Loading...
HomeMy WebLinkAbout20190805_Soils_Report engineering geolechnical applications consultants GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT 5311 SEASHORE DRIVE NEWPORT BEACH, CALIFORNIA Presented to: The Harris Residence c/o: Eric Olsen, AIA 2728 E. Coast Highway, Suite "A" Corona Del Mar, CA 92660 Prepared by: EGA Consultants, Inc. 375-C Monte Vista Avenue Costa Mesa, California 92627 ph (949) 642-9309 fax (949) 642-1290 July 17, 2019 Project No. EO198.1 375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • PAX (949) 642-1290 ® engineering � geotechnical July 17, 2019 aPP"cations consultants Project No. E0198.1 Site: Proposed Custom Home: 5311 Seashore Drive Newport Beach, California Executive Summary Based on our geotechnical study of the site, our review of available reports and literature and our experience, it is our opinion that the proposed residential development is feasible from a geotechnical standpoint. There appear to be no significant geotechnical constraints on-site that cannot be mitigated by proper planning, design, and utilization of sound construction practices. The engineering properties of the soil and native materials, and surface drainage offer favorable conditions for site re-development. The following key elements are conclusions confirmed from this investigation: A review of available geologic records indicates that no active faults cross the subject property. The site is located in the seismically active Southern California area, and within 2 kilometers of the Type B Newport-Inglewood Fault. As such, the proposed development shall be designed in accordance with seismic considerations specified in the 2016 California Building Code (CBC) and the City of Newport Beach requirements. Foundation specifications herein include added provisions for potential liquefaction on-site. SUMMARY OF RECOMMENDATIONS Design Item Recommendations Foundations: Footing Bearing Pressure 1,750 psf- building, continuous; 2,250 psf-pad footings Passive Lateral Resistance 250 psf per foot Perimeter Footing Widths: min. 15 inches with two No. 5 bars top and bottom Perimeter Footing Depths: min. 24 inches below lowest adjacent grade Coefficient of Friction 0.30 Mat (Optional): min. 12 inches with thickened edges(+6 inches) with no. 5 bars @ 12"o.c. each way, top and bottom Soil Expansion Non-Expansive Beach Sands Soil Sulfate Content Negligible, [SO] Building Pad Removals: min. 2'% ft. overexcavation (+ 6 inches of scarification) Building Slab: * 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 (per CBC 2016,ASCE 7-10): Site Class Definition (Table 1613.5.2) D Mapped Spectral Response Acceleration at 0.2s Period, Sa 1.6922 g Mapped Spectral Response Acceleration at 1s Period, S, 0.626 g Short Period Site Coefficient at 0.2 Period, Fa 1.00 Long Period Site Coefficient at 1 s Period, Fv 1.50 Adjusted Spectral Response Acceleration at 0.2s Period, Sms 1.692 g Adjusted Spectral Response Acceleration at 1s Period, S., 0.939 g Design Spectral Response Acceleration at 0.2s Period, Sos 1.128 g Design Spectral Response Acceleration at 1s Period, Sp, 0.626 g PGAm=0.692 g 375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 engineering Mai geoteckical applications consultants July 17, 2019 Project No. E0198.1 HARRIS RESIDENCE c/o: Eric Olsen, AIA 2728 E. Coast Highway, Suite "A" Corona Del Mar, CA 92660 Subject: GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT 5311 SEASHORE DRIVE NEWPORT BEACH, CALIFORNIA Dear Eric et al, In accordance with your request, 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 residential development at the subject site. Based on our discussions, the proposed development shall include the demolition of the existing site structures, and the construction of a new residential dwelling with an attached garage and associated improvements. This report presents the results of the investigation (including Liquefaction Computations) along with grading and foundation recommendations pertaining to the re-development of the subject lot. This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, EGA C/a�ns�u-(tfants�Inc. DAVID A. WORTHINGTON CEG 2124 JOHN F. EGGERS Principal Engineering Geologis . REDGI� Staff Geologist Davidq,oho �P�p GEO�OG/s Q Worthington 44oaTHtNV r * No. CEG2i24 "e 0 w o 2 CERTIEI 9 NGIN EDp(� GEO[OGSITG Copies: (3) Addressee OF CAl.1F�,%r Spq *.