areas to receive building pad fill. Following removal, 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. So il Cement-for upper pad only At the time of the writing of this report, the site plan showing the limits of at- grade and/or basement slab footprints were not available for our review. For the upper building pads (if applicable), due to in situ dry, cohesionless soils, we recommend approximately 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 remedial specification may be eliminated or reduced if suitable import fills are trucked-in. This remedial recommendation does not apply to basement excavation bottoms, where soil cement is not warranted . 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 6 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 Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No. HD134 . I July30,2018 12 PA2019-033 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 Note: At the time of the writing of this report, the site plan showing the limits of at-grade and/or basement slab footprints were not available for our review. The following Geotechnical parameters may used in the design of the proposed structure (also, see "Liquefaction Analysis,, section, above): Foundation Design Structures on properly compacted fill may be supported by conventional, continuous or isolated spread footings. All footings should be a minimum of 24 inches deep (measured in the field below lowest adjacent grade). 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. Reinforcement requirements may be increased if recommended by the project structural engineer. In no case should they be decreased from the previous recommendations. Mat Foundation Design -Basement Due to anticipated high tide waters and cohesionless sands during construction, a mat slab foundation system is recommended for the proposed basement. Mat slabs founded in compacted fill or competent native materials may be designed for an allowable bearing value of 2,250 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. This is also and option for the at-grade, upper pad structures. Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No. HDl34. I July 30, 2018 13 PA2019-033 MIN . DESIGN ITEM Mat foundations : allowable bearing pressure: passive lateral resistence: mat slab thickness: steel reinforcement: coefficient of friction: Modulus of Subgrade Reaction : RECOMMENDATIONS 2,250 psf 250 psf per foot min . 18 inches with thickened edges(+ 6 inches) no. 5 bars @ 12" o.c. each way, top and bottom 0.30 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 (%-inch crushed rock), underlain by competent native materials. The precise sequence, composition and thickness of "ballast", "weight" or "waste" slabs shall be determined by the structural engineer. Joints in walls and floors, and between the wall and floor, and penetrations of the wall and floor shall be made watertight using suitable methods and materials (e.g. bentonite "water stops'?. Reinforcement requirements may be increased if recommended by the project structural engineer. In no case should they be decreased from the previous recommendations. 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 2016 CBC . Preliminary laboratory testing indicates the site soils possess negligible sulfate exposure (0.0021 % by weight). Test Results are presented in Appendix B. ACI 318-14 BUILDING CODE -Table 19.3 .1.1 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Sulfate Water soluble Sulfate (S04) in Cement Type Maximum water-Minimumfc', Exposure sulfate (S04 ) in soil water, ppm cementitious material normal-weight [SO] percent by weight ratio, by weight, normal and light weight weight concrete concrete, psi ~ Negligible 0.00 $ S04 < 0.10 0 $ S04 <150 ------- [S1] Moderate 0.10 < S04 < 0.20 150 < S04 < 1500 11,IP(MS), 0 .50 4000 [S2) IS(MS),P(MS) l(PM)(MS), l(SM)(MS) Severe 0.20 s S04 < 2.00 1500 < SQ4 < V 0.45 4500 [S3] 10,000 Very Severe S04 > 2 .00 S04 > 10,000 V plus 0.45 4500 [S4) pozzalan As a conservative approach, we recommend cement with a minimum strength f'c of 4,000 psi be used for concrete in contact with on-site earth materials Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach , CA Project No. HD 134 .1 July 30, 2018 14 PA2019-033 (does not apply to temporary shoring "soft" piles which may be reduced to a min. 1,000 psi). 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 30 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 .30 may be assumed. Capillary Break Below Interior Slabs -Upper Building Pad Only In accordance with the 2016 California Green Building Standards Code Section 4.505.2.1, we provide the following building specification for the subject site (living area and garages slabs): Concrete building slabs shall be directly underlain by a min. 2 inches of clean/washed sand, underlain by a min.15 mil-thick moisture barrier (e.g. "Stego Wrap"), with all laps sealed, underlain by 4 inches of% -inch gravel. In no case shall we approve sand placed directly on top of the gravel layer. The above specification meets or exceeds the Section 5.505.2.1 requirement. Basement Shoring Installation Recommendations The precise limits of the basement footprint and depths were not made available at this time. At any rate, it is our understanding that the shoring system will consist of steel "H" beam soldier piles and slurry-backfilled "soft" piles. The soldier piles should not be driven or vibrated into place due to the possible damage that could occur to nearby structures. It is expected that slight to moderate caving may occur within the pre-drilled holes above the groundwater elevations. Below the ground water table, moderate to severe caving of the beach sand deposits is expected. To mitigate the potential for this caving, the soldier pile excavations should be drilled using casing and may also require a drilling slurry additive such as Slurry Pro CDP. The casing may be advanced by drilling ahead of the casing and then "crowding down" the casing; however, the drill auger should not be advanced more than 2 to 3 feet below the Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No. HDl34. l July30,2018 15 PA2019-033 bottom of the casing as the hole is drilled . It is also recommended that special drill augers ( i.e., an auger with an overcut tooth) be used that permit the groundwater to flow relatively unrestricted past the augers as they are being lifted so that suction is not created. This is expected to reduce the potential for piping of the sands beneath the bottom of the casing as the auger is being withdrawn. The addition of a drilling slurry additive is for the purpose of sealing the sidewalls of the excavation and helping in balancing the differential hydrostatic pressure between the slurry and the surrounding saturated soil. Once a hard pile boring is advanced to its recommended depth, a steel soldier pile should be place immediately within the boring and the boring then slurry- backfilled. The concrete and slurry should be placed into the soldier pile excavation from the bottom up using a pump and tremie pipe. The bottom of the tremie pipe should be kept at least 2 to 3 feet below the level of the rising concrete or slurry . The concrete should be thoroughly vibrated to remove any entrapped air. The soil and water mixture dispersed by the concrete and slurry should be pumped into a suitable disposal container. After the concrete and slurry is poured, the casing may be removed. In some difficult cases, the casing top should be notched to allow for "spinning"; which may improve the extraction workability. Shoring: Temporary Secant Wall System The precise limits of the basement footprint and depths were not made available at this time . At any rate, for the limits of the proposed basement for the bayfront property, we recommend the installation of secant walls which will provide the advantage of cutting-off groundwater and greatly reducing or eliminating the need for de-watering. The secant walls would be constructed prior to the basement excavation. Hard piles and soft piles would be interlocked and each drilled to the target depths. The soft piles (non-reinforced) are drilled first. The secant wall hard piles are then drilled and reinforced using soldier beams . Tremie tubes shall be deployed for concrete placed below the water table. The tremie application displaces groundwater without inducing a hydraulic cone of depression. The secant walls and weighted ("suppression") slab induces no influence to the water table and eliminates potential problems with "draw-down". The secant wall system, weighted mat slab, soil movement monitoring details and waterproofing shall be provided by the design engineer(s). We recommend the design engineer assume hydrostatic pressure up to 7.0 ft . above MSL (NAVO 88). We recommend cement with a minimum strength f'c of 1,000 psi be used for the temporary concrete elements. We recommend an approximate 2% blend of water resistant additive such as Xypex be used for the concrete pours. Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No. HD134. l July30,2018 16 PA2019-033 The finalized shoring Plans should be provided by the design engineer and reviewed by EGA Consultants. The geotechnical consultant should be present during the excavation phases of the project to observe the soil conditions and make additional recommendations if necessary. Dewatering Dewatering can be accomplished by installing a series of well-points and/or sumps and pumps within the basement excavation. Dewatering through the use of a number of electric submersible pumps surrounded in gravel filler and filter fabric have been adequate at similar sites in the beachfront vicinity. Pumped groundwater may require special treatment or clarification prior to discharge back into the site strata, ocean or into the storm water system. This should be determined by the design team and by governing regulatory agency. A Dewatering Plan should be provided by the design engineer and reviewed by EGA Consultants. • Groundwater and saturated soils were encountered at 7 to 12 ft. below existing grade. However, the historic high salt water level is at the ground surface which can be expected due to storm surge. We recommend a min. of 8 (eight) monitoring points installed by the Licensed Surveying company. At least four of the monitoring points shall be established near each of the side yard property lines on the drilled shoring piles. The settlement monitoring points shall be monitored for horizontal and vertical movement prior and subsequent to the completion of construction, and on a daily basis during the grading and basement construction. • Basement floor slabs below the water table are planned. We recommend the following be incorporated into the Foundation Plan: Basement Slabs To counter against the effects of buoyancy, for the basement floors we recommend a min. 30 inch thick weighted slab at the bottom of the basement excavation. The weighted (aka "suppression", "waste", "ballast, aka "buoyancy") slab shall be overlain by waterproofing (e.g. "Carlisle Waterproofing Products") which extends up the wall faces, and then overlain by a min. 4-inch "protection slab" and then overlain by a 18-inch structural mat slab. The protection slab is crucial in preserving the underlying waterproofing from puncture or damage during construction. The mat slab shall be reinforced with a minimum No. 5 bar placed 12 inches on-center in both directions. Steel reinforcement is not required for the protection slab or the waste slab. We recommend a min. 4,000 psi concrete pour. The mat slab shall be designed by the project structural engineer. Proposed Residence Soils Report -2104 East Balboa Blvd ., Newport Beach, CA Project No. HDl34.1 July 30, 2018 1 7 PA2019-033 The presence of the weighted suppression and mat slabs; as well as the other foundation specifications outlined herein will act to decrease the potential settlement due to liquefaction and/or seismically induced lateral deformation to tolerable amounts. Generally, a moderate risk for the potential effects of liquefaction, seismic events, tsunamis and/or lateral spreading is assumed by the client. Some cosmetic damage to structures may be unavoidable during large earthquakes. The proposed structure, should however, be designed to resist structural collapse and thereby provide reasonable protection from serious injury, catastrophic property damage and loss of life. To provide mitigation for the potential effects of liquefaction, seismic events, tsunamis and/or lateral spreading we recommend (1) the structure shall be placed either on a compacted fill mat or competent native materials; (2) all footings shall be a minimum 24 inches below adjacent grade; (3) foundations shall be continuous and tied together with grade beams; (4) foundations shall be reinforced with four #5 bars, two top and two bottom; (5) the 4,000 psi concrete min. 18 inch thick mat foundation slab placed above a minimum 6 inch thick protection slab placed over a 30 inch thick waste slab; (6) footings shall be doweled into slabs with #4 bars at 24 inches on-center; and (7) asphalt rubberized waterproofing of all basement walls and basement floor. Basement Retaining Walls and Shoring Parameters The structural engineer should consider wether some portions of the secant walls should be designed for permanent structures (e.g. landscaped elements, exterior retaining walls/stairways). After the secant walls are constructed, the basement walls will be designed as permanent structures. In the construction sequence, the shoring is provided first, then the construction of the basement retaining walls . The following equivalent fluid pressures may be used in the design of the site basement walls and shoring assuming embedment in competent native soils. These EFP values assume groundwater at the tidal high elevation equal to 7.0 ft. above MSL (NAVO 88) and include hydrostatic loads below the elevation of 7.0 ft above MSL: Active Pressures At-Rest Pressures Passive Pressures Coefficient of Friction 70 pct 80 pcf 200 pcf 0 .30 For the EFP values above 7.0 ft. elevation (NAVO 88) we recommend the following (vadose zone): Active Pressures At-Rest Pressures Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No . HD 134.1 July 30, 2018 40 pct 55 pct 18 PA2019-033 Retaining wall footings founded in competent native soils may be designed for an allowable bearing value of 2,500 pounds per square foot for dead-plus-live load. Sliding friction and passive resistance may be combined without reduction in calculating the total lateral resistance. Passive pressures may be assumed to become constant at a value of 5 times the above values below a depth of 10 feet. The limits and depths of the basement footprints were not available for our review. However, for bidding purposes, assume shoring secant hard piles shall extend a minimum 35 ft. below current ground level. Soldier Pile Installation Observations All soldier pile drilling and installation should be observed by the project geotechnical consultant to verify that they are cast against the anticipated geotechnical conditions, that pile excavations are properly prepared, that proper dimensions are achieved, and that proper installation procedures are followed. Waterproofing Basement wall and slabs shall be waterproofed in accordance with section 1805 of the 2016 CBC. Permanent waterproofing of the basement slab and basement walls is required. Basement walls and basement floors shall be designed to withstand anticipated hydrostatic pressure with the water level at the current ground surface level. Waterproofing shall consist of rubberized asphalt, polymer-modified asphalt, butyl rubber, or other approved materials capable of bridging non-structural cracks (e .g . "Carlisle Waterproofing Products"). Special materials may be required due to the corrosive effects of seawater. Joint in the membrane shall be lapped and sealed in an approved manner. Protection board shall be used to protect the membrane during and after backfilling. Joints and protrusions in walls and floors, and between the wall and floor, and penetrations of the wall and floor shall be made watertight using suitable methods and materials (e.g. bentonite "Water Stops"). The contractors shall strictly follow the manufacturer's recommendations for the for surface preparation and use of water-proofing products. A third-party waterproofing expert shall be retained to inspect and verify the waterproofing installation. Seismic Loads In accordance with Section 1803.5.12 of the 2016 CBC, for design purposes, a seismic earth pressure of 23 pct (equivalent fluid pressure) may be used for the basement wall design. This pressure is additional to the static earth pressures and should be considered as an inverted triangular pressure distribution, with Proposed Residence Soils Report -2104 East Balboa Blvd ., Newport Beach, CA Project No. HDl34.I July30,2018 19 PA2019-033 the maximum pressure occurring at the top of the wall (reference: Mononobe- Okabe equation and PEEP Report dated October, 2008). Exteri o r Sla b s-on -g rade {Ha rdsca pe) 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. S urfac e Dra inage 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. PRE-CONSTRUCTION MEETING It is recommended that no clearing of the site or any grading operation be perfo rmed 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 . Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No . HD134. l July 30, 2018 20 PA2019-033 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 . • After excavations for and/or drilling for soldier piles/caissons , if any to verify the adequacy of underlying materials. • After excavation for retaining wall footings to verify the adequacy of underlying earth materials. • During/after installation of water proofing for retaining walls, if any prior to installation of sub-drain/backfilling . • During/after installation of retaining wall sub-drain, prior to backfilling. • During compaction of retaining wall backfill materials to verify proper compaction. • During backfill of drainage and utility line trenches, to verify proper compaction . • When/if any unusual geotechnical conditions are encountered. • Placement of waterproofing at cold joints and penetrations (e.g. bentonitic "Water Stops"). Please schedule an inspection with the geotechnical consultant prior to the pouring of ALL interior and exterior slabs (includes waste and protection 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. Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No. HDl34.I July30,2018 2 1 PA2019-033 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, 81h 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 2015. 2 . "Geologic Map of the San Bernardino and Santa Ana 30' X 60' Quadrangles, California," Version 1.0, compiled by Douglas M. Morton and Fred K. Miller, dated 2006. 3. "Maximum Credible Rock Acceleration from Earthquakes in California," by Roger W. Reensfelder, dated 1974. 4 . Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," prepared by California Department of Conservation Division of Mines and Geology, published by International Conference of Building Officials, dated February, 1998. 5. "Guide for Concrete Floor and Slab Construction," by American Concrete Institute, ACI 302.1 R- 04, dated 2004. 6. "California Building Code, California Code of Regulations, Title 24, Part 2," by California Building Standards Commission, 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. Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No. HD134. l July 30, 2018 22 PA2019-033 BALBOA YACHT Cll/8 • SANTA CA !ALINA . -·---------NF:11/P(}/ff-tJ,4'{.::.:.. HAllBOfl NASTEH --------.. CQ4ST GIJARD .... 1 PLAZA DEL NORTE CIR 2 PLAZA DEL SUR 3 SERRANO AV 4 GRANADA AV ---........... ........ BAYSIDE DRIVE BEACH ...... ,, ~ '',~ ' \ ' \ \ --.. .... \ \ \ \ \ ' \ ' \ ' IFIC OCEAN OBTAINED FROM "THE THOMAS GUIDE" THOMAS BROS. MAPS, ORANGE COUNTY RAND MCNALLY & COMPANY, DATED 2008 JETTY VIEW PARK EGA SITE LOCATION MAP Consultants 2104 E BALBOA BLVD engineering geotechnical applications NEWPORT BEACH, CALIFORNIA ' ' I I I I I ' I ' ' I ' ' ' ' ' ' ' ' CORONA DEL "'4/l STATE BEACH I ' I ~ Project No: HD134.1 Date: JULY 2018 Figure No: 1 PA2019-033 \"T'\ o:> » ~ \ o:> -0 ~\ » \ o:> ~ 0 LEGEND ~ GEOTECHNICAL BORINGS By EGA Consultants, Inc., on June 20, 2018. -0 CONE PENETRATION TESTS Advanced by Kehoe Testing and Engineering on July 2, 2018. CPT-:~ r j CPT-1 EXISTING POOL ~ -0 EXISTING GARAGE r p: B-2 $- P.L 161'_. EXISTING RESIDENCE 249' Refe ence "T r h' s opograp 1c urvey, II b T IE . y oa ngineenng, Inc., d ated 7 2/2018. I EGA PLOT PLAN Consultants 2104 E BALBOA BLVD engineering gcotechnical applications NEWPORT BEACH, CALIFORNIA -·-·-·, ---------i. I 8-1 m X vi --l z G') '"ti ~ 0 :t> :ti m :t> I I I I I -·-·-,---·-·-· Project No: Date: Figure No: p _L. HD134.1 JULY 2018 2 < n, ~ a ~ -I :;li i; ~ OJ a ~ ---,,- II • -, ~ 1ml I X _ I~ ~(G') I 10 p I I ·- vi ~ ! r-r- PA2019-033 • • • • • • • • • • • • .. l'.::,,::B~::::'.,/J Eolian deposits (l_at~ Holocen~)-Active or recently active .,· .,.: • .,. • 1 :. sand dune deposits, unconsolidated. l\i. B-~·'.:i, ·:, Marine deposits (late Holocene)-Active or recently active /·,.-: --~--·=.:) ·. beach deposits; sand, unconsolidated . 1.-\:_\·f :-.:.;.:;_:;J Estuarine deposits (late Holocene)-Sand, silt, and clay; _,;,.-,.,: ----~-~::·.,. unconsolidated, contains variable amounts of organic matter. Qop4 I Old paralic deposits, Unit 4 (late to middle Pleistocene)- ~---· Silt, sand and cobbles resting on 34 -37 m Stuart Mesa terrace . Age about 200,000-300,000years . I Old paralic deposits, Unit 3 (late to middle Pleistocene)- ~Qop--3~-Silt, sand and cobbles resting on 45-46 m Guy Fleming terrace . Age about 320,000-340,000 years. Qomfa I Old paralic deposits, Unit 2 (late to middle Pleistocene)- ~---'· Silt, sand and cobbles resting on 55 m Parry Grove terrace . Age about 413,000 years. Sources: Qopt 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-e I Old paralic deposits, Units 3-6, undivided (late to middle ~---'· Pleistocene)-Silt, sand and cobbles on 45-55 m terraces . Qop1 Old paralic deposits (late to middle Pleistocene) overlain by alluvial fan deposits-Old paralic deposits capped by 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 2104 E BALBOA BLVD NEWPORT BEACH, CALIFORNIA Project No : HD134 .1 Date: JULY 2018 Figure No : 3 PA2019-033 Balboa Pier, Newport Beach, California Tide Chart Requested time: 2018-07-02 Mon 12:00 AM PDT )7-01 Sun :21 PM PDT 07-02 Mon 6:54 AH PDT Balboa Pier, Ne>oport Beach, California 07--02 Mon 07-02 Hon 07-03 Tue 07-03 Tue 1:41 PM PDT 6:19 PM PDT 12:00 AH PDT 7:32 AH PDT 07-03 Tue 07-03 Tue 2:28 PM PDT 7:25 PM PDT 7 ft ------------------------------------ 6 ft.---------------~--~~~----~--~-------5f-i-.------------~--------~--------------- f~ a f't. ~ f't. f .o f-t; -1 rt. Balboa Pier, Newport Beach, California 33.Gooo· N, 117.9000· w 2018-07-02 Mon 5 :45 AM PDT Sunrise 2018-07-02 Mon 6 :54 AM PDT 0.1 feet Low Tide 2018-07-02 Mon 1:41 PM PDT 3.6 feet High Tide 2018-07-02 Mon 6:19 PM PDT 2.7 feet Low Tide 2018-07-02 Mon 8 :05 PM PDT Sunset SivsA.\n'\ . 2018-07-03 Tue 12 :00 AM PDT 4.6 feet High Tide 2018-07 -03 Tue 5:46 AM PDT Sunrise to,-(lllf'•"I bodp),C',1,...,,~ 2018-07-03 Tue 7:32 AM PDT 0.4 feet Low Tide 2018-07 -03 Tue 2:28 PM PDT 3 .7 feet High Tide 2018-07-03 Tue 7:25 PM PDT 2.8 feet Low Tide 2018-07 -03 Tue 8 :05 PM PDT Sunset 2018-07-04 Wed 12:46 AM PDT 4.2 feet High Tide 2018-07 -04 Wed 5:46 AM PDT Sunrise 2018-07-04 Wed 8:13 AM PDT 0.7 feet Low Tide 2018-07-04 Wed 3:15 PM PDT 3.9 feet High Tide 2018-07-04 Wed 8:05 PM PDT Sunset 2018-07-04 Wed 8 :51 PM PDT 2 .7 feet Low Tide 2018-07-05 Thu 1:49 AM PDT 3 .7 feet High Tide 2018-07-05 Thu 5 :46 AM PDT Sunrise 2018-07 -05 Thu 8 :57 AM PDT 1.0 feet Low Tide 2018-07-05 Thu 4 :01 PM PDT 4.2 feet High Tide 2018-07-05 Thu 8:05 PM PDT Sunset 2018 -07 -05 Thu 10 :24 PM PDT 2.3 feet Low Tide 2018 -07-06 Fri 12 :52 AM PDT Last Quarter TIDE CHART J-4 ...,lll'O'l U.flffl. EGA Consultants engineering geotechnical applications 2104 E BALBOA BLVD NEWPORT BEACH, CALIFORNIA Cou"t.rnl\. Project No: Date: Figure No : HD134 .1 JULY 2018 4 PA2019-033 APPENDIX A GEOLOGIC LOGS and CPT Data Report by Kehoe Drilling & Testing (B-1, B-2, CPT-1 and CPT-2) PA2019-033 UNIF IED SOIL CLASSIFICATION SYSTEM ASTM D-2457 UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE-GRAINED SOILS (more than 50% of material is larger than No_ 200 sieve size.) GRAVELS More than 50% or coarse fraction larger than No. 4 sieve s ize SANDS 50% or more or coarse rac 10n sma er than No. 4 sieve size Clean Gravels (Less than 5% nnes ) I :.~ r.:.·, GW Well-graded gravels, gravel-sand 11,I.', mixtures, little or no fines ~.-i .::::: .•.•.• -:-:•: ~ H ,;,' •' . . GP Poorly-graded gravels, gravel-sand mixtures, little or no fines ----·-·--·-··-_., ____ --·--------.. Gravels with fines lMore tha n 12% fines) ··- GM Silty gravels , gravel-sand-silt mixtures GC Clayey gravels, gravel-sand-clay mixtures Clean Sands {Less than 5% fines) Well-graded sands, gravelly sands, SW little or no fines SP Poorly graded sands, gravelly sands, little or no fines Sands with fines (More thari 12.% nnesl SM SIity sands, sand-sill mixtures SC Clayey sands , sand-clay mixtures FINE-GRAIN E D SOILS (50% or more of material is smaller than No. 200 sieve size.) SILTS AND CLAYS Liquid limit less than 50% SILTS AND CLAYS Liquid limit 50% or greater HIGHLY ORGANIC SOILS Cohesionless Sands and Silts Very loose Loose Medium dense Dense Very dense ML CL OL MH PT Inorganic silts and very Hne sands, rock flour, silty of clayey fine sands or clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays , silty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastlc silts Inorganic clays of high plasticity, rat clays Organic clays of medium to high plasticity, organic sills Peat and other highly organic soils RELATIVE DENSITY Blows/ft• Blows/ft ... 