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Home My WebLink About20190111_Geotechnical Investigation_11-9-18consultants GEOTECHNICAL INVESTIGATION FOR PROPOSED SINGLE FAMILY DWELLING LOCATED AT 1713 EAST BAY AVENUE NEWPORT BEACH, CALIFORNIA Presented to: Mr. Boris Beljak 1713 East Bay Avenue Newport Beach, CA 92661 c/o: BRANDON ARCHITECTS Attn: Ryan McDaniel, AIA 151 Kalmus Drive, Ste. #G-1 Costa Mesa, CA 92626 Prepared by: EGA CONSULTANTS, Inc. 375-C Monte Vista Avenue Costa Mesa, California 92627 ph (949) 642-9309 fax (949) 642-1290 November 9, 2018 Project No. BA 155.1 engineering geotechnical applications 37 5-C Monte Vista Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 consultants Site : Proposed SFR -1713 East Bay Avenue Newport Beach , Cal iforn ia Executive Summary November 9, 2018 Project No. BA 155 .1 eng i neering geotechnicaJ applications Based on our geotechnical study of the site, our review of available reports and literature and our experience, it is our opinion that the proposed residential development is feasible from a geotechnical standpoint. There appear to be no significant geotechnical constraints on-site that cannot be mitigated by proper planning , design, and utilization of sound construction practices . The engineering properties of the soil and native materials , and surface drainage offer favorable conditions for site re-development. The following key elements are conclusions confirmed from this investigation: A review of available geologic records indicates that no active faults cross the subject property. The site is located in the seismically active Southern California area, and within 2 kilometers of the Type B Newport-Inglewood Fault. As such , the proposed development shall be designed in accordance with seismic considerations specified in the 2016 California Building Code (CBC) and the City of Newport Beach requirements. Foundation specifications herein include added provisions for potential liquefaction on-site per City policy CBC 1803.11-12. SUMMARY OF RECOMMENDATIONS Design Item Foundations : Footing Bearing Pressure : Passive Lateral Resistence : Perimeter Footing 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. 12 inches with thickened edges(+ 6 inches) with no. 5 bars @ 12" o .c . each way , top and bottom Non-Expansive Beach Sands Negligible min. 2Yz ft. overexcavation, with 2% ft. envelope. 111.5 pcf@ 11 .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 , S5 Mapped Spectral Response Acceleration at 1s Period, S 1 Short Period Site Coefficient at 0.2 Period, Fa Long Period Site Coefficient at 1 s Period, F v Adjusted Spectral Response Acceleration at 0.2s Period, SMs Adjusted Spectral Response Acceleration at 1 s Period, SM 1 Design Spectral Response Acceleration at 0.2s Period, Sos Design Spectral Response Acceleration at 1 s Period, s01 D 1.728 g 0 .636 g 1.00 1.50 1.728 g 0 .954 g 1.152 g 0.636 g PGAm= 0.718 g 375-C Monte Vista Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 consultants engineering geotechnical applications November 9, 2018 Project No. BA 155.1 Mr. Boris Beljak 1713 Bay Avenue E. Newport Beach, CA 92661 Subject: GEOTECHNICAL INVESTIGATION FOR PROPOSED SINGLE FAMILY DWELLING LOCATED AT 1713 BAY AVENUE E. (Balboa Peninsular) NEWPORT BEACH, CALIFORNIA Dear Boris, In accordance with your request and with the 2016 CBC, we have completed our Geotechnical Investigation of the above referenced site. This investigation was performed to determine the site soil conditions and to provide geotechnical parameters for the proposed re-grading and construction at the subject site. It is our understanding that the proposed re-development shall include the demolition of the existing residence and the construction of a new residential dwelling with associated improvements. This report presents the results of the investigation (including Liquefaction Computations) along with grading and foundation recommendations pertaining to the development of the proposed residence. This opportunity to be of service is appreciated. If you have any questions, please call . Very truly yours, DAVID A. WORTHINGTON CEG 2124 PAUL D Copies : (5) Addressee 375-C Monte Vista Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 GEOTECHNICAL INVESTIGATION November 9, 2018 Project No. BA155.1 FOR PROPOSED SINGLE FAMILY DWELLING LOCATED AT INTRODUCTION 1713 EAST BAY AVENUE 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 1713 East Bay Avenue, 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 to a total depth of 10 feet below existing grade (b .g.); • Continuous Cone Penetration Test (CPT) soundings to a depth of 50% 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); • Seismic and Liquefaction analysis and settlement computations (in accordance with California Geological Survey, SP 117A); 2 • Preparation of this report presenting our findings, conclusions, and recommendations. GENERAL SITE CONDITIONS The subject property is an approximate 30 ft. by 110 to 113 ft . semi-rectangular shaped corner lot located at 1713 East Bay Avenue 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 "J" Street to the east, by an alley to the south, by East Bay Avenue to the north, and by similar single family dwellings to the west. East Bay Avenue is an abandoned, "paper" street (See Figure 2, Plot Plan, herein). The site is a bayfront property located near the eastern tip of the Balboa Peninsular. The Pacific Ocean shoreline is located approximately 1,500 feet to the southwest of the subject site. The lot is legally described as Lot 7, Block 26 of the East Side Addition to the Balboa Tract, M.M 4/20, (APN: 048-232-25). 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. The residence is supported on continuous perimeter footings with slab-on -grade floors. An attached garage is located on the south end of the lot , accessed by a driveway from "J" Street. The rear of the property is occupied by a private dock, sea wall, and bulkhead. The current site layout is depicted in Figure 2, Plot Plan . PROPOSED RESIDENTIAL RE-DEVELOPMENT Based on the preliminary site plan by Brandon Architects, the proposed residential re- development shall include the demolition of the existing structures , and the construction of a new three-story, single family dwelling with an attached two-car garage . No basement or retaining walls are planned. The proposed residence shall consist of 3,226 sq . ft. of total living space and 517 sq. ft. garage, for a total of 3,743 sq. ft .. We assume that the proposed building will consist of wood-frame and masonry block construction or building materials of similar type and load. The building foundations will consist of a combination of isolated and continuous spread footings. Loads on the footings are unknown, but are expected to be less than 2,250 and 1,750 pounds per square foot on the isolated and continuous footings , respectively. If actual loads exceed these assumed values , we should be contacted to evaluate whether revisions of this report are necessary. It is our understanding that the grade of the site is not Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No . BAISS .I November 9, 2018 3 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 9 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 10 feet below grade (b.g.) and one CPT probe (CPT-1) to a depth of 50% ft. b.g. (continuous soil profile). Prior to drilling, the underground detection and markup service (Underground Service Alert of Southern California) was ordered and completed under DigAlert Confirmation No. A 182780840-00A. 