•....J°���� �,d reoFc ,�, 375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 July 17, 2019 Project No. E0198.1 GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT 5311 SEASHORE DRIVE NEWPORT BEACH, CALIFORNIA INTRODUCTION In response to your request and in accordance with the City of Newport Beach Building Department requirements, we have completed a preliminary geotechnical investigation at the subject site located at 5311 Seashore Drive, 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) sounding to a depth of 50'Y2 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 a 32 ft. by 62 ft., rectangular lot located at 5311 Seashore Drive within the City of Newport Beach, County of Orange. The beach front lot is located near the entrance to the Balboa Peninsular. For the purpose of clarity in this report, the lot is bound by Seashore Drive to the north, by 541h Street to the west, by a similar single family dwelling to the east, and by public beach leading to the Pacific Ocean to the south (see Plot Plan, Figure 2). The site is legally described as Lot 6, Block 53 of the Oceanfront Tract (APN 424-492- 01). The Pacific Ocean is located approximately 300 feet southwest of the property (across the public beach, see Site Location Map, Figure 1). The subject lot consists of a relatively flat, planar lot with no significant slopes on or adjacent to the site. Currently, the lot is occupied by a two-story residence situated on a graded level pad. An attached garage is located in the northwest corner of the residence and is accessed by 54" Street. All structures are supported on continuous perimeter footings with a combination of slab-on-grade and raised wood floors. PROPOSED RESIDENTIAL RE-DEVELOPMENT Based on our discussions with the project architect, Eric Olsen, the proposed residential development shall include the demolition of the existing structures, and the construction of a new two-story, approx. 2,734 sq. ft. residence in its place. An attached two-car garage is proposed in the north of the property to be accessed via Seashore Drive. The proposed site layout is shown in Figure 2, herein. We assume that the proposed building will consist of wood-frame and masonry block construction or building materials of similar type and load. The building foundations will consist of a combination of isolated and continuous spread footings. Loads on the footings are unknown, but are expected to be less than 2,250 and 1,750 pounds per square foot on the isolated and continuous footings, respectively. If actual loads exceed these assumed values, we should be contacted to evaluate whether revisions of this report are necessary. It is our understanding that the grade of the site is not expected to vary significantly, with maximum regrades consisting of approximately 1 to 2 feet in the building areas. 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.E0198.1 July 17,2019 3 Based on the topographic and boundary survey, 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. The site survey was not available at the time of this report issuance. SUBSURFACE EXPLORATION Our subsurface exploration consisted of the excavation of two (2) exploratory boring (B- 1 and B-2) to a depth of 10 feet below grade (b.g.) and one CPT probe (CPT-1) to a depth of 50'Y2 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 using DigAlert. Representative bulk and relatively undisturbed soil samples were obtained for labora- tory testing. Geologic/CPT logs of the soil boring/probe 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 location of the borings are shown on Figure 2, Plot Plan. Geotechnical soil samples were obtained using a modified California sampler filled with 2 3/8 inch diameter, 1-inch tall brass rings. Bulk samples were obtained by collecting representative bore hole cuttings. Locations of geotechnical samples and other data are presented on the boring logs in Appendix A. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the boring logs included in Appendix A. LABORATORY TESTING Laboratory testing was performed on representative soil samples obtained during our subsurface exploration. The following tests were performed: Dry Density and Moisture Content (ASTM: D 2216) Soil Classification (ASTM: D 2487) Maximum Dry Density and Optimum Moisture Content (ASTM: D 1557) 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.E0198.1 July 17,2019 4 Sulfate Content (CA 417, ACI 318-14) Direct Shear (ASTM D 3080) Geotechnical test results are included in Appendix B, herein. SOIL AND GEOLOGIC CONDITIONS The site soil and geologic conditions are as follows: Seepage and Groundwater According to the Orange County Water District (OCWD), there are no water wells located within the general vicinity of the subject property. The Pacific Ocean is located approximately 300 feet southwest of the beachfront property. Our data indicates that the perched groundwater encountered is subject to significant tidal fluctuations. 