0-4 0-30 4-10 30-60 10-30 80-200 30-50 200-400 Over SO Over400 LABORATORY CLASSIFICATION CRITERIA D50 D30 GW C0 = --greater than 4 : Cc = ---between 1 and 3 D10 010 xD6o GP Nol meeting all gradation requirements for GW GM Atterberg limits below 'A" Above 'A" line with P.I. between line or P.I. less than 4 4 and 7 are borderline cases GC Alterberg limits above 'A" requiring use of dual symbols line with P.1. greater than 7 Da o D30 Cu = --greater than 4: Cc = ---between 1 and 3 SW D10 D1o ~Doo SP Not meeting all gradation requirements for GW SM Atterberg llmlts below 'A" Limits plotting in shaded zone line or P.1. less than 4 with P.I. between 4 and 7 are Atlerberg limits above "A" borderline cases requiring use SC line with P.I. greater than 7 of dual symbols . Determine percentages of sand and gravel from grain -size curve . Depending on percentage or fines (fraction smaller than No _ 200 sieve size), coarse-grained soils are classified as follows: Less than 5 percent .................................... GW, GP, SW. SP More than 12 percent ................. _ ................ GM , GC , SM . S C 5 to 12 percent ................... Borderline cases requ iring dual symbols PLASTICITY CHART 60 l 50 ~ )( 40 w Q l: 30 ~ 20 ~ UJ :5 10 a.. .,v CH / / ' A LINE : I/P1 = 0)3(LL-20l CL .,v MH ,OH / / ····· Cl.+MI. / ..... .• ML&10L O O 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL) (%) CONSISTENCY Cohesive Soils Blows/ft* Blows/ft .. Ver-t soft 0-4 0-4 Soft 2-4 4-11 Firm 4-8 11-50 St iff 8-16 50-110 Ver{ stiff 16-32 110-220 Hard Over32 Over 220 • Blows/foot for a 140-po und hammer falling 30 inches to drive a 2-inch O.D., 1-3/8 inch I.D. Split Spoon sampler (Standard Penetration Test). ** Blows/foot for a 36-pound hammer falling 24 inches to drive a 3.25 O .D., 2.411.D. Sampler (Hand Sampling). Blow count convergence to standard penetration test was done in accordance with Fig. 1 .24 of Foundation Engineering Handbook by H.Y. Fang, Von Nostr and Re i nhold, 1991. PA2019-033 --~ --- LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: HD134 .1 Boring No: 8-1 Project: 2104 E Balboa Blvd, Newport Beach, CA Boring Location : See Figure 2 Hudgins Design Group Date Started : 6/20/2018 Rig: Mob. 4" augers Date Completed : 6/20/2018 Grnd Elev. +/-12 ft . NAVD88 Sample ~ '13 Direct Type 0 X a. Shear Ql C: '13 Q) ;i, ~ .ThlnWall cg] 2 .5" Ring a. 'O Q) Q) ~ t E "iii 1/) lL a. 'O Tube Sample C C -~ ~ C Q) II) .E: ~ 0 0 0 0 a. 0 C .c ::, .:.:: 12J Bulk OJ standard Split static Water ~ 'iii -& 0:: a. 'ci ~ 3 ¥'. ~ C E 0 w Q) 1/) 00 Sample Spoon Sample Table ::, (lJ ::, :r: "O :ii ~ a. E I-0 C 0 X -~ 0 :J 0 w ~ ~ c:nn ncc:r.RIPTl ()N I FILL: Medium brown, silty fine to medium sand with Op t.% 1 SM rootlets and shell fragments, damp to moist, loose 118.5 30 245 12.0% >( to medium dense. Sulf At 2.5 ft.: Becomes med brown and gray fine to SM 9 .9 115 .7 21 ppm z med . grained silty sand, moist, med dense to dense. 5 -At 5 ft .: Medium to olive brown, fine silty 14.6 %<200 z sand with trace shell fragments, moist , med dense. 13.4 336 z At 6 ft .: Becomes moist, dense. At 8 ft .: Same, moist to wet, dense. 24.1 SM ~ At 9 ft .: Saturated, more dense. 10 -z At 1 Oft.: Groundwater encountered, dense. 26 .1 Total Depth : 12 ft. Groundwater at 10 ft. 15 -No caving Backfilled and Compacted 6/20/2018 20 - 25 - 30 - 35 - 40 I EGA Consultants II F:~1~ I PA2019-033 LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: HD134.1 Boring No: B-2 Project: 2104 E Balboa Blvd, Newport Beach, CA Boring Location: See Figure 2 Hudgins Design Group Date Started: 7/2/2018 Rig: Mob . 4" augers Date Completed : 7/2/2018 Grnd Elev . +/-12 ft. NAVD88 Sample ~ u Direct Type a. Shear c' 'u X (/) al (l) ~ .ThinWall ~2.S"Ring a. "O I- <I) 2 ~ E <I) (/) LL a. "O Tube Sample C C -UJ ~ <I) 0 C ~ <I) I-£ -e <I) 0 . a. -"' u C ·;;; -e-Cl'. .c :::, [2J Bulk [I] Standard Split Static Water <I) a. ·5 .i :i g ~ 0 C E u UJ <I) (/) []J Sample Spoon Samp le Table ~ co :::, J: "O c!" i E I-0 C :J ·o 0 -~ 0 ::? c:n11 n~C:r'QIPTt()N ::? I FILL: Medium brown, silty fine to medium sand with Opl .% 1 SM rootlets and shell fragments, damp to moist, loose 23.5 95.3 118.5 30 245 12.0% X to medium dense. Sult ,____ ML At 2 .5 ft .: Becomes clayey silt with trace fine sand, 21 ppm z olive brown, moist, soft to firm. 15 .7 5 -At 4 ft.: More clayey silt, with trace sand and %<200 z occasional shell fragments, mor firm. 3.7 33 e SM z At 5 ft.: Returns to silty sand, dry to damp, dense. At 8 ft.: Same, dry to damp, dense. 5.8 SM sz z At 10 ft.: Becomes moist to saturated, more dense. 10 -At 10 ft.: Groundwater encountered, dense. 23.9 Total Depth : 11 ft. Groundwater at 10 ft. 15 -No Caving Backfilled and Compacted 6/20/2018 20 - 25 - • 30 - 35 - 40 I EGA Consultants II ·:~; I PA2019-033 K~ Kehoe Testing and Engineering 714-901-7270 rich@kehoetesting.com www.kehoetesting.com Project: EGA Consultants, LLC Location: 2104 E. Balboa Blvd Newport Beach, CA Cone resistance qt Sleeve friction Pore pressure u ~ ..... £ 0.. Q) 0 D a a 2 2 2 4 4 4 6 6 6 8 8 a 10 10 10 12 12 12 14 14 14 16 16 16 18 18 18 20 20 20 22 ,-... 22 ,-... 22 ..... ..... ..... ..... 24 24 24 £ £ 26 0.. 26 0.. 26 Q) Q) 28 0 28 0 28 30 30 30 32 32 32 34 34 34 36 36 36 38 38 38 - 40 40 40 42 42 42 44 44 44 46 46 46 48 48 48 so 50 50 a 100 200 300 400 500 a o.s l l.S 2 2 .5 3 -10 -s a s 10 Tip resistance (tsf) Frie tion (tsf) Pressure (psi) CPeT-IT v.2.1.1.6 -CPTU data presentation & interpretation software -Report created on : 7/9/2018, 4:35:30 PM Project file: C:\EGANewport7-18\Plot Data\Plots .cpt 15 Friction ratio 0 2 4 6 8 10 12 14 16 18 20 ~ 22 ..... 24 £ 0.. 26 Q) 0 28 30 32 34 36 38 40 42 44 46 48 50 20 a 1 2 3 4 6 7 Rf(%) 0 2 4 6 a 10 12 14 16 18 20 ~ 22 ..... 24 £ 0.. 26 Q) 0 28 30 32 34 36 38 40 42 44 46 48 50 8 a CPT-1 Total depth: 34.72 ft, Date: 7/2/2018 Cone Type: Vertek Soil Behaviour Type Clay Sand & silty sand Sand Sand &·silty sard 2 4 6 8 10 12 1'4 16 18 SBT (Robertson, 2010) 0 PA2019-033 C PT-// 2/0¥ e-: dAt.84"1 $~VP/ NB, e~ In situ data Depth qc (tsf) fs (tsf) SBTn Ksbt (f't/s) Cv (f't2/s) SPTN60 Constrained D (OA ) Friction No (ft) (blows/feet Mod. (tsf) r 0 angle (0 ) 1 1 131.68 0.31 7 1.86E-02 2.72E+03 18 716.49 100 46 2 2 107.87 0.52 7 4.43E-03 6.87E+02 17 760.67 100 46 3 3 172.51 0.52 7 1.46E-02 2.91E+03 25 980.79 100 47 4 4 168.75 0.52 7 1.20E-02 2.43E+03 · 25 994.04 100 46 5 5 133 .35 0.52 7 5.21E-03 9 .69E+02 21 912.65 100 45 6 6 159 .36 0.52 7 8.22E-03 1.68E+03 24 1004.33 100 46 7 7 156.54 0.42 7 9.66E-03 1.89E+03 23 957.96 98 45 8 8 99 .94 0.21 7 5.05E-03 7.08E+02 16 687.35 81 42 9 9 101.29 0.31 7 3.12E-03 4.83E+02 17 760.17 82 43 10 10 173.45 0.52 7 8.12E-03 1.81E+03 26 1095 .39 99 45 11 11 165.31 0 .52 7 6.62E-03 1.46E+03 25 1083.67 96 45 12 12 129.49 0.42 7 3.86E-03 7.36E+02 21 935 .73 87 43 13 13 151 0.52 7 4.48E-03 9.70E+02 24 1062.4 92 44 14 14 125 .73 0.31 7 4 .55E-03 8.17E+02 20 882 .03 83 43 15 15 128.45 0.21 7 6.95E-03 1.18E+03 20 834.56 81 42 16 16 131.89 0.21 7 7.24E-03 1.26E+03 20 850.62 81 43 17 17 158.94 0.31 7 8.53E-03 1.73E+03 24 995 .42 87 44 18 18 181.18 0.52 7 6.82E-03 1.64E+03 28 1181.54 94 45 19 19 165.83 0.42 7 6.58E-03 1.46E+03 26 1088.53 89 44 20 20 145.26 0.31 7 5.78E-03 1.15E+03 23 976 .15 83 43 21 21 133.04 0.31 7 4.20E-03 8 .11E+02 21 947.15 80 42 22 22 140.98 0.31 7 4.92E-03 9 .79E+02 22 975.27 81 43 23 23 167.92 0.31 7 8.47E-03 1.82E+03 25 1053.16 86 43 24 24 168.86 0 .31 7 8.40E-03 1.82E+03 25 1060.7 86 43 25 25 179.09 0.42 7 7.25E-03 1.71E+03 27 1155.48 89 44 26 26 155.81 0.21 7 8.84E-03 1.75E+03 23 969.66 81 43 27 27 150.58 0.21 7 7.77E-03 1.52E+03 23 959.48 80 42 28 28 116.33 0.21 7 3.37E-03 5 .92E+02 19 862.32 72 41 29 29 159.15 0.21 7 8.88E-03 1.79E+03 24 989.93 81 43 30 30 134.5 0 .21 7 5.09E-03 9 .61E+02 21 925.07 76 42 31 31 139.31 0.31 7 3.74E-03 7.72E+02 23 1013.34 78 42 32 32 203.74 0.52 7 7.24E-03 1.94E+03 31 1315.06 91 44 33 33 317 .04 1.25 7 8.68E-03 3 .50E+03 48 1979.85 100 47 34 34 318.82 0 7 0.00E+OO 0.00E+OO 0 457.57 100 53 PA2019-033 Project: EGA Consultants, LLC Kehoe Testing and Engineering 714-901-7270 rich@kehoetesting.com www.kehoetesting.com Location: 2104 E. Balboa Blvd Newport Beach, CA Cone resistance qt 0 Sleeve friction Pore pressure u a 2 2 4 4 6 6 8 B 10 10 10 12 12 12 14 14 14 16 16 16 18 18 18 20 20 20 ,..... 