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: * Dry Density and Moisture Content (ASTM: D2216) * Wet Density (Submerged) (ASTM: D2216) Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No BAI55.1 November 9, 2018 4 * Maximum Dry Density and Optimum Moisture Content (ASTM: D1557) * * * Direct Shear (ASTM D3080) Sulfate Content (CA 417, ACI 318-14) Soil Classification (ASTM D2487) 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 6 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 1,500 feet southwest of the bayfront site located near the eastern end of the Balboa Peninsular (see Figure 1, Site Location Map herein). Depths to groundwater are influenced by tidal fluctuations. A tidal chart during the week of October 5, 2018 is presented as Figure 4, herein. Geologic 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. Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No . BA 15 S .1 November 9, 2018 5 Based on available geologic maps the site is underlain by a thin mantle of eolian (Qe)/hydraulic sands and/or engineered fill. The shallow soil layer is underlain by Quaternary-age old paralic deposits (Qop) which are described as medium dense to very dense, oxidized, fine to medium grained, moderately to well-cemented sand and silty sand (see reference No. 2). The old paralic deposits are underlain by massive bedrock of the Monterey Formation (Tm). Roadside exposures of massive bedrock of the Monterey Formation (Tm) are visible on the inland side of side of Pacific Coast Highway less than 1 Yi 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 probe advanced on October 26, 2018, bedrock of the Monterey Formation (Tm) was likely encountered approximately 34 feet below grade. Faulti ng A review of available geologic records indicates that no active faults cross the subject property (reference No. 2). Seismicity The seismic hazards most likely to impact the subject site is ground shaking following a large earthquake on the Newport-Inglewood (onshore), Palos Verdes (offshore), Whittier-Elsinore, or Cucamonga. The fault distances, probable magnitudes, and horizontal accelerations are listed as follows: FAULT DISTANCE FROM (Seismic SUBJECT SITE Source Type) (KIiometers} Newport-2 kilometers southwest Inglewood (B) Palos Verdes 16 kilometers (B) southwest Chino-Cental 40 kilometers northeast Avenue (B) Elsinore (B) 37 kilometers northeast Cucamonga 50 kilometers north- (A) northeast Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No . BAI 55 .1 November 9, 2018 MAXIMUM CREDIBLE MAXIMUM EARTHQUAKE HORIZONTAL MAGNITUDE ROCK ACCELERATION 7 .2 0.69 g's 7.1 0.38 g's 6.7 0 .14 g's 6 .8 0 .16 g's 7.0 0.14 g's 6 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 : 2016 CBC Se ismic Design Parameters SITE ADDRESS 1713 E 8 A N 8 I CA ast ay venue , ewport eac1 , Site Latitude (Decimal Degrees) Site Longitude(Decimal Degrees) Site Class Definition Mapped Spectral Response Acceleration at 0.2s Period, S5 Mapped Spectral Response Acceleration at Is Period, S 1 Short Period Site Coeffi c ient at 0.2 Period , Fa Long Period Site Coefficient at ls Period, Fv Adjusted Spectral Response Acceleration at 0 .2s Period, SMs Adjusted Spectral Response Acceleration at Is Period, SM 1 Design Spectral Response Acceleration at 0.2s Period , S05 Design Spectral Response Acceleration at Is Period S01 Proposed Residence/1713 East Bay Avenue Soils Rep ort -Beljak Residence Projec t No. BAI 55 .1 Nov emb er 9, 2018 7 33 .59962 -117 .88777 D 1.728 g 0.636 g 1.00 1.50 1.728 g 0.954 g 1.152 g 0.636 g In accordance with the USGS Design Maps, and assuming Site Class "D", the mean peak ground acceleration (PGAm) per USGS is 0.718 g. The stated PGAm is based on a 2% probability of exceedance in a 50 year span (see copies of the USGS Design Maps Detailed Report, Appendix D, herein). Other 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 grayish brown, dry to damp, loose to medium dense, fine to medium sand with trace shell fragments with trace organics and gravels (less than %-inch sub-rounded gravels). The expansion potential of the fill soils was judged to be very low (E.I. = 0) when exposed to an increase in moisture content. Hyd raulic-Native Sands (Qe), Paralic Deposits (Qop) and Bedrock (Tm) Underlying the fill materials are hydraulic and native sands as encountered in each of the test borings (B-1, B-2, and CPT-1). The native sands consist generally of light brown and gray, moist to saturated, medium dense to dense, non-cemented, fine-to medium-grained silty 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 (50% ft b.g.). Based on the geologic map (Figure 3) correlation with the on-site CPT probe advanced on October 26, 2018, bedrock of the Monterey Formation (Tm) was likely encountered approximately 34 feet below grade. Based on the laboratory results dated November 1, 2018, the site maximum dry density is 111.5 pct at an optimum moisture content of 11.0 % (per ASTM D 1557). The complete laboratory reports are presented in Appendix B, herein. Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No . BAl55.I November 9, 2018 8 LIQUEFACTION ANALYSIS (Per SP1 _17A) 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, and three (3.0) inches for soil depths of ten to fifty feet. In the event settlement values exceed these threshold values, then additional analysis and/or additional mitigation is required. The CPT testing was performed in accordance with the "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils," (ASTM D5778-12, 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 10-feet deep 4 " diameter hand-auger borings, and a 50+ feet deep 1.7" diameter CPT probe advanced on October 26, 2018. The 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 Boring CPT-1, 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; and in the upper 50 feet is less than 2.0 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: Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No. BAl55 I November 9, 2018 9 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 building slab 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 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. Remedial grading reduces the calculated seismic settlement to less than 1.0 inch in the upper 10 feet (see Appendix E, page 5 of Plate A, herein). Othe r Geo logic Hazards Other geologic hazards such as landsliding, or expansive soils, do not appear to be evident at the subject site. CONCLUSIONS Based on our geotechnical study of the site, our review of available reports and literature and our experience, it is our opinion that the proposed improvements at the site are feasible from a geotechnical standpoint. There appear to be no significant geotechnical constraints on-site that cannot be mitigated by proper planning, design, and utilization of sound construction practices. The engineering properties of the soil and native materials, and the surface drainage offer favorable conditions for site re- development. RECOMMENDATIONS The following sections discuss the principle geotechnical concerns which should be considered for proper site re-development. Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No. BA 15 5.1 November 9, 2018 10 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. S ite P re p ara t ion Prior to earthwork or construction operations, the site should be cleared of surface structures and subsurface obstructions and stripped of any vegetation in the areas proposed for development. Removed vegetation and debris should then be disposed of off-site. A minimum of 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 . Soil Cement Due to in situ dry, cohesionless soils, we recommend approximately three (3) pallets (35 bags dry mix, each weighing 94 pounds and approximately 1.33 cubic yards) of Portland cement be blended into the newly-placed fill. The first application of the Portland Cement shall be placed on the bottom of the scarified over-excavation(s). This option may be eliminated or reduced if suitable import fills are trucked-in. Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No. BA155 _l November 9, 2018 11 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 encountered, be stockpiled and removed from the site. Trench Backfill The on-site soils may be used as trench backfill provided they are screened of rock sizes over 4 inches in dimension and organic matter. Trench backfill should be compacted in uniform lifts (not exceeding 6 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM: D 1557). GEOTECHNICAL PARAMETERS The following Geotechnical parameters may used in the design of the proposed structure (also, see "Liquefaction Analysis" section, above): 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). Footing widths shall me an minimum 15 inches and 18 inches for interior cross beams and perimeter footings respectively. As stated above, additionally, to further reduce the effects of the thin zones of potentially liquefiable soils, the building slab shall include 15" wide by 24" deep Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No. BA155 .l November 9, 2018 12 interior grade beams to be reinforced with two No. 5 rebars (two at the top and two at the bottom). The cross beam locations shall be determined by the structural engineer. 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 (Optional) Due to anticipated high tide waters and cohesionless sands during construction, a mat slab foundation system is a recommended option. 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. 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 . 12 inches with thickened edges(+ 6 inches) no . 5 bars@ 12" o.c. each way, top and bottom 0.30 ks = 100 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. Reinforcement requirements may be increased if recommended by the project structural engineer. In no case should they be decreased from the previous recommendations. Interior Slabs-on -grade -conventional Concrete slabs cast against properly compacted fill materials shall be a minimum of 5 inches thick (actual) and reinforced with No. 4 rebar at 18 inches on center in both directions. The slabs shall be doweled into the footings using Proposed Residence/1713 East Bay Avenue Soils Re port -Beljak Residence Project No. BAl55 .l November 9 , 2018 13 No. 4 bars at 24 inches on center. The reinforcement shall be supported on chairs to insure positioning of the reinforcement at mid-center in the slab. Interior slabs shall be underlain by 2 inches of clean sand over a min. 15 mil thick, puncture-resistant plastic sheeting (e.g. "Stego Wrap"), with all laps sealed, over 4 inches of% -inch gravel (see "Capillary Break" specifications, below). Some slab cracking due to shrinkage should be anticipated. The potential for the slab cracking may be reduced by careful control of water/cement ratios . The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if crack-sensitive flooring is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations . Capillary Break Below Interior Slabs In accordance with the 2016 California Green Building Standards Code Section 4.505.2.1, we provide the following building specification for the subject site (living area and garages slabs): Concrete building slabs shall be directly underlain by a min. 2 inches of clean/washed sand, underlain by a min.15 mil-thick moisture barrier (e.g. "Stego Wrap"), with all laps sealed, underlain by 4 inches of% -inch gravel. We do not advise placing sand directly on the gravel layer as this would reverse the effects of vapor retardation (due to siltation of fines). The above specification meets or exceeds the Section 4.505 .2.1 requirement. Cement Type for Concrete in Contact with On -Site Earth Materials Concrete mix design should be based on sulfate testing with Section 1904.2 of the 2016 CBC. Preliminary laboratory testing indicates the site soils possess negligible sulfate exposure. In the event import soils are used, the soils shall be tested for sulfate content and the associated recommendation shall be implemented as follows: Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No. BAl55.I November 9, 20 I 8 14 ACI 318 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-Minimum fc' , 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 s; S04 < 0.10 0 s 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 ~ S04 < 2 .00 1500 <so.< 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 3,000 psi be used for concrete in contact with on-site earth materials. Settlement Utilizing the design recommendations presented herein, we anticipate that the majority of any post-grading settlement will occur during construction activities . We estimate that the total settlement for the proposed structure will be on the order of 1 inch. Differential settlement is not expected to exceed 1 inch in 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. Exterior Slabs-on-g rade (Hardscape) Concrete slabs cast against properly compacted fill materials shall be a minimum of 4 inches thick (actual) and reinforced with No. 3 rebar at 18 inches on center in both directions. The reinforcement shall be supported on chairs to insure positioning of the reinforcement at mid-center in the slab. Control joints should be provided at a maximum spacing of 8 feet on center in two directions for slabs and at 6 feet on center for sidewalks. Control joints are intended to direct cracking. Proposed Residence/ 1713 East Bay Avenue Soils Report -Beljak Residence Project No. 8Al55 .I November 9.20 18 15 Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement. Some slab cracking due to shrinkage should be anticipated. The potential for the slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. Surface Drainage Surface drainage shall be controlled at all times. Positive surface drainage should be provided to direct surface water away from structures and toward the street or suitable drainage facilities . Ponding of water should be avoided adjacent to the structures. Recommended minimum gradient is 2 percent for unpaved areas and one percent for concrete/paved areas. Roof gutter discharge should be directed away from the building areas through solid PVC pipes to suitable discharge points. Area drains should be provided for planter areas and drainage shall be directed away from the top of slopes . Review of Plans The specifications and parameters outlined in this report shall be considered minimum requirements and incorporated into the Grading and Foundation Plans. This office should review the Grading and Foundation Plans when available. PRE-CONSTRUCTION MEETING It is recommended that no clearing of the site or any grading operation be performed without the presence of a representative of this office. An on site pre-grading meeting should be arranged between the soils engineer and the grading contractor prior to any construction. GEOTECHNICAL OBSERVATION ANO TESTING DURING CONSTRUCTION We recommend that a qualified geotechnical consultant be retained to provide geotechnical engineering services, including geotechnical observation/testing, during the construction phase of the project. This is to verify the compliance with the design, specifications and or recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated. Geotechnical observations/testing should be performed at the following stages: • During ANY grading operations, including excavation, removal, filling , compaction, and backfilling, etc. • After excavations for footings (or thickened edges) and/or grade beams verify the adequacy of underlying materials. • After pre-soaking of new slab sub-grade earth materials and placement of capillary break, plastic membrane, prior to pouring concrete. • During backfill of drainage and utility line trenches, to verify proper compaction. Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No. BAI 55 .1 November 9.2018 16 • When/if any unusual geotechnical conditions are encountered . • Prior to slab pours to ensure proper subgrade compaction and moisture barriers . Please schedule an inspection with the geotechnical consultant prior to the pouring of ALL interior and exterior slabs. LIMIT A TIO NS 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, Inc. We recommend that all foundation excavations and grading operations be observed by a representative of this firm to ensure that construction is performed in accordance with the specifications outlined in this report. We do not direct the contractor's operations, and we cannot be responsible for the safety of others. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe . Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No . BAISS .I November 9, 2018 17 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 197 4. 4. Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," prepared by California Department of Conservation Division of Mines and Geology, published by International Conference of Building Officials, dated February, 1998. 5. "Guide for Concrete Floor and Slab Construction," by American Concrete Institute, ACI 302.1 R- 04, dated 2004 . 6. "California Building Code, California Code of Regulations, Title 24 , Part 2 ," by California Building Standards Commission, 2016. 7. "Seismic Hazard Zone Report for the Newport Beach 7.5-Minute Quadrangles , Orange County, California," by the California Department of Conservation, 1997. 8. "2015 International Building Code ," by the International Code Council, dated June 5, 2014. 9. "Geologic Map of California, Santa Ana Sheet," Compilation by Thomas H. Rogers, 1965, fifth printing 1985 . 10 . "Coastal Hazard and Sea Level Rise Discussion for New Residence, 1713 Bay Avenue East, Newport Beach, Orange County, California," by GeoSoils, Inc., dated October 12, 2018. Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residence Project No . BA 15 5.1 November 9, 2018 18 BA.LBOA BA.L80A YACHT CLUB PAVILION SANTA C4.[t,t.JHA . . ,--------------------NE11//!l(}fff-I'-.:.-HARBOR MASTER ' ---.......... COAST GI/ARO .................. -... ..... 1 PLAZA DEL NORTE C.,..lR __ ____,"""', 2 PLAZA DEL SUR 3 SERRANO AV 4 GRANADA AV PACIFIC OCEAN OBTAINED FROM "THE THOMAS GUIDE" THOMAS BROS . MAPS, ORANGE COUNTY RAND MCNALLY & COMPANY, DATED 2008 SITE EGA SITE LOCATION MAP Consultants 1713 EAST BAY AVENUE fJAYS/Of OIi/VE BEACH JETTY VIEW PARK \ \ \ \ \ \ \ \ ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' I Project No: BAlSS .1 Date : NOV 2018 engineeringgeoteclmical applications NEWPORT BEACH, CALIFORNIA Figure No: 1 COR, s NEWPORT BAY SEAWALL/BULKHEAD-30' EAST BAY AVENUE =r ===-====-=;.=;~~:::;;;;.;=--.=,,=~!PAPER STREET) I References : - - w -u z w 0 -V) w 0:: -f-z w u <( -, 0 <( - - Ml rl rl I _J 0.: B-1 L. .... PROPOSED RESIDENCE l B-2 -0--- 30' ALLEY ADJACENT RESIDENCE l _j 0.: CPT-1 ~ lo rl I rl ~ Lu I..L,J f:: V) ~ LEGEND ~ GEOTECHNICAL BORING BY EGA CONSULTANTS -~ CONE PENETRATION TEST BY EGA CONSULTANTS "First Floor Plan, 1713 Bay Avenue East , Newport Beach, CA 92661," by Brandon Architects, undated . "Topographic Map, 1713 E. Bay Avenue, Newport Beach, CA 92661," by Apex Land Surveying, Inc ., dated 7/9/2018 . EGA Consultants engineering geotechnica l applications PLOT PLAN 1713 EAST BAY AVENUE NEWPORT BEACH, CALIFORNIA Project No : Date: Figure No : BAlSS.l NOV 2018 2 • I • • • • • • • • • • ... Eolian deposits (late Holocene)-Active or recently active sand dune deposits; unconsolidated. Marine deposits (late Holocene)-Active or recently active beach deposits; sand, unconsolidated . l\.}a~~;.\)I Estuarine deposits (late Holocene)-Sand, silt, and clay; _,i .. , •. ;, .. · .. ,,.r.~,,._ unconsolidated, contains variable amounts of organic matter. .-0-0-p-4-.I Old paralic deposits, Unit 4 (late to middle Pleistocene)- ---~-Silt, sand and cobbles resting on 34-37 m Stuart Mesa terrace . Age about 200,000-300,000 years. I Old paralic deposits, Unit 3 (late to middle Pleistocene)- Qop3 . Silt, sand and cobbles resting on 45-46 m Guy Fleming terrace . Age about 320,000-340,000 years . Qomfa ·1 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: C1GP1 I Old paralic deposits, Unit 1 (late to middle ----Pleistocene)-Silt, sand and cobbles resting on 61-63 m Golf Course terrace . Age about 450,000 years . Qop 3-6 I Old paralic deposits, Units 3-6, undivided (late to middle ---~-Pleistocene)-Silt, sand and cobbles on 45-55 m terraces . Qopf 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 1713 EAST BAY AVENUE NEWPORT BEACH, CALIFORNIA Project No : BA155.1 Date : NOV 2018 Figure No: 3 Balboa Pier, Newport Beach, California Tide Chart Requested time: 2018-10-05 Fri 12:00 AM PDT 10-05 Fri 1:13 AM PDT 10-05 Fri 7:37 AM PDT Balboa Pier, Newport Beach, California 10-05 Fri 10-05 Fri 10-06 Sat 10-06 Sat 1:17 PM PDT 7:06 PM PDT 1:55 AM PDT 8:09 AM PDT 10-06 Sat 2;05 PM PDT 10-06 Sat 7;57 PM PDT ?ft-------------------------------------~ 6ft~------------------------------------~ 5ft~-------------~ 4ft----- 3ft----- ft ---~ 2 3 4 15 6 I I I I I Balboa Pier, Newport Beach, California 33.6000° N, 117 .9000° W 2018-10-05 Fri 1:13 AM PDT -0 .2 feet Low Tide 2018-10-05 Fri 6:48 AM PDT Sunrise 2018-10-05 Fri 7:37 AM PDT 4.7 feet High Tide 2018-10-05 Fri 1:17 PM PDT 1.6 feet Low Tide 2018-10-05 Fri 6:30 PM PDT Sunset 2018-10-05 Fri 7:06 PM PDT 5.6 feet High Tide 2018-10-06 Sat 1:55 AM PDT -0.3 feet Low Tide 2018-10-06 Sat 6:49 AM PDT Sunrise 2018-10-06 Sat 8:09 AM PDT 5.1 feet High Tide 2018-10-06 Sat 2:05 PM PDT 1.0 feet Low Tide 2018 -10-06 Sat 6 :29 PM PDT Sunset 2018-10-06 Sat 7:57 PM PDT 5.8 feet High Tide 2018-10-07 Sun 2:33 AM PDT -0.3 feet Low Tide 2018 -10-07 Sun 6:50 AM PDT Sunrise 2018-10-07 Sun 8:42 AM PDT 5.5 feet High Tide 2018-10-07 Sun 2:49 PM PDT 0.5 feet Low Tide 2018-10-07 Sun 6:27 PM PDT Sunset 2018-10-07 Sun 8:44 PM PDT 5.7 feet High Tide 2018-10-08 Mon 3:09 AM PDT -0.1 feet Low Tide 2018-10-08 Mon 6:51 AM PDT Sunrise 2018-10-08 Mon 9:13 AM PDT 5.7 feet High Tide 2018 -10-08 Mon 3:32 PM PDT 0 .2 feet Low Tide 2018-10-08 Mon 6:26 PM PDT Sunset 2018-10-08 Mon 8 :47 PM PDT New Moon 2018 -10-08 Mon 9:30 PM PDT 5.5 feet High Tide 2018-10-09 Tue 3 :43 AM PDT 0.3 feet Low Tide 6 7 .I I ~' ftw!ID, ~hlpway brldp), Oalllom l11 Hlu,mpnSe~ Cottl\Mc,'\ ',, ]rvU11!1• N~vport O~· Entranc:•. Coron;, d.l Mi r\ c.lifwfllil ••• 1)11:boit!i•r. Nwwport 6-:h, Cllllforn 11 [ ... ' ,, EGA Consultants TIDE CHART Project No: BAlSS.1 engineering geotechnical applications 1713 EAST BAY AVENUE NEWPORT BEACH, CALIFORNIA Date : NOV 2018 Figure No : 4 APPENDIX A GEOLOGIC LOGS and CPT Data Report by Kehoe Drilling & Testing (B-1, B-2, and CPT-1) UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D-2457 UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE-GRAINED SOILS (more lhan 50% of material is larger than No. 200 sieve size ) GRAVELS More than 50% or coarse fraction larger lhan No . 4 sieve s ize Clean Gravels (Less than 5% Ones) ,-~,i ,._.;~ GW Well-graded gravels. gravel-sand ~-~~ mixtures. little or no fines GP GC Poorly-graded gravels, gravel-sand mixtures . little or no fines Clayey gravels . gravel-sand-clay mixtures Clean Sands Le ss than 5% fines (::~: SW Well-graded sands. gravelly sands, (/ little or no fines SP Poorly graded sands, gravelly sands, liltle o r no fines SANDS 50% or rnore or coarse fraction smalle, lhan No 4 sieve size -, SM Silty sands, sand-silt mixtures SC Cl,1yey sands, sand-clay mixtures FINE-GRAINED SOILS (50% or more of material is smaller than No. 200 sieve size.) t Inorganic sills and very fine sands, rock 1 SILTS ML flour, silly of clayey fine sands or clayey AND silts with slight plasticity J CLAYS I Inorganic clays or low to medium Liqu id limit CL plasticity, gravelly c lays, sandy clays, I less than silty clays, lean clays 50% ------I OL Organic silts and organic silty clays of low plasticity I Inorganic sills, micaceous or MH dialornaceous nne sandy or silty soils, SILTS elastic silts AND CLAYS CH Inorganic clays of high plasticity, fal I Liquid limit clays 50°Ai ~~ -or greater -;.1 OH Organic clays of rnadiurn to high plasticity, organic sills I HIGHLY Peat and other highly o rganic soils I ORGANIC PT SOILS RELATIVE DENSITY Cohesionless Blows/ft* Blows/ft** Sands and Slits Very loose 0-4 0-30 Loose 4-10 30-60 Medium dense 10-30 80-200 Dense 30-50 200-400 Very d e nse Ove r 50 Over400 LABORATORY CLASSIFICATION CRITERIA GW GP Nol meeting all gradation requirements ror GW GM GC SW SP SM SC Atterberg limits below "A'' line or P.I . less than 4 Alterberg limits above "A" line with P.1. greater than 7 Above "A" line with P.I. between 4 and 7 are borderline cases requiring use of dual symbols D50 D30 Cu = --·-greater th an 4: Cc = ----between 1 and 3 0 ,o 0 ,o •0 ao Not meeting all g radatio n requirements for GW Atterberg limits below "A" line or P.1. less than 4 Allerberg limits above "A" line with P.1 . greater than 7 Limits plotting in shaded zone with P.I. between 4 and 7 are borderline cases requ iring use of dual symbols. Determine percentages of sand and gravel from grain·size curve. Depending on percentage of fines (fra ction smaller than No. 200 sieve size), co~rse-grained soils are classified as follows: Less than 5 percent , ...