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 approximately 9'/z feet below grade. A tidal chart for the date of the subsurface investigation, July 3, 2019, is presented as Figure 4, herein. Geologic Setting According to a United States Geological Survey (USGS) Map of the Newport Beach Quadrangle the site is approximately 12 feet above Mean Sea Level (MSL). 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 hydraulic fill soils and/or engineered fill. The shallow soil layer is underlain by Quaternary-age marine deposits which are described as clean beach sands. Below the artificial fill, the site is generally underlain by eolian beach sands (Qe) and old estuarine deposits (Qes, see reference No. 2). The native estuarine deposits are underlain by massive bedrock of the 5311 Seashore Drive,Newport Beach,CA Soils Report-I larris Residence Project No.6 I W I July 17,2019 5 Monterey Formation (Tm). Roadside exposures of massive bedrock of the Monterey Formation (Tm) are visible on the inland side of Pacific Coast Highway less than '/2 kilometers north and northwest of the site (Banning Ranch bluffs). A Geologic Map is presented as Figure 3, herein (reference: "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). CPT-1 was advanced on July 10, 2019 by Kehoe Testing & Engineering, under the supervision of a representative of EGA Consultants. The probe push reached a total depth of 501/2 feet b.g.. Copies of the data output results of the Liquefaction Analysis are found in Appendix E, Liquefaction Analysis. Based on the geologic map (Figure 3) correlation with the on-site CPT probe advanced on July 10, 2019, bedrock of the Monterey Formation (Tm) was likely encountered at approximately 22 feet below grade. Faulting 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), San Joaquin Hills Blind Thrust, Whittier-Elsinore, or Cucamonga Faults. The fault distances, probable magnitudes, and horizontal accelerations are listed as follows: FAULT DISTANCE FROM MAXIMUM CREDIBLE MAXIMUM (Seismic SUBJECT SITE EARTHQUAKE HORIZONTAL Source Type) (Kilometers) MAGNITUDE ROCK ACCELERATION Newport- 2 kilometers southwest 7.2 0.69 g Inglewood (B) San Joaquin 5 kilometers beneath 6.6 0.48 g Hills Blind the site Thrust Fault(B) Palos Verdes 16 kilometers 7.1 0.38 g (B) I southwest 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No. Ii0198.1 .W15 17,2019 6 Chino-Cental 40 kilometers northeast 6.7 0.14 g Avenue (B) Elsinore(B) 37 kilometers northeast 6.8 0.16 g Cucamonga 50 kilometers north- 7.0 0.14 g (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 hydraulic sands (Qe), estuarine deposits (Qes), and bedrock Jim). 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 117A, there are no earthquake landslide zones on or adjacent to the site. The proposed development shall be designed in accordance with seismic considerations contained in the 2016 CBC and the City of Newport Beach requirements. Based on Chapter 16 of the 2016 CBC and on Maps of Known Active Near- Source Zones in California and Adjacent Portions of Nevada (ASCE 7-10 Standard), the following parameters may be considered: 2016 CBC Seismic Design Parameters SITE ADDRESS: 5311 Seashore Drive,Newport Beach,CA Site Latitude(Decimal Degrees) 33.6232544 Site Longitude(Decimal Degrees) -117.9446595 Site Class Definition D Mapped Spectral Response Acceleration at 0.2s Period,Ss 1.692 g Mapped Spectral Response Acceleration at is Period,Si 0.626 g 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.E0198.1 July 17,2019 7 Short Period Site Coefficient at 0.2 Period, Fa 1.00 Long Period Site Coefficient at Is Period, Fv 1.50 Adjusted Spectral Response Acceleration at 0.2s Period, S, 1.692 g Adjusted Spectral Response Acceleration at Is Period, S., 0.939 g Design Spectral Response Acceleration at 0.2s Period, Sns 1.128 g Design Spectral Response Acceleration at Is Period Spy 0.626 g In accordance with the USGS Design Maps, and assuming Site Class "D", the mean peak ground acceleration (PGAm) per USGS is 0.692 g. The stated PGAm is based on a 2% probability of exceedance in a 50 year span (see copies of the USGS Design Maps Detailed Report, Appendix D, herein). FINDINGS Subsurface Soils As encountered in our test borings, the site is underlain by sandy fill and native materials as follows: Fill (Af) Fill soils were encountered in each of the borings to a depth of approximately 2 to 2'/z feet b.g. The fill soils consist generally of grayish brown, fine grained, dry silty sand with trace shell fragments