22 ,..... 22 ..... ..... .... .... ,-.. 22 ..... .... .__, 24 24 24 £ £ Q. 26 Q. 26 Qj Qj 0 28 0 28 fj Q. 26 Qj 0 28 30 30 30 32 32 32 34 34 34 36 36 36 38 38 38 40 40 40 42 42 42 44 44 44 46 46 46 48 48 48 50 50 50 100 200 300 400 500 o 0 ,5 1 .5 2 2 .5 3 -10 ·5 o 5 10 Tip resistance (tsf) Frie tion (tsf) Pressure (psi) CPeT·IT v.2.1.1.6 • CPTU data presentation & interpretation software -Report created on : 7/9/2018, 4:35 :58 PM Project file: C:\EGANewport7·18\Plot Data\Plots .cpt 15 CPT-2 Total depth: 48.82 ft, Date: 7/2/2018 Cone Type: Vertek Friction ratio Soil Behaviour Type 0 0 Clay 2 2 rm ~i sand i It s sandy sill 4 4 I Sim sandy SI 6 6 Clay e e 8~~ i ~ii~ gl~ 10 10 12 12 Sand & silty sand 14 14 16 16 Sand 18 18 Sand & sil~ sand Sand & sil sand 20 20 -22 ..-.. 22 ..... ..... .... .... 24 24 ..c fi ..... Q. 26 0. 26 Qj Qj 0 28 0 28 30 30 32 32 34 34 Sand &:silty sand 36 36 38 38 40 40 42 42 44 44 46 46 48 48 50 50 20 o 1 2 3 4 5 6 7 8 o 2 4 6 B 10 12 14 16 18 Rf(%) SBT (Robertson, 2010) 0 PA2019-033 C/JT-2 ( ~ /-F2) '2-l"tf c~ t?A~~A '1L-//4 ///4 c,,4 In situ data No Depth qc (tsf) fs (tsf) SBTn Ksbt (ft/s) Cv (ft2/s) SPT N60 Constrained Dr (%) Friction (ft) (blows/feet Mod. (tsf) angle (0 ) 1 1 121.76 0.63 7 6.llE-03 1.01E+03 19 810.2 100 48 2 2 135.55 1.04 6 2.63E-03 5.64E+02 23 1050.21 100 48 3 3 38.64 1.25 8 2.82E-05 3.89E+OO 10 676.16 97 47 4 4 27.05 1.04 8 1.06E-05 1.23E+OO 8 567 .02 81 45 5 5 18.48 0.73 8 5.08E-06 2.66E-01 6 257 .21 67 44 6 6 15.25 0.52 5 4.26E-06 1.84E-01 5 211.64 58 42 7 7 27.36 0.31 6 5.83E-05 5.01E+OO 7 421.28 60 39 8 8 99.41 0.31 7 3.18E-03 4.82E+02 16 744.15 83 43 9 9 99 0.31 7 2.91E-03 4.46E+02 16 753.02 82 43 10 10 70.28 0.21 6 1.51E-03 1.85E+02 12 601.59 71 41 11 11 102.34 0.42 6 1.91E-03 3.28E+02 18 839.65 82 43 12 12 197.79 0.84 7 5.63E-03 1.53E+03 31 1335.37 100 46 13 13 167.29 0.63 7 4.83E-03 1.14E+03 26 1161.37 96 45 14 14 128.97 0.52 6 2.53E-03 5.19E+02 22 1005.95 87 43 15 15 151.11 0.42 7 5.57E-03 1.16E+03 24 1022.11 89 44 16 16 221.7 0.52 7 1.42E-02 3.67E+03 32 1266.34 100 46 17 17 207.08 0.63 7 8.51E-03 2.25E+03 31 1297.55 100 45 18 18 237.26 0.84 7 8.52E-03 2.58E+03 36 1486.33 100 46 19 19 247.6 0.94 7 7.89E-03 2.53E+03 37 1573.42 100 46 20 20 203.95 0.73 7 5.85E-03 1.63E+03 32 1367.92 98 45 21 21 164.06 0.52 7 4.42E-03 1.04E+03 26 1157.62 89 44 22 22 175 .75 0.31 7 9.98E-03 2.18E+03 26 1070.14 88 44 23 23 134.61 0.42 7 2.86E-03 5.99E+02 22 1027.49 81 42 24 24 119 .88 0.31 6 2.69E-03 5.08E+02 20 925.11 76 42 25 25 125 0.31 7 3.0lE-03 5.80E+02 21 945.61 77 42 26 26 121.87 0.42 6 1.85E-03 3.80E+02 21 1006.68 77 42 27 27 119.36 0.42 6 1.67E-03 3.42E+02 21 1004.54 76 42 28 28 125.42 0.42 6 1.93E-03 4 .05E+02 22 1028.23 77 42 29 29 135.96 0.42 6 2.49E-03 5.41E+02 23 1064.28 78 42 30 30 157.58 0 .52 7 3 .00E-03 7 .29E+02 26 1193 .1 83 43 31 31 167.19 0.52 7 3.61E-03 9.02E+02 27 1223.72 85 43 32 32 143.38 0.42 6 2.78E-03 6.24E+02 24 1100.25 79 42 33 33 139.72 0.42 6 2.48E-03 5.53E+02 24 1094 .85 78 42 34 34 88.03 0.31 6 6.88E-04 1.22E+02 17 869.91 64 39 35 35 151.52 0.31 7 4.48E-03 9.74E+02 24 1066.89 79 42 36 36 176.48 0.31 7 7.39E-03 1.71E+03 27 1135 .11 83 43 37 37 81.35 0.21 6 7 ,85E-04 1.26E+02 15 785.17 60 38 38 38 100 .04 0 .21 6 1.56E-03 2.71E+02 18 853.37 65 40 39 39 78.01 0.21 6 6.47E-04 1.03E+02 15 780.17 59 38 40 40 103.49 0.21 6 1.67E-03 2.97E+02 18 871.7 65 40 41 41 110.38 0.21 6 2.03E-03 3.72E+02 19 897.12 67 40 PA2019-033 C./1T-2-O'f J?7~) ,?/O"f' $"' (lk4J/I ~lV/)1 ,vi/'/' c,,4- 42 42 125.83 0.63 6 7.59E-04 1.89E+02 24 1222.16 73 41 43 43 247.39 1.57 6 1.84E-03 7.68E+02 43 2045.06 99 45 44 44 299.08 1.57 7 3.78E-03 1.67E+03 48 2171.35 100 46 45 45 223.89 1.78 6 9.33E-04 3.98E+02 41 2093.04 95 45 46 46 206.35 1.57 6 8.63E-04 3.44E+02 38 1956.38 91 44 47 47 205,93 1.46 6 9.68E-04 3.77E+02 38 1912.98 90 44 48 48 199.04 0 0 0.00E+OO O.OOE+OO 0 285.65 0 0 PA2019-033 APPENDIX B LABORATORY RESULTS PA2019-033 GEOLOGY· GEOTECH · GROUNDWATER EGA Consultants 375-C Monte Vista Avenue Costa Mesa, California 92627 Attention: Subject: Mr. David Worthington, C.E.G . Laboratory Test Results 2104 East Balboa Boulevard Newport Beach, California Dear Mr . Worthington : July 2, 2018 Project No. 114-504-10 G3Soi1Works, 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. Attachment: Laboratory Test Results 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2019-033 EGA Consultants Laboratory Test Results 2104 East Balboa Boulevard Newport Beach, California LABORATORY TEST RESULTS July 2 , 2018 Project No. 114-504-10 Page 2 of 4 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 % 8-1 @2.5' 115.7 9.9 B-1@ 4.0 ' * 14.3 B-1 @6.0' * 13.4 8-1@ 8.0' * 24 .1 B-1 @ 10.0' * 26 .1 B-2 @2.5' 95.3 23.5 8-2 @4.0' * 15.7 8-2@6.0' * 3.7 B-2 @8.0' * 5.8 8-2@ 10.0' * 23.9 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 8 -1 @ 0-3' Silty fine to medium sand with shell SM fragments -medium brown, rootlets, B-2 @2.5' Clayey silt with trace fine sand -ML olive brown, micaceous 350 Fischer Ave . Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com PA2019-033 EGA Consultants Laboratory Test Results 2104 East Balboa Boulevard Newport Beach , California Maximum Dry Density and Optimum Mois t ure Content July 2, 2018 Project No. 114-504-10 Page 3 of 4 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-2@ 0-3' 118.5 12 .0 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 Soll Sulfate Exposure Class (Percentage by weight (%)) (ACI 318-14, Table 19.3.1.1) B-1 @ 0-3 ' 0.0021 so We t Density A composite of samples identified as B-1 @ 4.0, 6.0 and 8.0 feet was remolded to the dry density obtained from B-1 @ 2 .5 feet. This soil specimen was then soaked and reweighed and the resulting wet density of this sample was determined to be 120.0 pcf. 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 PA2019-033 EGA Consultants Laboratory Test Results 2104 East Balboa Boulevard Newport Beach, California Sieve Analysis July 2, 2018 Project No. 114-504-10 Page 4 of 4 Particle size analysis was performed in accordance with ASTM 0442. The test results are presented below: Sample ID B-1 @0-3' Sieve Size Percent Passing 3/4" 100 1/2" 98.4 3/8" 98.4 No. 4 96.6 No. 8 95.4 No.16 92.8 No. 30 83.6 No. 50 62.7 No. 100 46.4 No. 200 33.6 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works .com PA2019-033 4,000 3,750 3,500 3 ,250 3,000 2,750 LL 2,500 en Q_ en· 2,250 en UJ O:'.'. 2,000 I-en O:'.'. <( 1,750 UJ I en 1,500 1,250 1,000 750 500 250 0 ......... . :. ~·.:. ,:,,:,<• ·:· -:• ~. ... ,., ,. ,;.;.:,,;,.:,,-i•i•i• •!•:O•:••:•-!·\·f ·i ·i• . ~ ·~ ·:· ·:· -:• ! . : . : '~ . . ~. ~ ·:· •:• -:· ~. ! • t ': • ·····--·········· . . . . . . . . . .. .. ... -· ......... . ......... ...................... . : -~ .: .. : . .:. : . : . : . ~ . . ;,;.; .. ;,•:•\•i ;.;. 'l ·~ •:-·:· -:· ~·:. ! . : . . ! ·~ ·;, -:· -:· ~. ~.:.: . .................... ......... ....... -.......... . . . . . . . . . . . , . ., ................. . . . . . . . . . ' . . . , '•' ,,, ......... 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' ....... . .,.,.,,,.; ......... . ·i·i ·i ·i-:,-:,,!,.:,:, • ~.: . ~ -~ ·!' ·:· ·:· -:· ~ • . ......................... . . . . . . . . . . . ................... .. . .. ' .... . ·········--.. ····· . ...... . . ..................... . . ....... . o \0 I O t 'I ·~ •,o ,,o '0 \ • ,t,:,;.;,,:,,:,,:,,:•\ .. . ~. I . l . :, ,:. -:· .:, .:, {. ., ... , ........... ,,,. ......... • o 'I• o 'o 0 . .................. . . ....... . . ...... ,., ......... . ......... ............. ,., ... , ...... , ... ·=· ,:, ,:. • (. i.;. i ·=~ ,:, ,:, \• '\. ,:,. •:• •:• • (·I • > • i .:, ,:, ,:, ~ · i • . t . : . ~ -~ ·~ -!· ~-!· !· 0 ! I: •? ': •:-•:• -:• ~' ~ t . ................... . 0 500 1,000 1,500 2,000 2,500 3 ,000 3,500 4 ,000 NORMAL STRESS , PSF 2104 E . Balboa Boulevard, Newport Beach COHESION FRICTION ANGLE 245 psf. 30.0 degrees symbol boring depth (ft .) symbol boring depth (ft .) FIGURE S-1 DIRECT SHEAR TEST • B-1 2.5 PN: 114-504-10 REPORT DATE : 7/2/2018 350 f'ischer Ave. Front Costa Mesa. CA 92626 Phon e: (714) 668 5600 www.G3Soi1Works.com FIG. S-1 PA2019-033 APPENDIX C GENERAL EARTHWORKS AND GRADING GUIDELINES PA2019-033 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 !ess 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 Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No. HD 134.1 July 30, 2018 PA2019-033 performed in accordance with the American Society for Testing and Materials Test Method ASTM : D 1557. 