•.... , ......•...... , , , . , ........ GW. GP, SW. SP More than 12 percent ................................. GM, GC, SM . SC 5 to 12 percent ...•.. , .... , .... , .. Borderline cases requiring dual symbols PLASTICITY CHART 60 / l 50 V [ CH ./ >< 40 I~' ALIN E. w C Pl ~ 0 73(LL-20) ~ 30 ,,/ MH&OH ~ CL Q 2 0 V I-./ V) s 10 L•ML ./ ML&,OL D. 00 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL)(%) CONSISTENCY Cohesive Soils Blows/ft * Blows/ft** V e ry soft 0-4 0-4 Soft 2-4 4 -11 Firm 4-8 11-50 Stiff 8 -16 50-110 Very stiff 16-32 110-220 Ha r d Over 32 Over 2 20 * Blows/foot for a 140-pou n d hammer falling 30 inches to drive a 2-inch 0 .D ., 1-3/8 inch I.D . Split Spoon sampler (Standard Pen e tra tion Test). ** Blows/foot for a 36-pound hammer fa lling 24 inches to drive a 3 .25 0 .D ., 2 .411.D . Sampler (Hand Sampling). Blow count convergence to standard pen e tration test was done in a ccordance with Fig , 1.24 of Foundation Engineering Handbook by H .Y. Fang, Von Nostrand Reinhold, 1991. LOG OF EXP LORA TORY BORING Sheet 1 of 1 Job Number: BA155 .1 Boring No: B-1 Project: 1713 East Bay Avenue, Newport Beach, CA Boring Location: See Figure 2 Beljak Residence Date Started: 10/5/2018 Rig: Mob. 4" augers Date Completed : 10/5/2018 Grnd Elev. +/-9 ft. NAVD88 Sample :,I, 'ti Direct Type 0 X c.. Shear Q) c 'ti Q) Ji (/) .ThinWall ~2.S"Ring c.. 'O I- Q) Q) Q) Ji £ 1/) (/) u... c.. 'O Tu be Sample c C: 't; w >, Q) 0 C: Q) I-.s I--e u 1/) 0 Cl 0 0. ,>,! C: -e-Cl'. .c ::, IZJ Bulk [I] Standard Split static Water Q) "iii a. ·5 1ii :5 ¥ ~ Cl C: E u w Q) (/) '6 ell Sample Spoon Sample Table ::, ca ::, I 1ii ~ c.. E I-Cl C: ~ :::J 'i5 Cl x 0 :i; ca ~r,11 n i::~rc 1PTIO N :i; I FILL: Grayish brown, silty fine to medium sand, trace Opt% 1 SM shell frags, gravels, loose to medium dense, dry. 3 .1 97 .2 111.5 31 75 11 .0% >< I At 2 ft .: Becomes medium dense, silty fine to Sulf medium sand with shell fragments, moist. 44 ppm SM z At 4 ft : Same, moist, more dense. 11 .2 5 - SM ~ z At 6 ft .: Medium dense to dense, very moist to wet 26 .3 silty fine to medium sand with shells . At 6 .5 ft .: Groundwater encountered . At 8 ft.: Dense, saturated, silty fine to medium sand . 10 Total Depth: 10 ft . (cased 6 to 10 ft.) Groundwater at 6 .5 feet. No Caving. Backfilled and Compacted 10/5/2018. 15 - 20 - 25 - 30 - 35 - 40 I I Figure EGA Consultants A-1 LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: BA155.1 Boring No: B-2 Project: 1713 East Bay Avenue, Newport Beach, CA Boring Location: See Figure 2 Beljak Residence Date Started: 10/5/2018 Rig: Mob. 4" augers Date Completed: 10/5/2018 Grnd Elev. +/-9 ft. NAVD88 Sample :,R 'ti Direct Type Q X a. Shear ci> 'E 't3 Q) .~ (/) .Thin Wall ~2.S"Ring a. 'O I- Q) Q) ~ ~ E VI (/) LL a. 'O Tube Sample C .,_ UJ ~ Q) 0 C Q) VI I-E ,e VI 0 a. u C 0 0 .c ::, ,,c, 12] Bulk DJ Standard S plit Static Water Q) ·;;; ,e. a:: a. ·o ti :i ~ ~ 0 C E u UJ Q) (/) '6 co Sample Sp oon Sampl e Talole ::, "' ::, I ti ~ a. E I-0 C ~ :::J ·a 0 ·x 0 ~ "' ~n 11 m :s r,Rr PTr nr-.1 ~ J FILL: Grayish brown, silty fine to medium sand, trace Opt % 1 SM shell frags and pebbles, loose to medium dense, dry . 5.3 101.0 111 .5 31 75 11 .0% 2: I At 2 ft .: Becomes medium dense, silty fine to Sulf -medium sand with shell fragments, moist. 44 ppm SM z At 4 ft.: Same, moist to very moist. 20.6 5 - SM [\/ / At 6 ft .: Medium dense to dense, saturated 30 .2 -silty fine to medium sand with trace shell fragments; encountered groundwater. At 8 ft .: Dense, saturated, silty fine to medium sand. 10 Total Depth: 10 ft. (well casing 6 to 10 ft) Groundwater at 6 .0 feet. No Caving (boring cased). Backfilled and Compacted 10/5/2018. 15 - 20 - 25 - 30 - -35 - 40 I EGA Consultants ~ F~~~· I Kehoe Testing and Engineering 714-901-7270 steve@kehoetesting.com www .kehoetesting.com Project: EGA Consultants Location: 1713 E. Bay Avenue, Newport Beach, CA Cone resistance qt •1 I : l 2 · ............... ..1. .... -, .. ,, ,_.... .. ..... _ .... _ · · · -· ... _ ..... J... i J •l .2 2 """ ~.:1 .c 1l_E QI Cl 2; --.. : _,, .... _ .. ,. ... ! ··-·--· I ......... ~ ..... ,_ .. , ... + .. ·-" ·- I . ~ r }-.. --, .. -r-., __ ; ' i i ·1--~ J, .... _ ............. i ................... . ! ...... -.)- ~ . : .:? ..5. -···---·~···._.. ,-, .. ··-1· .. , ................... i~ . ·--··-··...:-... ·-····· .r ................. , ... -·-----1---·--··--i..--~--~ '1··1 1 5 -·-·-·--j-··-...... I .......... + ... -.... -··t·" ! i ,., .... Hu r·••-n ,._ ••••-'• ,,,_, •·• ••••, ~ ~ l ·~= ,::, ;::: Tip resistance (tsf) SI e eve friction 11 I ' ! . ,_ .... ) .......... 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I • i : ! , • r ! · l;: •!i 1 ,: I 5 Pressure (psi) CPeT-IT v .2.1.1.15 -CPTU data presentation & interpretation software -Report created on: 10/30/2018, 7:48 :32 AM Project file : C:\CPT Project Data 2018\EGA-Newport Beach10·18\Site2\EGA·NewportBeach2 .cpt Friction ratio ·1 I : 0 2 5 2 ·1 ~-~. Rf(%) s J : I 2 J •1 J 5 Ji, ··1 : 1: H CPT-1 Total depth: 50.74 ft, Date: 10/26/2018 Cone Type: Vertek Soil Behaviour Type Cl <! : i _!_ __ I ..."!"' -r·:- j I : • I . "T" T I--·!-- t t.--··---. _J __ I i i I : -..... t ....... -t· -i- +--!--.--!-··" ... ) ..... :-.... ; ...... i.. 1 .• '.'!:··· ... . ""-Sonil '• ;, ( .. l s.ni1 t ,;r,-,...~ .... ........ ""r''" .t ... ·- --:--·1-·- : t ...... T ..... i... ·- ~: -\------ -1 5 1:,J2111$1~ S BT (Robertson, 2010) 1 , "7/ ~ E. eA-Y A,1/c.., rJ ~ I CA- In situ data No Depth (ft} qc (tsf} fs (tsf} SBTn Ksbt (ft/s} CV (ft2/s} SPTN60 Constrained (blows/feet} Mod. (tsf} 1 0 0.18 1.44 0 O.OOE+OO O.OOE+OO 0 82.83 2 1 172.64 1.02 6 1.59E-03 5.53E+Ol 22 1084.46 3 2 210.48 0.89 7 5.04E-03 1.95E+02 28 1211.62 4 3 144.46 0.66 7 3.77E-03 1.32E+02 24 1096.86 5 4 98.47 0.43 7 3.lOE-03 9.60E+Ol 21 967.03 6 5 143.25 0.31 7 3.40E-03 9.74E+Ol 20 894.22 7 6 121.65 0.26 7 5.03E-03 1.45E+02 21 899.92 8 7 127.76 0.22 7 4.71E-03 1.45E+02 22 960.55 9 8 164.85 0.42 7 4.62E-03 1.68E+02 26 1135.51 10 9 195.27 0.71 7 4.29E-03 2.03E+02 33 1475.58 11 10 265.17 1.29 7 3.77E-03 2.01E+02 37 1659.9 12 11 226.96 1.06 7 3.74E-03 2.01E+02 37 1676.38 13 12 201.11 0.67 7 3.78E-03 1.81E+02 33 1491.39 14 13 190.31 0.52 7 4.04E-03 1.74E+02 30 1347.9 15 14 174.49 0.49 7 3.81E-03 1.60E+02 29 1309.95 16 15 179.81 0.51 7 3.llE-03 1.32E+02 29 1322.84 17 16 176.02 0.58 6 2.33E-03 9.76E+Ol 28 1309.29 18 17 142.55 0.49 6 1.60E-03 6.51E+Ol 26 1269.34 19 18 133.44 0.45 6 1.02E-03 3.98E+Ol 24 1219.13 20 19 124.63 0.51 6 8.24E-04 3.17E+Ol 24 1200.02 21 20 121.7 0.44 6 6.69E-04 2.56E+Ol 23 1195.43 22 21 118.32 0.45 6 5.lOE-04 1.84E+Ol 21 1127.67 23 22 88.03 0.33 6 4.25E-04 1.48E+Ol 20 1088.85 24 23 100.63 0.33 6 4.73E-04 1.68E+Ol 21 1107.72 25 24 129.73 0.44 6 5.80E-04 2.15E+Ol 22 1156.11 26 25 114.3 0.38 6 6.86E-04 2.67E+Ol 24 1213.52 27 26 128.71 0.41 6 5.97E-04 2.26E+Ol 23 1182.69 28 27 111.67 0.35 6 5.20E-04 1.93E+Ol 22 1158.46 29 28 98.85 0.31 6 3.18E-04 1.llE+Ol 20 1092.92 30 29 83.05 0.31 6 2.60E-04 8.88E+OO 19 1068.21 31 30 95.2 0.29 6 3.73E-04 1.29E+Ol 20 1082.09 32 31 121.26 0.24 6 4.00E-04 1.40E+Ol 20 1095.07 33 32 90.58 0.3 6 3.55E-04 1.18E+Ol 19 1036.99 34 33 73.28 0.15 6 3.lOE-04 1.09E+Ol 20 1099.53 35 34 131.07 0.39 6 4.68E-04 2.54E+Ol 32 1691.61 36 35 280.73 1.9 6 1.37E-03 9.69E+Ol 45 2206.65 37 36 353.34 1.55 6 2.06E-03 1.72E+02 55 2607.54 38 37 337.87 1.69 6 2.23E-03 1.93E+02 58 2704.96 39 38 330.88 2.19 6 1.43E-03 1.27E+02 57 2772.56 40 39 298.76 2.01 6 9.96E-04 9.lOE+Ol 57 2853.89 (7 13 F. 