and organics. Fill soils were cohesionless, and the expansion potential of the fill soils was judged to be very low (E.I. = 0) when exposed to an increase in moisture content. Hydraulic and Native Sands (Qes) 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 are underlain by bedrock of the Monterey Formation (Tm) consisting of medium dense to very dense, oxidized, fine to medium grained, moderately to well- cemented sand and silty sand with thin silt/clay interbedding to the maximum depths explored. Based on the geologic map (Figure 3) correlation with the on-site CPT probe advanced on July 10, 2019, bedrock of the Monterey Formation (Tm) was likely encountered at approximately 22 feet below grade. Based on the laboratory results dated July 16, 2019, the site maximum dry 5311 Seashore Drive,Newport Beach,CA Soils Report-Barris Residence Project No. E0198.1 July 17,2019 8 density is 108.0 pcf at an optimum moisture content of 9.5 % (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 sandy fill, old estuarine deposits, and bedrock of the Monterey Formation. It is our understanding that the current City policy, has assigned a seismic settlement potential of one (1.0) inch in the upper ten feet, and three (3.0) inches for soil depths of ten to fifty feet. In the event settlement values exceed these threshold values, then additional analysis and/or additional mitigation is required. The CPT testing was performed in accordance with the "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils," (ASTM D5778-12). The seismically induced settlement for the proposed structure was evaluated based on the "Soil Liquefaction During Earthquakes" by I.M. Idriss and R.W. Boulanger, dated September 8, 2008. The analysis was provided by two 10-feet deep 4 " diameter hand-auger borings, and a 50.6 feet deep 1.7" diameter CPT probe advanced on July 10, 2019. The boring and probe locations are shown in the Plot Plan, Figure 2, herein. The soil boring was 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 50Y2 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: 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.E0198.1 July 17,2019 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, for dry sand cohesion treatment of the site sand fills; soil- cement shall be used in the upper 2% feet. To achieve this, during grading — dry bags of Portland Cement shall be mixed in the scarified over- excavation bottoms and into each of the overlying fill lifts. Water via a 2- inch hose shall be vigorously induced during the pad grading operations. 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. Other Geologic Hazards Other geologic hazards such as landsliding, or expansive soils, do not appear to be evident at the subject site. CONCLUSIONS Based on our geotechnical study of the site, our review of available reports and literature and our experience, it is our opinion that the proposed improvements at the site are feasible from a geotechnical standpoint. There appear to be no significant geotechnical constraints on-site that cannot be mitigated by proper planning, design, and utilization of sound construction practices. The engineering properties of the soil and native materials, and the surface drainage offer favorable conditions for site re- development. RECOMMENDATIONS The following sections discuss the principle geotechnical concerns which should be considered for proper site re-development. 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.EO198.1 July 17,2019 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'Y2 (+ 6 inches of scarification) feet within the building footprint (slab-on-grade portion) will require removal and recompaction to prepare the site for construction. The removals should be accomplished so that all fill and backfill existing as part of the previous site use and demolition operations are removed. Where feasible, the limits of the pad fill shall be defined by a 3 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, parking and planter areas). 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 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'Y2 feet (plus 6 inches 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. Fills The on-site soils are suitable for reuse as compacted fill, provided they are free of organic materials, debris, and materials larger than four (4) inches in diameter. After removal of any loose, compressible soils, all areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 12 inches, brought to at least 2 percent over optimum moisture conditions and compacted to at least 90 percent relative compaction (based on ASTM: D 1557). If necessary, import soils for near-surface fills should be predominately granular, possess a low or very low expansion potential, and be approved by the geotechnical engineer. 