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 Proposed Residence Soils Report - 2 I 04 East Balboa Blvd ., Newport Beach , CA Project No. HDI34 . I July30,2018 2 PA2019-033 in firm material for a minimum width of 4 feet. Ground sloping flatter than 5: 1 should be benched or otherwise over excavated when considered necessary by the consultant. 7. Approval: All areas to receive fill, including processed areas, removal areas , and toe-of-fill benches should be approved by the consultant prior to fill placement. IV. FILL MATERIAL V. 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. 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 Proposed Residence Soils Report -2104 East Balboa Blvd ., Newport Beach, CA Project No. HD 134 . l July 30, 2018 3 PA2019-033 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 should be watered and mixed, and wet fill layers should be aerated by scarification or blended with drier material. Moisture-conditioning and mixing of fill layers should continue until the fill material is at a uniform moisture content at or near optimum . 3. Compaction of Fill: After each layer has been evenly spread, moisture- conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment should be adequately sized and either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction . 4. Fill Slopes: Compacting of slopes should be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at 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. VI. SUBDRAIN INSTALLATION Subdrain systems, if required, should be installed in approved ground and should not Proposed Residence Soils Report -2104 East Balboa Blvd., Newport Beach, CA Project No HDl34 . I July 30, 2018 4 PA2019-033 be changed or modified without the approval of the consultant. The consultant, however, may recommend and upon approval , d irect changes i n 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 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. Proposed Residence Soils Report -2104 East Balboa Blvd .. Newport Beach, CA Project No. HDl34.1 July 30 , 2018 5 PA2019-033 APPENDIX D USGS Design Maps Detailed Report PA2019-033 EUSGS Design Maps Summary Report User-Specified Input Report Title 2104 E Balboa Blvd, Newport Beach, CA Fri July 27, 2018 18 :23 :11 UTC Building Code Reference Document ASCE 7-10 Standard (whi ch utilizes USGS hazard data available in 2008) ~ite Coordinates 33.59934°N, 117.8847°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/Ill USGS-Provided Output 5 5 = 1.721 g 51 = 0.633 g 5Ms = 1.721 g SMl = 0.949 g S05 = 1.148 g 501 = 0.633 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spl"C'trum Destp kt'5ponse Spectrum l ).J i' t','7:! ~ 11J.,4'\ u.J:- (IJ l t Period, ·1· (lllt'C!) For PGAMt TLI CRSI and CRI values, please ylew the detalled reQQ[!;. Although this information is a product of the U.S . Geological Survey, we provide no warranty, ex pressed or Implied, as to the accuracy of the data contain ed therein . This tool is not a substitute for technical subject-matter knowledge. PA2019-033 liUSGS Design Maps Detailed Report ASCE 7-10 Standard (33.59934°N, 117.8847°W) Site Class D -"Stiff Soil", Risk Category I/II/III Section 11.4.1 -Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from correspond i ng geometric mean ground moti ons computed by the USGS by applying factors of 1.1 (to obtain 5 5 ) and 1.3 (to obtain 5 1 ). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4 .3. From Figure 22-1 ci1 5 5 = 1.721 g ---------·-------- From flgure 22-2 c21 51 = 0.633 g Section 11.4.2 -Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20 . Table 20.3-1 Site Classification Site Class v, ii or N0 h A . Hard Rock >5,000 ft/s N/A -------------- B . Rock 2,500 to 5,000 ft/s N/A - Su N/A ---- N/A ----------------·------------------- C . Very dense soil and soft rock 1,200 to 2,500 ft/s 600 to 1,200 ft/s >50 >2,000 psf D. Stiff Soil 15 to 50 1,000 to 2,000 psf ----------- E. Soft clay soil F. So il s requiring site response analysis in accordance with Section 21.1 <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity Index PI > 20, • Moisture content w ~ 40%, and • Undrained shear strength s" < 500 psf See Section 20 .3 .1 For SI: lft/s = 0.3048 m/s llb/ft:2 = 0.0479 kN/m 2 PA2019-033 Section 11.4.3 -Site Coefficients and Risk-Targeted Maximum Considered Earthquake (.M.C.5.a ) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F. Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period 55 s 0.25 S5 = 0.50 5 5 = 0.75 5 5 = 1.00 55 ~ 1.25 A 0 .8 0.8 0 .8 0.8 0 .8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0 .9 F See Section 11.4.7 of ASCE 7 Note: Use straight-l ine interpolation for intermed iate values of S5 For Site Class= D and S5 = 1.721 g, F0 = 1,000 Table 11.4-2: Site Coefficient Fv Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period 51 s 0.10 51 = 0.20 S1 = 0.30 S1 = 0.40 51 ~ 0 .50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3 .2 2.8 2.4 2.4 F See Section 11.4. 7 of ASCE 7 Note : Use straight-line interpolation for intermediate values of S1 For Site Class = D and S 1 = 0 .633 g, F. = 1.500 PA2019-033 Equation (11.4-1): SMs = F0 5 5 = 1.000 X 1. 721 = 1. 721 g Equation (11.4-2): SM1 = FvSl = 1.500 X 0.633 = 0.949 g Section 11.4.4 -Design Spectral Acceleration Parameters Equation (11.4-3): 5 05 = % SMs = % X 1.721 = 1.148 g Equation (11.4-4): 501 =%SM! = % X 0.949 = 0.633 g Section 11.4.5 -Design Response Spectrum From figure 22-12 c3 1 TL= 8 seconds Figure 11.4-1: Design Response Spectrum S1;s = I 1-18 ' T < TO : S0 "' 508 ( 0 .4 + 0.8 T /TO ) Tu:ST :STs : S1 ::: S08 TI< T :S TL : s.: S01 / T T>TL : S1 =S01 TL (Tl ~ ... , .... ---------, ------ ---- I T" = 0.110 T~ = H. I 1.000 l'mod, T fm,) PA2019-033 Section 11.4.6 -Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by i : I j l (II 1.5. s,11 .. o.9 4" • -•· -.. ------., -.. ------- ' T,,,.0.110 1 fl()l) l'ffmd, T (a«) PA2019-033 Section 11.8.3 -Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 C4 J PGA = 0.713 Equation (11.8-1): PGAM = FPGAPGA = 1.000 x 0.713 = 0.713 g ------ Table 11 .8-1: Site Coefficient F PGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA S PGA = PGA = PGA = PGA 2!: 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0 .9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class= D and PGA = 0.713 g, FP<IA = 1.000 Section 21.2.1.1 -Method 1 (from Chapter 21 -Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 C5 l CRs = 0.894 From Figure 22-18 c~J CRl = 0.910 --------------------- PA2019-033 Section 11.6 -Seismic Design Category Table 11.6-1 Seismic Des ign Category Based on Short Period Response Acceleratlon Parameter RISK CATEGORY VALUE OF 5 05 I or II III IV 5 05 < 0.167g A A A 0.167g S 5 05 < 0.33g B B C 0.33g S 5 05 < 0.50g C C D O.SOg S 5 05 D D D For Risk Category= I and S05 = 1.148 g, Seismic Design Category= D Table 11.6-2 Seismic Design Category Based on 1-5 Period Response Acceleration Parameter RISK CATEGORY VALUE OF 5 01 I or II III IV 5 01 < 0.067g A A A 0.067g S 501 < 0.133g B B C 0.133g S SD1 < 0.20g C C D 0.20g s 501 D D D For Risk Category = I and s01 = 0.633 g, Seismic Design Category = D Note: When 5 1 is greater than or equal to 0. 75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category . References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22- 1.pdf 2. Figure 22-2: https ://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22- 2 .pdf 3. Figure 22-12: https://earthquake. usgs .gov/hazards/designmaps/downloads/pdfs/20 lO_ASCE-7 _Figure_22- 12. pdf 4. Figure 22-7: https://earthquake. usgs.gov /hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22- 7. pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22- 17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22- 18.pdf PA2019-033 APPENDIX E LIQUEFACTION ANALYSES/SETTLEMENT COMPUTATIONS PA2019-033 1011111 fatiLmmc;: Peak Ground Acceleration: 0.713 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): Sample Depth Number (m) 1 0.30 2 0.61 3 0.91 4 1.22 5 1.52 6 1.83 7 2.13 8 2.44 9 2.74 10 3.05 11 3.35 12 3.66 13 3.96 14 4.27 15 4 .57 16 4 .88 17 5.18 consultants Measured Soil Type (N) (USCS) 18 ML/CL 17 SM 25 SM 25 SM 21 SM 24 SM 23 SM 16 SM 17 SM 26 SM 25 SM 21 SM 24 SM 20 SM 20 SM 20 SM 24 SM engineering geolechnical appli c ations NO Flag "Clay" Fines "Unsaturated" Content "Unreliable" (%) so 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 Energy CE CB CR cs Ratio (ER)% 65 1.08 1 0.75 1 65 1.08 1 0.75 1 65 1.08 1 0.75 1 65 1.08 1 0.75 1 65 1.08 1 0.8 1 65 1.08 1 0.8 1 65 1.08 1 0.8 1 65 1.08 1 0.8 