'l!>A/ Av€. ,v ~, C'A- 41 40 303.65 2.19 6 7.85E·04 7.39E+Ol 58, 2941.32 42 41 319.17 2.66 6 4.88E-04 4.65E+01 56 2970.68 43 42 232.05 2:39 6 3.63E-04 3.61E+Ol 57 3096.94 44 43 293.94 2:91 6 2.23E-04 2.17E+Ol 53 3035 .35 45 44 233.24 2,61 6 2.74E-04 2.73E+Ol 56 3107.23 46 45 279.29 2.5 6 4.18E-04 4.23.E+Ol 59 3161.01 47 46 372.28 2.79' 6 4.53E-04 4.57E+Ol 59 3148.17 48 47 242.76 2.41 6 3.61E-04 3.56E+Ol 56 3075.11 49 48 224.16 2.22 6 1.75E-04 1.63E+Ol 50 2909.63 50 49 231.39 2.38 6 4.02-E-04 3.83E+01 55 2978.4 51 50 373 .58 2.16 6 8.46E-04 8.34E+01 61 3076.47 APPENDIX B LABORATORY RES UL TS 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 1713 East Bay Avenue Newport Beach, California Dear Mr. Worthington : November 1, 2018 Project No. 114-524-10 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 prov iding our services to you on th is project. Should you have any questions , please contact the undersigned . Sincerely, G3Soi1Works, Inc. Adam C. Rich, P. RCE 85642, Reg . 0'1111'1{1•~.1.,11.1, Attachment: Laboratory Test Results 350 Fischer Ave. Front • Costa Mesa, CA 92626 • P: 714 668 5600 • www.G3Soi1Works.com EGA Consultants Laboratory Test Results 1713 East Bay Avenue Newport Beach, California LABORATORY TEST RESULTS November 1, 2018 Project No. 114-524-10 Page 2 of 3 Summarized below are the results of requested laboratory testing on samples submitted to our office. Dry Density and Moisture Content Tabulated below are the requested results of field dry density and moisture contents of undisturbed soils samples retained in 2.42 -inch inside diameter by one-inch height rings. Moisture only results were obtained from small bulk samples. Sample Dry Density, Moisture Content, Identification pcf % B-1 @2.5' 97.2 3.1 B-1 @4.0' .. 11.2 B-1@ 6.0' * 26.3 B-2 @2.5' 101.0 5.3 B-2 @4.0' * 20.6 B-2@ 6.0' .. 30.2 Notes: (*) Denotes small bulk sample for moisture content testing only . Soil Classification Requested soil samples were classified using ASTM D2487 as a guideline and are based on visual and textural methods only. These classifications are shown below: Sample Identification Soil Description Group Symbol Silty fine to medium sand with shell B-1 @ 0-3' fragments and gravel -SM grayish brown, organics B-1 @4.0' Silty fine to medium sand with shell SM fragments -grayish brown, organics 350 Fischer Ave. Front • Costa Mesa, CA 92626 .. P: 714 668 5600 • www.G3Soi1Works.com EGA Consultants Laboratory Test Results 1713 East Bay Avenue Newport Beach, California Maximum Dry Density and Optimum Moisture Content November 1, 2018 Project No . 114-524-1 O Page 3 of 3 Maximum dry density and optimum moisture content test was performed in accordance with ASTM: D 1557. The results are shown below: Sample Identification Maximum Dry Density Optimum Moisture (pcf) Content(%) B-1 @ 0-3' 111.5 11 .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 Soil Sulfate Exposure Class (Percentage by weight (%)) (ACI 318-14, Table 19.3.1.1) B-2@ 0-3' 0.0044 so Wet Density A composite of samples identified as B-1 @ 4.0 and 6.0 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 123.8 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 4,000 3,750 3,500 3 ,250 3,000 2,750 LL 2,500 (/) a.. 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'o o I ' o O O • > o O' -~ .............. •t ,; ' ........... . • ;. .: • .:. '. i ' : • : .:. .:. .• .,:. ~. '.: . <· ,: .. :, <·-t · 1 ·I •>-~ I',:,,:.\• I , :~:j: ~: ~:~: 1 :: :;:;:t::~): ;:; : ...... , ... , •••••• ,111.., •••• , ••••• -~ ·:· ~-: . : . : . ; . ; ·~ .. ·;· :· ; .. .,., .. ,. .:,,:,.;, .• .. • .. •. ......... .................... . ....... . . .................. . '' • 0 IO O o o ... , .................. . . ~.: . : . ~ .;.. .: .. :. :. : . •\•i•i•i•:••:••:-,;,;: • . ~. ! . f ': •}--:· ·=· ~· {' • l o I .1 ,, ,o.;,,•, r, 1 , I , . . . . . . . . . .., .................. . ......... ' ..... ·~ ............ . 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 NORMAL STRESS, PSF 1713 E. Bay Avenue, Newport Beach COHESION FRICTION ANGLE 75 psf. 31 .0 degrees symbol boring depth (ft.) symbol boring depth (ft.) FIGURE S-1 DIRECT SHEAR TEST • B-1 2.5 PN : 114-524-10 REPORT DATE : 11/1/2018 350 Fischer Ave. Front Costci Mt'$r.l. CA 92626 Phone: (714) 66:·3 ::,600 www.G3Soi 1Works.com FIG . S-1 APPENDIX C GENERAL EARTHWORKS AND GRADING GUIDELINES GENERAL EARTHWORK AND GRADING GUIDELINES I. GENERAL These guidelines present general procedures and requirements for grading and earthwork including preparation of areas to be filled, placement of fill, installation of subdrains, and excavations. The recommendations contained in the geotechnical report are a part of the earthwork and grading specifications and should supersede the provisions contained herein in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report . II. EARTHWORK OBSERVATION AND TESTING Prior to commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. The consultant is to provide adequate testing and observation so that he may determine that the work was accomplished as specified . It should be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that the consultant may schedule his personnel accordingly . The contractor is to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances , and these specifications. If in the opinion of the consultant, unsatisfactory conditions are resulting in a quality of work less than required in these specifications, the consultant may reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to determine the degree of compaction should be Proposed Residence/ 1713 East Bay Avenue Soils Report -Beljak Residence Project No. BA 155. l November 9, 2018 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 Grubb ing: 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/1713 East Bay Avenue Soils Report -Beljak Residence Project No . BA 155.1 November 9, 2018 2 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 . App rov a l: All areas to receive fill , including processed areas, removal areas , and toe-of-fill benches should be approved by the consultant prior to fill placement. IV. FILL MATERIAL 1. Ge neral: Material to be placed as fill should be free of organic matter and other deleterious substances , and should be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics should be placed in areas designated by the consultant or mixed with other soils until suitable to serve as satisfactory fill material. 2. Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, should not be buried or placed in fill, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill . Oversize material should not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 3. Import: If importing of fill material is necessary for grading, the import material should be approved by the geotechnical consultant. V. FILL PLACEMENT AND COMPACTION 1. Fill Lifts : Approved fill material should be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The Proposed Residence/1713 East Bay Avenue Soils Report -Beljak Residenc e Project No. BA 155.1 November 9, 2018 3 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 Test ing: 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/1713 East Bay Avenue Soils Report -Beljak Residence Project No. BAl55 .I November 9 , 2018 4 be changed or modified without the approval of the consultant. The consultant, however, may recommend and upon approval, direct changes in subdrain line, grade, or material. VII . EXCAVATION Excavations and cut slopes should be examined during grading. If directed by the consultant, further excavation or overexcavation and refilling of cut areas should be 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/1713 East Bay Avenue Soils Report -Be ljak Residence Project No. BA 155. l November 9, 2018 5 APPENDIX D USGS Design Maps Detailed Report ~USGS Design Maps Summary Report User-Specified Input Report Title 1713 East Bay Avenue, Newport Beach, CA Fri 1\Jovemtier· 9, 2.0lll 16:07:30 UlC Building Code Reference Document ASCE 7-10 Standard (wl 1ich uti li zes lJSGS h azar d data av,i d,ib le i n 2008) Site Coordinates 33 .59962°N, 117.88777°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III ,. ... C, . . ·· .Huntington Beach /, ~ Newport Bea th· W d M i~ jon Viejo• 4 ~··' na oo s • · • Lak forest USGS-Provided Output S 5 = 1.728 g S 1 = 0.636 g SMS = 1.728 g SMl = 0.954 g Laguna e a<h" 5 05 = 1.152 g S 01 = 0 .636 g n . Lj19una ill s •. .