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.ED 198.1 July 17,2019 11 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. 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 8 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM: D 1557). Soil Cement Due to in situ dry sands, we recommend approximately four (4) pallets (35 bags dry mix, each weighing 94 pounds and approximately 1.33 cubic yards) of Portland cement be blended into the newly-placed fill. The first application of the Portland Cement shall be placed on the bottom of the scarified over- excavation(s). This option may be eliminated or reduced if suitable import fills are trucked-in. 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 beams and perimeter footings respectively. 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. Continuous perimeter footings should be reinforced with No. 5 rebar (two at the 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.E0198.1 July 17,2019 12 top and two at the bottom). Reinforcement requirements may be increased if recommended by the project structural engineer. In no case should they be decreased from the previous recommendations. Mat Foundation Design (Optional) Due to 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 RECOMMENDATIONS Mat foundations: allowable bearing pressure: 1,000 psf passive lateral resistance: 250 psf per foot mat slab thickness: min. 12 inches with thickened edges(+6 inches) steel reinforcement: no. 5 bars @ 12"o.c. each way, top and bottom coefficient of friction: 0.30 Modulus of Subgrade Reaction: ka = 100 Ibs/in3 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. ACI 318-14 BUILDING CODE Table 19.3.1.1 -REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Sulfate Water soluble Sulfate(SO4)in Cement Type Maximum water- Minimum fc', Exposure sulfate(SO4)in soil water,ppm cementitious material normal-weight [SO] percent by weight ratio, by weight, normal and lightweight weight concrete concrete,psi Negligible 0.00 s SO4<0.10 0 5 SO4<150 ----- ----- ----- [S1] Moderate 0.10<SO4<0.20 150<SO4<1500 II,IP(MS), 0.50 4000 [S2] IS(MS),P(MS) I(PM)(MS), I(SM)(MS) Severe 0.20 < SO4<2.00 1500<SO4< V 0.45 4500 [S3] 10,000 Very Severe SO4>2.00 SO4> 10,000 V plus 0.45 4500 [S4] pozzalan As a conservative approach, we recommend cement with a minimum concrete strength f'c of 3,000 psi be used for concrete in contact with on-site earth materials. 531 I Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.E0195.1 July 17,2019 13 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. Slabs-on-grade 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 slabs shall be doweled into the footings using 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 plastic vapor barrier, with all laps sealed, over 4 inches % -inch crushed rock (see "Capillary Break," 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). 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.EO198.1 July 17,2019 14 The above specification meets or exceeds the Section 4.505.2.1 requirement. New Garage Grade Beams The grade beams, reinforced continuously with the garage footings, should be constructed across the garage entrance, tying together the ends of the garage footings. The grade beams should be embedded at the same depth as the adjacent perimeter footings. The grade beams/thickened slab edges should consist of a clean, cold joint (disregard for monolithic pours). Exterior Slabs-on-grade (Hardscape) Concrete slabs cast against properly compacted fill materials shall be a minimum of 4 inches thick (actual) and reinforced with No. 3 rebar at 18 inches on center in both directions. The reinforcement shall be supported on chairs to insure positioning of the reinforcement at mid-center in the slab. Control joints should be provided at a maximum spacing of 10 feet on center in two directions for slabs and at 6 feet on center for sidewalks. Control joints are intended to direct cracking. Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement. Some slab cracking due to shrinkage should be anticipated. The potential for the slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. Surface Drainage Surface drainage shall be controlled at all times. Positive surface drainage should be provided to direct surface water away from structures and toward the street or suitable drainage facilities. Ponding of water should be avoided adjacent to the structures. 