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 N60 ave 14.63 4.88 13.81 9.75 20.31 14.63 20.31 19.51 18.20 24.99 20.80 30.48 19.93 35.97 13.87 41.45 15.65 46.94 23.94 52.43 23.02 57.91 19.34 63.40 22.10 68.88 18.42 74.37 20.58 79.86 20.58 85.34 24.70 90.83 2104 E Balboa Blvd, Newport Beach, CA HD134.1 July 2018 crVC' CN 4.88 1.70 9.75 1.70 14.63 1 .70 19.51 1.70 22.00 1 .70 24.50 1.70 27.00 1.70 29.49 1.70 31.99 1.70 34.49 1.70 36.98 1.66 39.48 1.60 41.97 1 .55 44.47 1.51 46.97 1.47 49.46 1.43 51.96 1.40 PLATE A CPT-1 advanced to 34 .72 ft. on 7/2/18 Page 1 PA2019-033 18 5.49 28 SM 16 65 1.08 1 0.95 1 28.82 19 5.79 26 SM 16 65 1.08 1 0.95 1 26.76 20 6.10 23 SM 16 65 1.08 1 0.95 1 23.67 21 6.40 21 SM 16 65 1.08 1 0.95 1 21 .61 22 6.71 22 SM 16 65 1.08 1 0.95 1 22.64 23 7.01 25 SM 16 65 1.08 1 0.95 1 25.73 24 7.32 25 SM 16 65 1.08 1 0.95 1 25.73 25 7.62 27 SM 16 65 1.08 1 0.95 1 27.79 26 7.92 23 SM 16 65 1.08 1 0.95 1 23.67 27 8.23 23 SM 16 65 1.08 1 0.95 1 23.67 28 8.53 19 SM 16 65 1.08 1 1 1 20.58 29 8.84 24 SM 16 65 1.08 1 1 1 26.00 30 9 .14 21 SM 16 65 1.08 1 1 1 22.75 31 9.45 23 SM 16 65 1.08 1 1 1 24.92 32 9.75 31 SW 8 65 1.08 1 1 1 33.58 33 10.06 48 SM 16 65 1.08 1 1 1 52.00 34 10.36 0 SM Unreliable 16 65 1.08 1 1 1 0.00 Auger Diameter: 1.375 inches Hammer Weight: n.a. Drop: continuous push CPT-1 advanced to 34.72 ft by Kehoe Testing and Engineering on July 2, 2018 (CPT Data Logs attached herein] References: Idriss, LM. and Boulanger, R.W. Soil Liquefaction During Earthquakes. Earthquake Engineering Research Institute. 8 September 2008. Liu, C. and Evett, ~B. Soils and Foundations. 8th Edition . 4 August 2013. Martin, G.R and Lew, M. Recommendations for Implementation ofDMGSpecia/ Publication 117. University of Southern California Earthquake Center. March 1999. California Department of Conservation, CGS.. Special Publication 117A: Gu;delinesfor Evaluating and Mitigating Seismic Hazards in California. Rev 11 Sept. 2008. consultants engineering geotechnical applications 96.32 101.80 107.29 112.78 118.26 123.75 129.24 134.72 140.21 145.69 151.18 156.67 162.15 167.64 173.13 178.61 184.10 2104 E Balboa Blvd, Newport Beach, CA HD134.l July 2018 54.46 1.36 56.95 1.33 59.45 1.31 61.94 1.28 64.44 1.25 66.94 1.23 69.43 1.21 71.93 1.19 74.43 1.17 76.92 1.lS 79.42 1.13 81.91 1.11 84.41 1.10 86.91 1.08 89.40 1.06 91.90 1.05 94.40 1.04 PLATE A CPT-1 advanced to 34.72 ft. on 7/2/18 Page 2 PA2019-033 (N1)60 LIN for Fines Content 24.86 5.61 23.48 3.58 34.53 3.58 34.53 3.58 30.94 3.58 35.36 3.58 33.89 3.58 23.57 3.58 26.61 3.58 40.70 3.58 38.11 3.58 30.98 3.58 34.34 3.58 27.80 3.58 30.23 3.58 29.46 3.58 34.49 3.58 consultants (N1)60-CS Stress reduction coeff, rd 30.48 1.00 27.06 1.00 38.11 1.00 38.11 1.00 34.52 0.99 38.94 0.99 37.46 0.99 27.15 0.98 30.19 0.98 44.28 0.98 41.68 0.97 34.56 0.97 37.91 0.97 31.38 0.96 33.81 0.96 33.04 0.95 38.07 0.95 engineering geotechnical app/i ca Ii ons CSR MSF for sand 0.47 1.08 0.46 1.08 0.46 1.08 0.46 1.08 0.52 1.08 0.57 1.08 0.61 1.08 0.64 1.08 0.67 1.08 0.69 1.08 0.71 1.08 0.72 1.08 0.73 1.08 0.75 1.08 0.75 1.08 0.76 1.08 0.77 1.08 Ko for sand CRR for M=7.5 CRR & oVC'= 1 atm 1.10 0.52 0.61 1.10 0.35 0.41 1.10 2.00 2.00 1.10 2.00 2.00 1.10 1.00 1.20 1.10 2.00 2.00 1.10 1.97 2.00 1.10 0.35 0.42 1.10 0.50 0.59 1.10 2.00 2.00 1.10 2.00 2.00 1.10 1.01 1.21 1.10 2.00 2.00 1.10 0.59 0.70 1.10 0.88 1.04 1.10 0.76 0.91 1.10 2.00 2.00 2104 E Balboa Blvd, Newport Beach, CA HD134.l July 2018 Factor of Limiting shear Safety strain ylim 1.32 0.04 0.89 0.07 2.00 0.01 2.00 O.Ql 2.00 0.02 2.00 0.01 2.00 O.Ql 0.65 0.07 0.89 0.05 2.00 0.00 2.00 0.01 1.67 0.02 2.00 0.01 0.94 0.04 1.38 0.03 1.19 0.03 2.00 0.01 PLATE A CPT-1 advanced to 34.72 ft. on 7/2/18 Page 3 PA2019-033 39.31 3.58 42.88 0.95 0.78 1.08 1.10 35.69 3.58 39.27 0.94 0.78 1.08 1.10 30.90 3.58 34.48 0.94 0.78 1.08 1.10 27.64 3.58 31.22 0.93 0.79 1.08 1.10 28.39 3.58 31.97 0.93 0.79 1.08 1.10 31.66 3.58 35.23 0:92 0.79 1.08 1.10 31.08 3.58 34.66 0.92 0.79 1.08 1.10 32.98 3.58 36.56 0.91 0.79 1.08 1.10 27.62 3.58 31.20 0.91 0.79 1.08 1.07 27.17 3.58 30.74 0.90 0.79 1.08 1.06 23.25 3.58 26.83 0.90 0.79 1.08 1.04 28.92 3.58 32.49 0.89 0.79 1.08 1.05 24.93 3.58 28.50 0.89 0.79 1.08 1.03 26.90 3.58 30.48 0.88 0.79 1.08 1.03 35.75 0.37 36.12 0.88 0.79 1.08 1.03 54.60 3.58 58.18 0.87 0.79 1.08 1.03 0.00 3.58 3.58 0.87 0.79 1.08 1.00 References: Jdriss, l.M. and Boulanger, RW. 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. 2.00 2.00 2.00 2.00 1.00 1.19 0.57 0.68 0.64 0.76 1.16 1.39 1.03 1.23 1.57 1.86 0.57 0.66 0.54 0.61 0.34 0.38 0.70 0.79 0.41 0.45 0.52 0.58 1.42 1.59 2.00 2.00 0.08 Martin, G.R and Lew, M. Recommendations for Implementation of DMG Special Publication I 17. 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 2104 E Balboa Blvd, Newport Beach, CA HD134.1 July 2018 2.00 0.00 2.00 0.01 1.52 0.02 0.87 0.04 0.97 0.04 1.75 0.02 1.55 0.02 2.00 0.02 0.83 0.04 0.77 0.04 0.48 0.07 1.00 0.03 0.57 0.06 0.73 0.04 2.00 0.02 2.00 0.00 ? 0.50 PLATE A CPT-1 advanced to 34.72 ft. on 7/2/18 Page 4 PA2019-033 Parameter Fa -0.12 0.10 -0.66 -0.66 -0.40 -0.72 -0.61 0.10 -0.10 -1.13 -0.93 -0.40 -0.65 -0.18 -0.35 -0.30 -0.66 Maximum llHi (m) shear strain ymax 0.02 0.04 0.00 0.00 0.00 0.00 0.00 0.07 0.04 0.00 0.00 0.01 0.00 0 .04 a.oz 0.02 0.00 engineering geolechnical applications 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 consultants llLDli (m) 0.01 0 .01 0.00 0.00 0.00 0.00 0.00 0 .02 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.00 Vertical llSi (m) reconsoL Strain £V 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 0.01 0.00 0.01 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 llSi (ft) 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 llSi (inches) 0.04 0.12 0.00 0.00 0.00 0.00 0.00 0 .18 0.10 0.00 0.00 0.02 0.00 0.09 0.04 a.as 0.00 2104 E Balboa Blvd, Newport Beach, CA HD134.1 July 2018 PLATE A CPT-1 advanced to 34. 72 ft. on 7 /2/18 Page 5 PA2019-033 -1.02 0.00 0.30 0.00 0.00 0.00 -0.75 0.00 0.30 0.00 0.00 0.00 -0.40 0.01 0.30 0.00 0.00 0.00 -0.17 0.04 0.30 0.01 0.01 0.00 -0.22 0.04 0.30 0.01 0.01 0.00 -0.45 0.01 0.30 0.00 0.00 0.00 -0.41 0.01 0.30 0.00 0.00 0.00 -0.55 0.00 0.30 0.00 0.00 0.00 -0.17 0.04 0.30 0.01 0.01 0.00 -0.14 0.04 0.30 0.01 O.Dl 0.00 0.12 0.07 0.30 0.02 0.02 0.00 -0.26 0.03 0.30 0.01 0.01 0.00 0.01 0.06 0.30 0.02 0.01 0.00 -0.12 0.04 0.30 0.01 0.01 0.00 -0.52 0.00 0.30 0.00 0.00 0.00 -2.27 0.00 0.30 0.00 0.00 0.00 0.95 0.00 0.30 0.00 0.00 0.00 Total Settlement: 0.04! References: Idriss, J.M. and Boulanger, RW. Soil Liquefaction During Earthquakes. Earthquake Engineering Researdi. Institute~ 8 September 2008. Liu, C. and Evett, J.B. Soils and Foundations, 8th Edition . 4 August 2013. 0.00 0.00 0.00 0.00 0.00 0.03 0.01 0.09 0.01 0.08 0.00 0.01 0.00 0.02 0.00 0.00 0.01 0.09 0.01 0.10 0.02 0.19 0,01 0.07 0,01 0.14 0.01 0.10 0.00 0.00 0.00 0.00 0.00 0.00 0.13, 1.551 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. Spec;af Publication 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in California. Rev 11 Sept. 2008. consultants engineering geotechnica/ applications 2104 E Balboa Blvd, Newport Beach, CA HD134.l July 2018 PLATE A CPT-1 advanced to 34.72 ft. on 7/2/18 Page 6 PA2019-033 2104 E Balboa Blvd, Newport Beach, CA HD134.l July 2018 ln11111 faGm~t!ll:li: Peak Ground Acceleration: 0.713 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 o-VC crVC' CN Number (m) (N) (USCS) "Unsaturated" Content Ratio "Unreliable" (%) (ER)% 1 0.30 19 ML/CL Clay so 65 1.08 1 0.75 1 15.44 4.88 4.88 1.70 2 0.61 23 SM 16 65 1.08 1 0.75 1 18.69 9.75 9.75 1.70 3 0.91 10 ML/CL Clay 16 65 1.08 1 0.75 1 8.13 14.63 14.63 1.70 4 1.22 8 CL Clay so 65 1.08 1 0.75 1 6.50 19.51 19.51 1.70 5 1.52 6 CL Clay 50 65 1.08 1 0.8 1 5.20 24.99 22.00 1.70 6 1.83 5 CL Clay so 65 1.08 1 0.8 1 4.33 30.48 24.50 1.70 7 2.13 7 CL Clay so 65 1.08 1 0.8 1 6.07 35.97 27.00 1.70 8 2.44 16 CL Clay so 65 1.08 1 0.8 1 13.87 41.45 29.49 1.70 9 2.74 16 ML/CL Clay so 65 1.08 1 0.85 1 14.73 46.94 31.99 1.70 10 3.05 12 SM 16 65 1.08 1 0.85 1 11.05 52.43 34.49 1.70 11 3.35 18 SM 16 65 1.08 1 0.85 1 16.58 57.91 36.98 1.66 12 3.66 31 SM 16 65 1.08 1 0.85 1 28.55 63.40 39.48 1.60 13 3.96 26 SM 16 65 1.08 1 0.85 1 23.94 68.88 41.97 1.55 14 4.27 22 SM 16 65 1.08 1 0.85 1 20.26 74.37 44.47 1.51 15 4.57 24 SM 16 65 1.08 1 0.95 1 24.70 79.86 46.97 1.47 16 4.88 32 SW 8 65 1.08 1 0.95 1 32.93 85.34 49.46 1.43 17 5.18 31 SM 16 65 1.08 1 0.95 1 31.90 90.83 51.96 1.40 18 5.49 36 SM 16 65 1.08 1 0.95 1 37.05 96.32 54.46 1.36 19 5.79 37 SM 16 65 1.08 1 0.95 1 38.08 101.80 56.95 1.33 20 6.10 32 SM 