• ; A, •Laguna Niguel For in formation on ho w the 55 and 51 values above have bee n cal culated from probab i listic (risk-targeted) and de term i n istic ground m o tions i n the d i re cti on of ma xi mum horizo ntal re s ponse , please return to the appl ication and select th e "2009 NEHRP" buildin g code reference document. MCE,, Rt-spon s l· S pc,clrnm Dl'slgn Rt-spon.sl' Spt"Clrum l'rrlod. T t:<o.,,l For PGA.,, T L, c.5 , a nd CR, value s , please view the d e ta i led re Rort . Allhougl, I.hrs 1r.fonnation rs a produ ct of t !1P U 5. Geolo9ica l Survey, we provide no warrr1nty, expressed or implr ed, as to the ;.1ccuracy of the dutd con l cmred lhcrcrn. This tool rs not a sub,.,tilute for technical subject ·rnatter knowledye. ilUSGS Design Maps Detailed Report ASCE 7-10 Standard (33.59962°N, 117.88777°W) Site Class D -"Stiff So il ", 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 corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5 ) and 1.3 (to obtain S 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 c1 1 S 5 = 1. 728 g From Figure 22-2 c2 1 S 1 = 0.636 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 Class ification Site Class -Nor Nch Vs A . Hard Rock >5,000 ft/s N/A B. Ro ck 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 >50 >2,000 psf D. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 - 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf <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 strengths" < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s 11b/ft 2 = 0.0479 kN/m 2 Section 11.4.3 -Site Coefficients and Risk-Targeted Maximum Considered Earthquake CM.CE.a) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F. Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S5 :s 0 .2 5 S5 = 0.50 S5 = 0 .7 5 S5 = 1.00 S5 ;?: 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-line interpolation for intermediate values of S5 For Site Class= D and S5 = 1.728 g, F0 = 1,000 Table 11.4-2: Site Coefficient Fv Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period SI :S 0.10 s 1 = 0.20 S 1 = 0.30 S 1 = 0.40 SI;?: 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 5 1 For Site Class= D and S 1 = 0.636 g, Fv = 1.500 Equation (11.4-1): SMs = FaSs = 1.000 X 1. 728 = 1. 728 g Equation (11.4-2): SM! = fvS1 = 1.500 X 0.636 = 0,954 g Section 11.4.4 -Design Spectral Acceleration Parameters Equation (11.4-3): S 05 = % SMs = % X 1.728 = 1.152 g Equation (11.4-4): S 01 = % SMl = % X 0.954 = 0.636 g Section 11.4.5 -Design Response Spectrum From Figure 22-12 13 1 TL = 8 seconds Figure 11.4-1 : Design Response Spectrum \~ = I I ~l , · ·'r-----. ·! ] /;( ~•I= 01,,1/\ •• ,. • • •. • • • • • ••• • ! l Ill r., =ti.I JO T<T0 : S1 =S~ (OA + 0.6 T /Tu) Tu :ST s T9 : S,"' S05 Ta < T :S TL : S, 111 S01 IT I 000 Pt'l'illd, T (ffl'l Section 11.4.6 -Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCE. Response Spectrum is determined by multiplying the design response spectrum above by 1.5 . S,~ = I 7'.!8 ·f ~ -< ~ S,11 :0 't54 ·•··········-·········· i ! l Ill T ,. =<I I JO I O!JO l'cr~NI. T im-) Section 11.8.3 -Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-714 1 PGA = 0. 718 Equation (11.8-1): PGAM = FPGAPGA = 1.000 x 0.718 = 0 .718 g Table 11.8-1: Site Coefficient FeGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA ::e PGA = PGA = PGA = PGA ~ 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 = 0.718 g, FPGA = 1.000 Section 21.2.1.1 -Method 1 (from Chapter 21 -Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 15 1 CRS = 0.892 From Figure 22-1816 1 CR! = 0.908 Section 11.6 -Seismic Design Category Table 11.6-1 Sei s mic Design Category Based on Short Period Res pon se Acceleration Parameter RISK CATEGORY VALUE OF Sos I or II III IV 5 0 s < 0.167g A A A 0.167g S 5 0 s < 0.33g B B C 0.33g S Sos < 0.50g C C D 0.50g S So s D D D For Risk Category= I and 5 05 = 1.152 g, Seismic Design Category = D Tab le 11.6 -2 Seismic Design Ca tego ry Based on 1-5 Period Response Acceleration Parameter RISK CATEGORY VALUE OF 5 01 I or II III IV 501 < 0.067g A A A 0.067g s 501 < 0.133g B B C 0.133g s 501 < 0.20g C C D 0.20g s 501 D D D For Risk Category = I and 5 01 = 0.636 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 seve r e design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calcu lating 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/pdf s/201 O_ASCE-7 _Figure_22- 2. pdf 3 . Figure 22-12: https://earthquake.usgs .gov/hazards/designmaps/downloads/pdfs/2010_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/20 lO_ASC E-7 _Figure_22- 18. pdf APPENDIX E LIQUEFACTION ANALYSES/SETTLEMENT COMPUTATIONS lm1ut earam!:ti::n; Peak Ground Acceleration: 0.718 Earthquake Magnitude: 7.2 Water Table Depth (m): 0.66 Average y above water table (kN/m"3): 16 Average y below water table (kN/m"3): 18 Borehole diameter (mm): 34.925 Requires correction for Sample Liners (YES/NO): Sample Depth Number (m) 1 0.30 2 0.61 3 0.91 4 1.22 5 1.52 6 1.83 7 2.13 8 2.44 9 2.74 10 3.05 11 3.35 12 3.66 13 3.96 14 4.27 15 4.57 16 4.88 17 5.18 18 5.49 19 5.79 20 6.10 21 6.40 22 6.71 23 7.01 24 7.32 consultants Measured (N) Soil Type (USCS) 22 SM/ML 28 SM 24 SM 21 SM 20 SM 21 SM 22 SM 26 SM 33 SM 37 SM 37 SM 33 SM 30 SM 29 SM 29 SM 28 SM 26 SM 24 SM 24 SM 23 SM 21 SM 20 SM 21 SM 22 SM engineering geotechnical appli ca tions NO Flag"Clay" Fines "U nsaturated" Content "Unreliable" (%) 50 16 16 16 16 16 16 16 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 0.7S 1 65 1.08 1 0.75 1 65 1.08 1 0.75 1 65 1.08 1 0.75 1 65 1.08 1 0.8 1 65 1.08 1 0.8 1 65 1.08 1 0.8 1 65 1.08 1 0.8 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.85 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 65 1.08 1 0.95 1 N60 17.88 22.75 19.50 17.06 17.33 18.20 19.07 22.53 30.39 34.07 34.07 30.39 27.63 26.70 29.85 28.82 26.76 24.70 24.70 23.67 21.61 20.58 21.61 22.64 1713 East Bay Avenue, Newport Beach, CA BAlSS.1 November 2018 oVC oVC' CN 4.88 4.88 1.70 9.75 9.75 1.70 15.14 12.64 1.70 20.63 15.14 1.70 26.11 17.64 1.70 31.60 20.13 1.70 37.08 22.63 1.70 42.57 25.13 1.70 48.06 27.62 1.70 S3.54 30.12 1.70 59.03 32.61 1.70 64.52 35.11 1.70 70.00 37.61 1.64 75.49 40.10 1.59 80.98 42.60 1.54 86.46 45.10 1.50 91.95 47.59 1.46 97.44 50.09 1.42 102.92 52 .58 1.39 108.41 55.08 1.36 113.89 57.58 1.33 119.38 60.07 1.30 124.87 62.57 1.27 130.35 65.07 1.25 PLATE A CPT-1 advanced to 50.74 ft. on 10/26/18 Page 1 25 7.62 24 SM 16 65 1.08 1 0.95 1 26 7.92 23 SM 16 65 1.08 1 0.95 1 27 8.23 22 SM 16 65 1.08 1 0.95 1 28 8.53 20 SM 16 65 1.08 1 1 1 29 8.84 19 SM 16 65 1.08 1 1 1 30 9.14 20 SM 16 65 1.08 1 1 1 31 9.45 20 SM 16 65 1.08 1 1 1 32 9.75 19 SM 16 65 1.08 1 1 1 33 10.06 20 SM 16 65 1.08 1 1 1 34 10.36 32 SM 16 65 1.08 1 1 1 35 10.67 45 SW 8 65 1.08 1 1 1 36 10.97 ss SW 8 65 1.08 1 1 1 37 11.28 58 SM 16 65 1.08 1 1 1 38 11.58 57 SM 16 65 1.08 1 1 1 39 11.89 57 SM 16 65 1.08 1 1 1 40 12.19 58 SM 16 65 1.08 1 1 1 41 12.50 56 SM 16 65 1.08 1 1 1 42 12.80 57 SM 16 65 1.08 1 1 1 43 13.11 53 SM 16 65 1.08 1 1 1 44 13.41 56 SM 16 65 1.08 1 1 1 45 13.72 59 SM 16 65 1.08 1 1 1 46 14.02 59 SM 16 65 1.08 1 1 1 47 14.33 56 SM 16 65 1.08 1 1 1 48 14.63 so SM 16 65 1.08 1 1 1 49 14.94 55 SM 16 65 1.08 1 1 1 so 15.24 61 SW 8 65 1.08 1 1 1 Auger Diameter: 1.375 inches Hammer Weight: n.a. Drop: continuous push CPT-1 advanced to 50.74 ft by Kehoe Testing and Engineering on October 26, 2018 (CPT Data Logs attached herein] References: Idriss, I.M , and Boulanger. R.W . Soil Liquefaction During Earthquakes. Earthquake Engineering Research Institute. 