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, Foundation, Landscape, Pool/Spa and Shoring plans if applicable. This office should review the Plans when available. If approved, the geotechnical consultant shall 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.ED 198.1 July 17,2019 15 sign/stamp the applicable Plans from a geotechnical standpoint. PRE-CONSTRUCTION MEETING It is recommended that no clearing of the site or any grading operation be performed without the presence of a representative of this office. An on site pre-grading meeting should be arranged between the soils engineer and the grading contractor prior to any construction. GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION We recommend that a qualified geotechnical consultant be retained to provide geotechnical engineering services, including geotechnical observation/testing, during the construction phase of the project. This is to verify the compliance with the design, specifications and or recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated. Geotechnical observations/testing should be performed at the following stages: • During ANY grading operations, including excavation, removal, filling, compaction, and backfilling, etc. • After excavations for footings (or thickened edges) and/or grade beams verify the adequacy of underlying materials. • After pre-soaking of new slab sub-grade earth materials and placement of capillary break, plastic membrane, prior to pouring concrete. • During backfill of drainage and utility line trenches, to verify proper compaction. • When/if any unusual geotechnical conditions are encountered. • Prior to all slab pours to ensure proper subgrade compaction and moisture barriers. Please schedule an inspection with the geotechnical consultant prior to the pouring of ALL interior and exterior slabs. LIMITATIONS The geotechnical services described herein have been conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the geotechnical engineering profession practicing contemporaneously under similar conditions in the subject locality. Under no circumstance is any warranty, expressed or implied, made in connection with the providing of services described herein. Data, interpretations, and recommendations presented herein are based solely on information available to this office at the time work was performed. EGA Consultants will not be responsible for other parties' interpretations or use of the information developed in this report. The interpolated subsurface conditions should be checked in the field during construction by a representative of EGA Consultants. We recommend that all foundation excavations and grading operations be observed by a representative of 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. 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.E0198.1 July 17,2019 16 Associated References re:Liquefaction Analysis a. "Dynamic Cone for Shallow In-Situ Penetration Testing, ASTM (D1586) Special Technical Publication#399," George F. Sowers and Charles S. Hedges, 1966. b. "Special Publication 117A: 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. C. "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. d. "Soil Liquefaction During Earthquakes" by I.M. Idriss and R.W. Boulanger, dated September 8, 2008. e. "Soils and Foundations, 8'" Edition," by Chang Liu and Jack B. Evett, dated August 4, 2013. f. "Evaluation of Settlement in Sands due to Earthquake Shaking' by Kahaji Tokimatsu and H Bolton Seed, Dated August 1987. g. "Guidelines for Estimation of Shear Wave Velocity Profiles" By Bernard R. Wair, Jason T DeJong, Thomas Shantz Pacific Earthquake Engineering Research Center, Dated December, 2012. h. "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. I. "Handbook of Geotechnical Investigation and Design Tables" By Burt G. Look, Dated 2007. j. "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. REFERENCES 1. "USGS Topographic Map, 7.5 minute Newport Beach Quadrangles, California-Orange Co.," U.S. Department of the Interior, U.S. Geological Survey, dated 2018. 2. "Geologic Map of the San Bernardino and Santa Ana 30' X 60' Quadrangles, California,"Version 1.0, compiled by Douglas M. Morton and Fred K. Miller, dated 2006. 3. "Maximum Credible Rock Acceleration from Earthquakes in California," by Roger W. Reensfelder, dated 1974. 4. Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," prepared by California Department of Conservation Division of Mines and Geology, published by International Conference of Building Officials, dated February, 1998. 