16 65 1.08 1 0.95 1 32.93 107.29 59.45 1.31 21 6.40 26 SM 16 65 1.08 1 0.95 1 26.76 112.78 61.94 1.28 22 6.71 26 SM 16 65 1.08 1 0.95 1 26.76 118.26 64.44 1.25 23 7.01 22 SM 16 65 1.08 1 0.95 1 22.64 123.75 66.94 1.23 24 7.32 20 SM 16 65 1.08 1 0.95 1 20.58 129.24 69.43 1.21 25 7.62 21 SM 16 65 1.08 1 0.95 1 21.61 134.72 71.93 1.19 26 7.92 21 SM 16 65 1.08 1 0.95 1 21.61 140.21 74.43 1.17 27 8.23 21 SM 16 65 1.08 1 0.95 1 21.61 145.69 76.92 1.15 28 8.53 22 SM 16 65 1.08 1 1 1 23.83 151.18 79.42 1.13 29 8.84 23 SM 16 65 1.08 1 1 1 24.92 156.67 81.91 1.11 30 9.14 26 SM 16 65 1.08 1 1 1 28.17 162.15 84.41 1.10 31 9.45 27 SM 16 65 1.08 1 1 1 29.25 167.64 86.91 1.08 engineering geolechnical applications PLATE B consultants CPT-2 advanced to 48.82 ft . on 7/2/18 Page 1 PA2019-033 32 9.75 24 SM 16 65 1.08 1 1 1 26.00 33 10.06 24 SM 16 65 1.08 1 1 1 26.00 34 10.36 17 SM 16 65 1.08 1 1 1 18.42 35 10.67 24 SM 16 65 1.08 1 1 1 26.00 36 10.97 27 SW 16 65 1.08 1 1 1 29.25 37 11.28 15 SM 16 65 1.08 1 1 1 16.25 38 11.58 18 SM 16 65 1.08 1 1 1 19.50 39 11.89 15 SM 16 65 1.08 1 1 1 16.25 40 12.19 18 SM 16 65 1.08 1 1 1 19.50 41 12.50 19 SM 16 65 1.08 1 1 1 20.58 42 12.80 24 SM 16 65 1.08 1 1 1 26.00 43 13.11 43 SM 16 65 1.08 1 1 1 46.58 44 13.41 48 SM 16 65 1.08 1 1 1 52.00 45 13.72 41 SM 16 65 1.08 1 1 1 44.42 46 14.02 38 SM 16 65 1.08 1 1 1 41.17 47 14.33 38 SM 16 65 1.08 1 1 1 41.17 48 14.63 0 SM Unreliable 16 65 1.08 1 1 1 0.00 Auger Diameter: 1.375 inches Hammer Weight: n.a Drop: continuous push CPT-2 advanced to 48.82 ft by Kehoe Testing and Engineering on July 2, 2018 (CPT Data Logs attached herein) References: Idriss, J.M. and Boulanger, RW. 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. Ma.rtin, 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. I EGA consultants engineering geotechnical applications 173.13 178.61 184.10 189.59 195.07 200.56 206.04 211.53 217.02 222.50 227.99 233.48 238.96 244.45 249.94 255.42 260.91 2104 E Balboa Blvd, Newport Beach, CA HD134.l July 2018 89.40 1.06 91.90 1.05 94.40 1.04 96.89 1.02 99.39 1.01 101.89 1.00 104.38 0.99 106.88 0.97 109.37 0.96 111.87 0.95 114.37 0.94 116.86 0.93 119.36 0.92 121.86 0.91 124.35 0.90 126.85 0.89 129.34 0.89 PLO.TE B CPT-2 advanced to 48.82 ft. on 7/2/18 Page 2 PA2019-033 (N1)60 .6N for (N1)60-CS Stress CSR MSF for sand Fines reduction Content coeff, rd n.a. n.a. n.a 1.00 0.47 1.08 31.77 3.58 35.34 1.00 0.46 1.08 n.a. n.a. n.a 1.00 0.46 1.08 n.a n.a. n.a 1.00 0.46 1.08 n.a. n.a. n.a 0.99 0.52 1.08 n.a. n.a. n.a 0.99 0.57 1.08 n.a. n.a. n.a 0.99 0.61 1.08 n.a n.a. n.a 0.98 0.64 1.08 n.a n.a. n.a 0.98 0.67 1.08 18.79 3.58 22.36 0.98 0.69 1.08 27.44 3.58 31.01 0.97 0.71 1.08 45.73 3.58 49.31 0.97 0.72 1.08 37.20 3.58 40.77 0.97 0.73 1.08 30.58 3.58 34.16 0.96 0.75 1.08 36.28 3.58 39.86 0.96 0.75 1.08 47.14 0.37 47.50 0.95 0.76 1.08 44.55 3.58 48.13 0.95 0.77 1.08 50.54 3.58 54.11 0.95 0.78 1.08 50.79 3.58 54.37 0.94 0.78 1.08 43.00 3.58 46.57 0.94 0.78 1.08 34.22 3.58 37.80 0.93 0.79 1.08 33.55 3.58 37.13 0.93 0.79 1.08 27.86 3.58 31.43 0.92 0.79 1.08 24.87 3.58 28.44 0.92 0.79 1.08 25.65 3.58 29.23 0.91 0.79 1.08 25.22 3.58 28.79 0.91 0.79 1.08 24.80 3.58 28.38 0.90 0.79 1.08 26.92 3.58 30.50 0.90 0.79 1.08 27.71 3.58 31.29 0.89 0.79 1.08 30.86 3.58 34.44 0.89 0.79 1.08 31.58 3.58 35.16 0.88 0.79 1.08 eng i neering geotechnical applications consultants Kcr for sand CRR for M=7.5 CRR & crVC'= 1 atm 1.10 n.a. n.a. 1.10 1.19 1.42 1.10 n.a n.a. 1.10 n.a. n.a. ·1.10 n.a n.a. 1.10 n.a. n.a. 1.10 n.a. n.a. 1.10 n.a n.a 1.10 n.a. n.a. 1.10 0.24 0.28 1.10 0.56 0.66 1.10 2.00 2.00 1.10 2.00 2.00 1.10 0.94 1.11 1.10 2.00 2.00 1.10 2.00 2.00 1.10 2.00 2.00 1.10 2.00 2.00 1.10 2.00 2.00 1.10 2.00 2.00 1.10 2.00 2.00 1.10 1.81 2.00 1.09 0.59 0.70 1.07 0.40 0.47 1.07 0.44 0.51 1.06 0.42 0.48 1.05 0.40 0.45 1.05 0.52 0.59 1.05 0.58 0.65 1.05 0.99 1.12 1.04 1.15 1.29 2104 E Balboa Blvd, Newport Beach, CA HD134.1 July 2018 Factor of Limiting shear Safety strainylim n.a. 0.00 2.00 0.02 n.a. 0.00 n.a 0.00 n.a. 0.00 n.a 0.00 n.a 0.00 n.a 0.00 n.a. 0.00 0.41 0.12 0.94 0.04 2.00 0.00 2.00 0.01 1.50 0.03 2.00 0.01 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.01 2.00 0.02 0.88 0.04 0.59 0.06 0.64 0.05 0.60 0.05 0.57 0.06 0.74 0.04 0.83 0.04 1.41 0.02 1.63 0.02 PLATE B CPT-2 advanced to 48.82 ft. on 7/2/18 Page 3 PA2019-033 27.68 3.58 31.26 0.88 0.79 1.08 1.03 27.30 3.58 30.88 0.87 0.79 1.08 1.02 19.08 3.58 22.66 0.87 0.79 1.08 1.01 26.59 3.58 30.16 0.86 0.78 1.08 1.01 29.53 3.58 33.11 0.86 0.78 1.08 1.00 16.21 3.58 19.78 0.85 0.78 1.08 1.00 19.21 3.58 22.79 0.85 0.78 1.08 1.00 15.82 3.58 19.40 0.84 0.77 1.08 0.99 18.77 3.58 22.34 0.84 0.77 1.08 0.99 19.59 3.58 23.17 0.83 0.77 1.08 0.98 24.47 3.58 28.05 0.83 0.77 1.08 0.98 43.38 3.58 46.95 0.82 0.76 1.08 0.96 47.91 3.58 51.49 0.82 0.76 1.08 0.95 40.50 3.58 44.08 0.81 0.76 1.08 0.94 37.16 3.58 40.74 0.81 0.75 1.08 0.94 36.79 3.58 40.37 0.80 0.75 1.08 0.93 0.00 3.58 3.58 0.80 0.75 1.08 0.98 References: Id riss, J.M. a.nd 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. 0.58 0.64 0.55 0.60 0.24 0.27 0.50 0.54 0.77 0.84 0.20 0.22 0.25 0.26 0.20 0.21 0.24 0.26 0.25 0.27 0.39 0.41 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.08 ? Martin, G.R and Lew, M. Recommendations for lmplement.oa·on of DMG Special Publication 117 . University of Southern California Earthquake Center. March 1999. California Department o( Conservation, CGS. Special Publication 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in California . Rev 11 SepL 2008. consultants engineering geotechnical applications 2104 E Balboa Blvd, Newport Beach, CA HD134.1 July 2018 0.81 0.04 0.76 0.04 0.34 0.12 0.69 0.05 1.07 0.03 0.28 0.16 0.34 0.12 0.28 0.17 0.33 0.12 0.35 0.11 0.53 0.06 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.Dl 2.00 0.01 ? 0.50 PLATE B CPT-2 advanced to 48.82 ft. on 7/2/18 Page 4 PA2019-033 Parameter Fcr Maximum llHi (m) llLDli (m) shear strain ymax 0.00 0.00 0.30 0.00 -0.46 0.00 0.30 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.30 0.00 0.00 0.00 0.30 0.00 0.39 0.12 0.30 0.04 -0.16 0.04 0.30 0.01 -1.53 0.00 0.30 0.00 -0.86 0.00 0.30 0.00 -0.38 0.01 0.30 0.00 -0.79 0.00 0.30 0.00 -1.39 0.00 0.30 0.00 -1.44 0.00 0.30 0.00 -1.93 0.00 0.30 0.00 -1.95 0.00 0.30 0.00 -1.31 0.00 0.30 0.00 -0.64 0.00 0.30 0.00 -0.59 0.00 0.30 0.00 -0.19 0.04 0.30 0.01 0.01 0.06 0.30 0.02 -0.04 0.05 0.30 0.02 -0.01 0.05 0.30 0.02 0.02 0.06 0.30 0.02 -0.12 0.04 0.30 0.01 -0.18 0.04 0.30 0.01 -0.40 0.02 0.30 0.00 -0.45 0.01 0.30 0.00 engineer i ng geotechnical applications consultants Vertical llSi (m) llSi (ft) reconsol Strain EV 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 0.02 0.01 0.02 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 O.Ql 0.01 0.00 0.01 0.01 0.00 0.01 0.01 0.00 0.01 0.01 0.00 0.01 0.01 0.00 0.01 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 llSi (inches) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.25 0.09 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.14 0.13 0.14 0.15 0.10 0.09 0.03 0.02 2104 E Balboa Blvd, Newport Beach, CA HD134.l July 2018 PLATE B CPT-2 advanced to 48.82 ft. on 7/2/18 Page 5 PA2019-033 -0.17 0.04 0.30 0.01 O.Ql 0.00 -0.15 0.04 0.30 0.01 0.01 0.00 0.37 0.12 0.30 0.04 0.02 0.01 -0.10 0.05 0.30 0.01 0.01 0.00 -0.30 0.03 0.30 0.01 0.01 0.00 0.53 0.16 0.30 0.05 0.02 0.01 0.36 0.12 0.30 0.04 0.02 0.01 0.55 0.17 0.30 0.05 0.02 0.01 0.39 0.12 0.30 0.04 0.02 0.01 0.34 0.11 0.3 0 0,03 0.02 0.01 0.04 0.06 0.30 0.02 0.01 0.00 -1.34 0.00 0.30 0.00 0.00 0.00 -1.71 0.00 0.30 0.00 0.00 0.00 -1.12 0.00 0.30 0.00 0.00 0.00 -0.86 0.00 0.30 0.00 0.00 0.00 -0.83 0.00 0.30 0.00 0.00 0.00 0.95 0.00 0.30 0.00 0.00 0.00 Total Settlement: 0.001 References: Idri s s, I.M . and Boulanger, RW. Soi/ liquefaction During Earthquakes. Earthquake Engineering Research lnstirute. B September 2008. Llu. C. and Evett, J.B. Soils and Foundadons, 8th Edition. 4 August 2013. O.Ql 0.09 0.01 0.10 0.02 0.25 0.01 0.11 0.01 0.06 0.02 0.28 0.02 0.25 0.02 0.28 0.02 0.25 0.02 0.24 O.Ql 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.201 3.311 Martin , G.R and Lew, M. Recommendations for Implement.a don of DMG Special Publication 117 . University of Southern California E.lrthquake Center. March 199(3 , California Department of Conservation, CGS. Special Publication 117A: Guidelines for Evaluaa·ng and Mitigating Seismic Hazards in California . Rev 11 Sept. 200S. consultants engineering geotechnica/ applications 2104 E Balboa Blvd, Newport Beach, CA HD134.1 July 2018 PLATE B CPT-2 advanced to 48.82 ft . on 7/2/18 Page 6 PA2019-033