8 September 2008. Liu, C and Evett, J B. Soils and Foundacfons, 8th Edition. 4 August 2013. Martin, G.R and Lew, M Recommendations for lmplement:ation of DMG Special Publication 117 . University of Southern California Earthquake Center. March 1999. California Department of Conservation, CGS. Special Publication 117A: Guidelines for Evaluating ond Mitigating Seismic Hazards in Callfornio . Rev 11 Sept. 2008 consultants engineering geotechnical applications 24.70 23.67 22.64 21.67 20.58 21.67 21.67 20.58 21.67 34.67 48.75 59.58 62.83 61.75 61.75 62.83 60.67 61.75 57.42 60.67 63.92 63.92 60.67 54.17 59.58 66.08 1713 East Bay Avenue, Newport Beach, CA BAlSS.1 November 2018 135.84 67.56 1.22 141.33 70.06 1.20 146.81 72.56 1.18 152.30 75.05 1.16 157.79 77.55 1.14 163.27 80.04 1.13 168.76 82.54 1.11 174.24 85.04 1.09 179.73 87.53 1.08 185.22 90.03 1.06 190.70 92.53 1.05 196.19 95.02 1.03 201.68 97.52 1.02 207.16 100.01 1.01 212.65 102.51 0.99 218.14 105.01 0.98 223.62 107.50 0.97 229.11 110.00 0.96 234.60 112.50 0.95 240.08 114.99 0.94 245.57 117.49 0.93 251.05 119.98 0.92 256.54 122.48 0.91 262.03 124.98 0.90 267.51 127.47 0.89 273.00 129.97 0.88 PLATE A CPT-1 advanced to 50.74 ft. on 10/26/18 Page 2 (N1)60 LIN for Fines Content 30.39 5.61 38.68 3.58 33.15 3.58 29.01 3.58 29.47 3.58 30.94 3.58 32.41 3.58 38.31 3.58 51.66 3.58 57.92 3.58 57.92 3.58 51.62 3.58 45.34 3.58 42.45 3.58 46.03 3.58 43.20 3.58 39.04 3.58 35.13 3.58 34.29 3.58 32.10 3.58 28.67 3.58 26.73 3.58 27.50 3.58 28.25 3.58 consultants (N1)60-CS Stress reduction coeff, rd 36.00 42.25 36.73 32.58 33 .04 34.52 35.99 41.88 55.23 61.50 61.50 55.20 48.92 46.02 49.61 46.77 42.62 38.71 37.86 35.68 32.25 30.31 31.08 31.83 eng in eering geotechnical applications 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.98 0.98 0.98 0.97 0.97 0.97 0.96 0.96 0.95 0.95 0.95 0.94 0.94 0.93 0.93 0.92 0.92 CSR MSF for sand 0.47 1.08 0.47 1.08 0.56 1.08 0.63 1.08 0.69 1.08 0.73 1.08 0.75 1.08 0.78 1.08 0.80 1.08 0.81 1.08 0.82 1.08 0.83 1.08 0.84 1.08 0.85 1.08 0.85 1.08 0.85 1.08 0.86 1.08 0.86 1.08 0.86 1.08 0.86 1.08 0.86 1.08 0.86 1.08 0.86 1.08 0.86 1.08 K<T for sand CRR for M=7 .5 CRR &oVC'= 1 atm 1.10 1.38 1.64 1.10 2.00 2.00 1.10 1.64 1.95 1.10 0.71 0.84 1.10 0.76 0.91 1.10 1.00 1.20 1.10 1.37 1.64 1.10 2.00 2.00 1 .1 0 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 2.00 2.00 1.10 2.00 2.00 1.10 2.00 2.00 1.10 2.00 2.00 1.10 1.28 1.53 1.10 0.67 0.80 1.10 0.50 0.60 1.10 0.56 0.67 1.10 0.63 0.75 1713 East Bay Avenue, Newport Beach, CA BAlSS.l November 2018 Factor of Limiting shear Safety strain ylim 2.00 0.02 2.00 0.01 2.00 0.02 1.33 0.03 1.33 O.D3 1.65 0.02 2.00 0.02 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 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.Dl 2.00 0.Dl 1.77 0.02 0.93 0.03 0.70 0.04 0.78 0.04 0.87 0.04 PLATE A CPT-1 advanced to 50.74 ft. on 10/26/18 Page 3 30.25 3.58 3 3.82 0.91 0.86 1.08 1.10 28.47 3.58 32.04 0.91 0.86 1.08 1.08 26.76 3.58 3 0.33 0.90 0.85 1.0 8 1.07 25.18 3.58 28.75 0.90 0.85 1.08 1.06 23.53 3.58 27.10 0.89 0.85 1.08 1.05 24.38 3.58 27.95 0.89 0.85 1.08 1.04 24.01 3.58 27.58 0.88 0.84 1.08 1.04 22.47 3.58 26.04 0.88 0.84 1.08 1.03 23.31 3.58 26.89 0.87 0.84 1.08 1.03 36.78 3.58 40.35 0.87 0.84 1.08 1.03 51.02 0.37 51.38 0.86 0.83 1.08 1.03 61 .53 0.3 7 61.90 0.86 0.83 1.08 1.02 64.05 3.58 67.62 0.85 0.82 1.08 1 .01 62 .15 3.58 65 .73 0.85 0.82 1.08 1.00 61.39 3.58 64.97 0.84 0.82 1.08 1.00 61.72 3.58 65.30 0.84 0.81 1.08 0.99 58.90 3.58 62.47 0.83 0.81 1.08 0.98 59.27 3.58 62.84 0.83 0.81 1.08 0.97 54.49 3.58 58.07 0.82 0.80 1.08 0.97 56.95 3.58 60.52 0.82 0.80 1.08 0.96 59.36 3.58 62.93 0.81 0.79 1.08 0.96 58.74 3.58 62.31 0.81 0.79 1.08 0.95 55.18 3.58 58.75 0.80 0.78 1.08 0.94 48.77 3 .58 52.35 0.80 0.78 1.08 0.94 53.12 3.58 56.70 0.79 0.78 1.08 0.93 58.35 0.37 58.72 0.79 0.77 1.08 0.93 References: Idriss, I,M and Boulanger, R..W. Soil liquefaction During Earthquakes. Earthquake Engineering Research Institute. 8 September 2008- Liu, C. and Evett, J.B.5oils and Foundations, 8th Edition. 4 August 2013. 0.8 8 1.05 0.65 0.76 0.51 0.59 0.42 0.4 8 0.35 0.40 0.3 8 0.43 0.37 0.41 0.32 0.35 0.34 0.38 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2 .00 2.00 2.00 2.00 Martin, GR and Lew, M, Recommendao·ons for Implementation of DMG Special Publication 117 . Univ ersity of Southern California Earthquake Center. March 1999, California Department of Conservation, (GS. Special PublicaUon 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in California Rev 11 Sept. 2008 consultants engi neering geote c hnical appli c ations 1713 East Bay Avenue, Newport Beach, CA BAlSS .1 November 2018 1.22 0.03 0.89 O.o3 0.69 0.04 0.56 0 .06 0.47 0.07 0.51 0.06 0.49 0.06 0.42 0 .08 0.45 0.07 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 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 PLATE A CPT-1 advanced to 50.74 ft . on 10/26/18 Page 4 Parameter Fa: -0.51 -0.98 -0.56 -0.27 -0.30 -0.40 -0.51 -0.95 -2.02 -2.55 -2.55 -2.02 -1.50 -1.27 -1.56 -1.33 -1.00 -0.71 -0.64 -0.48 -0.24 -0.11 -0.16 -0 .21 Maximum llHi (m) shear strain ymax 0.00 0.00 0.00 0.02 0.02 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 0.01 0.03 0.04 0.04 0.04 engineering geo techni ca l 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 0.3 0 0.30 0.30 0.30 0.3 0 0.30 0.30 consultants llLD!i (m) 0.00 0.00 0.00 0.01 0 .01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 Vertical llSi (m} reconsol. Strain £v 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.Ql 0.00 0.01 0.00 0.01 0.00 O.Ql 0.00 llSi (ft) 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 0.01 0.01 0.01 tiSi (inches) 0.00 0.00 0.00 0.04 0.04 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.07 0.11 0.09 0.08 1713 East Bay Avenue, Newport Beach, CA BA155 .1 November 2018 PLATE A CPT-1 advanced to 50 .74 ft. on 10/26/18 Page 5 -0.35 0.02 0.30 0.01 0.00 0.00 -0.23 O.o3 0.30 O.Ql O.Ql 0.00 -0.11 0.04 0.30 0.01 0.01 0.00 -0.01 0.06 0.30 0.02 0.01 0.00 0.10 0.07 0.30 0.02 0.01 0.00 0.05 0.06 0.30 0.02 0.01 0.00 0.07 0.06 0.30 0.02 0.01 0.00 0.17 0.08 0.30 0.02 0.02 0.01 0.11 0.07 0.30 0.02 0.02 0.00 -0.83 0.00 0.30 0.00 0.00 0.00 -1.70 0.00 0.30 0.00 0.00 0.00 -2.59 0.00 0.30 0.00 0.00 0.00 -3 .08 0.00 0.30 0.00 0.00 0.00 -2 .92 0.00 0.30 0.00 0.00 0.00 -2.85 0.00 0.30 0.00 0.00 0.00 -2.88 0.00 0.30 0.00 0.00 0.00 -2.64 0.00 0.30 0.00 0.00 0.00 -2.67 0.00 0.30 0.00 0.00 0.00 -2.26 0.00 0.30 0.00 0.00 0.00 -2.47 0.00 0.30 0.00 0.00 0 .00 -2.68 0.00 0.30 0.00 0.00 0.00 -2.62 0.00 0.30 0.00 0.00 0.00 -2.32 0.00 0.30 0.00 0.00 0.00 -1.78 0.00 0.30 0.00 0.00 0.00 -2 .14 0.00 0.3 0 0.00 0.00 0.00 -2.31 0.00 0.30 0.00 0.00 0.00 Total Settlement: 0.041 References: ldriss, J.M. and Boulanger, RW. Soil Liquefaction During Earthquakes. Earthquake Engineering Research Institute. 8 September 2008, Liu, C. and Evett. J,B.Soils ond Foundations, 8th Edition . 4 August 2013. 0.00 0.05 0.01 0.08 0.01 0.10 0.01 0.14 0.01 0.18 0.01 0.16 0.01 0.17 0.02 0.21 0.02 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.141 1.731 Martin, C.R. and Lew, M. Recommendao·ons fo r Jmplementlltion 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 MiUgacing Seismic Hazards in California . Rev 11 Sepl 2008. consultants engine e rin g geotechnica/ applications 1713 East Bay Avenue, Newport Beach, CA BAlSS .l November 2018 PLATE A CPT-1 advanced to 50.74 ft . on 10/26/18 Page 6