5. "Guide for Concrete Floor and Slab Construction," by American Concrete Institute, ACI 302.1 R- 04, dated 2004. 6. "California Building Code, California Code of Regulations, Title 24, Part 2," by California Building Standards Commission, 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. "Geotechnical Engineering Investigation of Proposed New Residence at 2691 Bayshore Drive, Newport Beach," by Coastal Geotechnical, Inc. dated January 8, 2018. 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.ED 198.1 July 17,2019 17 \ V t "aadflEcuast�fl - =s— P paUNc CoBSTN/9hq,-\\CIO -- _ - P .°¢ (, ands�Y yP rcCod'`Highway. -_l h C Lido Sands Qy ' rycD P74Q\� LOCATION SPashor p`0'e�ye0 ��� \�`�\ r ti o-� ee� " ��r ti Source: Open Street Map (www.openstreetmap.org),Open Street Map Foundation, © OpenStreetMap contributors, 2019. EGA SITE LOCATION MAP Project No: E0198.1 Consultants 5311 SEASHORE DRIVE Date: JULY2019 engineering geoteclmicalapplications NEWPORT BEACH, CALIFORNIA Figure No: 1 SEASHORE DRIVE CPT-1 � 30' U z V1 W z z w u a PROPOSED a RESIDENCE W x w w i IT Ln B-1 3V (CITY LEASED PATIO) B-2 LEGEND BEACH GEOTECHNICAL BORINGS (TO PACIFIC OCEAN) BY EGA CONSULTANTS CONE PENETRATION TEST BY KEHOE TESTING AND ENGINEERING Source: "Site Plan,Harris Residence,5311 Seashore Drive,Newport Beach,CA,"by Eric Olsen Design,dated May 1,2019. EGA PLOT PLAN Project No: E0198.1 Consultants 5311 SEASHORE DRIVE Date: JULY2019 engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 2 VJ ; Qop� \ � .- _ • SITE '--, - LOCATION Newport '-Beach Qe Eolian deposits(late Holocene)—Active or Qo Old paralic deposits,undivided(late to recently active sand dune deposits; p middle Pleistocene)—Silt,sand and cobbles. unconsolidated. Interfingered strandline,beach,estuarine, 0m Marine deposits(late Holocene)—Active or and colluvial deposits. recently active beach deposits;sand, Qvop Very old paralic deposits(middle to early unconsolidated. Pleistocene)—Silt,sand and cobbles on Estuarine deposits(late Holocene)—Sand, emergent wave-cut abrasion platforms. silt,and clay; unconsolidated,contains Monterey Formation(Miocene)—Marine variable amounts of organic matter. Tm siltstone and sandstone;siliceous and Young alluvial fan deposits(Holocene and diatomaceous. Qyf late Pleistocene)—Gravel,sand,and silt, mixtures,some contain boulders; unconsolidated. Sources: 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 GEOLOGIC MAP Project No: E0198.1 Consultants 5311 SEASHORE DRIVE Date: JULY2019 engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 3 Balboa Pier, Newport Beach, California Tide Chart Requested time: 2019-07-03 Wed 12:00 AM PDT 13e1hoe Pier. Newport eeeoh, Ce1i£or^ie 02 Tue 2019-01-03 Wed 2019-07-03 Wed2019-07-03 Wed 2019-07-03 Wed 2019-07-04 Thu 2D19-07-04 Thu2019-07-04 Thu 2011 4 PDT 4:46 AM PDT 11111 AM PDT 3:57 PM PDT 10.03 PM PDT 5:30 AM PDT 11:56 AN PDT 4A7 PM PDT 10: 7 £t Y / I 11 I / I I ,.. Balboa Pier,Newport Beach,California 33.6000"N,117.9000°W 2019-07-03 Wed 4:46 AM PDT -1.3 feet Low Tide 2019-07-03Wed 5:45AM PDT Sunrise 2019-07-03Wed 6:38AMPDT Moonrise 2019-07-03Wed 11:11 AM PDT 3.8feet High Tide 2019-07-03Wed 3:57PMPDT 2.Ofeet Low Tide 2019-07-03 Wed 8:05 PM PDT Sunset 2019-07-03 Wed 9:15 PM PDT Moonset 2019-07-03 Wed 10:03 PM PDT 6.5 feet High Tide 2019-07-04Thu 5:30AM PDT -1.3feet Low Tide 2019-07-04Thu 5:46AM PDT Sunrise 2019-07-04Thu 7:45AM PDT Moonrise '�.oP+m.cm6nwayMkglclifer^i. Hwxi.yron Eerv:h Gam Afe.n, 2019-07-04 Thu 11:58 AM PDT 3.9feet High Tide 2019-07-04Thu 4:47PMPDT 2.Ofeet Low Tide 2019-07-04Thu 8:05 PM PDT Sunset y^^^^^Rhe^entrunceilmidel.Calihrnlae 2019-07-04Thu 10:06 PM PDT Moonset 9�E.1,�-. d.i..,".,miu,^i^ 2019-07-04Thu 10:50 PM PDT 5.3feet High Tide 8.1i Pi.,N.,r B.h.a'b'"" 2019-07-05Fri 5:46AMPDT Sunrise 2019-07-05Fri 6:16AMPDT -1,1feet Low Tide 2019-07-05 Fri 8:55 AM PDT Moonrise 2019-07-05 Fri 12:48 PM PDT 4.Ofeet High Tide 2019-07-05Fri 5:45PMPDT 2.1feet Low Tide 2019-07-05 Fri 8:05 PM PDT Sunset 2019-07-05 Fri 10:51 PM PDT Moonset 2019-07-05 Fri 11:41 PM PDT 5.9feet High Tide 2019-07-065at 5:47AM PDT Sunrise 2019-07-06Sat 7:03AM PDT -0.8feet Low Tide 2019-07-06Sat10:04AMPDT Moonrise 2019-07-06Sat 1:41PMPDT 4.2feet High Tide 2019-07-06Sat 6:52PMPDT 2.2feet Low Tide 2019-07-06Sat 8:05 PM PDT Sunset 2019-07-06Sat 11:32 PM PDT Moonset EGA TIDE CHART Project No: E0198.1 Consultants 5311 SEASHORE DRIVE Date: JULY2019 engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 4 APPENDIX A GEOLOGIC LOGS and CPT Data Report by Kehoe Drilling &Testing (B-1, B-2, and CPT-1) LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: EO198.1 Boring No: B-1 Project: 5311 Seashore Dr., Newport Beach, CA Boring Location: See Figure 2 Harris Residence Date Started: 7/3/2019 Rig: Mob. 4" augers Date Corn feted: 7/3/2019 Grnd Elev. +/- 12 ft. NAVD88 Sample Direct Type .� d n Shear rn w Thin Wall 2.5'Ring d �' c � v~i r ■Tube ®sample o Z o aci LU a U c c o ' Bulk Standard Split S/ Static Water L o c E U of o m Sample [ESpoon Sample = Table N Z, n E o o x 0 SM FILL: Light gray-brown, fine grained, dry, silty sand ON, 1 loose to med dense, trace shell fra s and organics. 9.e% At 2 ft.: Becomes yellowish tan, fine to medium 4.1 96.3 108.0 31 24 Sulf SP sand with shell fragments, micaceous, dry, 11 avm medium dense, trace rootlets. 2.6 5 At 5 ft.: Light brown to tan, fine to medium sand, 2.9 98.3 micaceous, same, but more dense. 2.1 d4t t 8 ft.: Same, becoming more moist. 8.3 t 9.5 ft.: Encountered groundwater. 10 10 ft.: Same, saturated, dense. 27.1 Total Depth: 10 ft. Groundwater at 9.5 feet. No Caving. 15 Backfilled and Compacted 7/3/2019 20 25 30 35 40 Figure EGA Consultants A-1 LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: EO198.1 Boring No: B-2 Project: 5311 Seashore Dr., Newport Beach, CA Boring Location: See Figure 2 Harris Residence Date Started: 7/3/2019 Rig: Mob. 4" augers Date Corn feted: 7/3/2019 Grind Elev. +/- 12 ft. NAVD88 Sample Z Direct Type 'a m a Shear U Thin Wall 2.5'Ring r Tube ®Sample ii .y c n U c g 0 Bulk Standard Split 4 Static Water 2 0 c E $ U w o ur m Sample m Spoon Sample = Table w r n E F o O W O 2 Slut FILL: Light gray-brown, fine grained, dry silty sand, om. 1 loose to med dense, trace shells and organics. 9.5% —�9/ At 2.5 ft.: Becomes yellowish tan, fine to medium 1.6 93.9 108.0 31 24 Suit SID sand with shell fragments, micaceous, dry, +1 ppm medium dense, trace rootlets. 1.9 5 At 5 ft.: Light brown to tan, fine to medium sand, micaceous, same. 2.4 At 8 ft.: Same, becoming more mois, more dense. 9.1 At 9.5 ft.: Encountered groundwater. 10 At 10 ft.: Same, saturated, dense. 1 24.5 Total Depth: 10 ft. Groundwater at 9.5 feet. No Caving. 15 Backfilled and Compacted 7/3/2019 20 25 30 35 40 Figure EGA Consultants A-2 N r S!� F S S4 AS sv SV R 'a v... p To y l n F Q F F'�i4 n'FF ngTi 'ii y: U N NN N S9 N N N N G> NNN i N N NVNN UVNUN V U �i N � p ry N N F (4)43daa oi...._. .... p LL IPP ....: i N a N a y . :.....i... A i I i i..,i. 4 i i., a H a' M M v N (:q)43dad n w 0 a yC IF n i. i ..i.....r.. ..i. ... e..... ' SO K d d ...n.. r .: ..i......41 .r V_ C d i i e i i N e E 8 E H i v p ..............................; .:......_:........i.... ' C C u O .. ..:................i........i. o (4)4adaa O @ Y m d) u ki n p C a N i i i ..... .., i. n F N Li 41 1,1 r' T < (a)43dea 5311 Seashore Drive,Newport Beach,CA E0198.1 EGA Consultants In situ data Depth(R) qc(tsf) fs(tsf) SBTn Ksbt(ft/s) Cv(ft2/s) SPT N60 Constrained Dr(%) Friction Es(tst) Go(tsf) (blows/feet) Mod.Ctsf) angle(; 1 121.61 0.53 7 4.87E-03 1.33E+02 19 852.35 100 45.93 426.17 534.14 2 125.62 0.56 6 2.09E-03 6.11E+01 19 910.28 94 44.6 455.14 570.44 3 91.14 0.73 6 8.98E-04 2.55E+01 17 887.11 85 43.17 443.56 555.92 4 66.38 0.55 6 2.76E-04 6.59E+00 13 746.26 71 40.73 373.13 467.66 5 35.19 0.22 6 1.37E-04 2.70E+00 10 616.59 60 38.83 308.3 386A 6 39.05 0.27 6 9.22E-05 1.58E+00 9 534.89 52 37.23 267.45 335.2 7 39.73 0.23 6 2.11E-04 4.40E+00 11 651.31 57 38.01 325.65 408.15 8 82.11 0.33 6 6.55E-04 1.83E+01 17 873.29 fib 40.12 436.64 547.26 9 142.35 0.6 6 2.06E-03 8.06E+01 26 1219.42 83 42.9 609.71 764.17 10 2.28.7 0.91 7 3.09E-03 1.47E+02 33 1485.96 92 44.3 742.98 931.2 11 222.82 1 7 4.99E-03 2.80E+02 40 1750.39 100 45.58 875.19 1096.91 12 310.92 1.23 7 4.58E-03 2.80E+02 43 1907.95 100 45.91 953.98 1195.65 13 284.41 1.46 7 4.39E-03 2.78E+02 45 1980.28 100 45.94 990.14 1240.97 14 247.4 1.21 6 2.41E-03 1.50E+02 42 1945.22 98 45.12 972.61 1219.01 15 211.65 1.36 6 2.06E-03 1.30E+02 42 1975.1 96 44.91 987.55 1237.73 16 274.66 1.58 6 1.88E-03 1.25E+02 44 2082.48 97 45.02 1041.24 1305.02 17 274.42 1.62 6 1.81E-03 1.20E+02 43 2062.76 95 44.76 1031.38 1292.66 18 199.93 1.2 6 1.88E-03 1.19E+02 42 1981.62 93 44.37 990.81 1241.81 19 250.17 1.13 7 2.92E-03 1.70E+02 40 1820.72 91 44.09 910.36 1140.98 20 270.98 0.69 7 1.51E-02 9.38E+02 49 1936.57 100 46.07 968.29 1213.58 21 510.54 0.77 7 2.42E-02 1.78E+03 61 2298.4 100 47.64 1149.2 1440.33 22 550.8 2.05 7 0.00E+00 0.00E+00 68 2559.8 100 48.49 1279.9 1604.14 23 470.41 1.44 7 1.63E-02 1.65E+03 80 3153.99 100 49.24 1577 1976.5 24 680.17 3.32 7 1.49E-02 1.60E+03 85 3360.53 100 49.49 1680.27 2105.93 25 632.47 2.88 7 1.51E-02 1.73E+03 91 3586.31 100 49.88 1793.16 2247.42 26 594.93 2.28 7 1.31E-02 1.48E+03 88 3518.55 100 49.51 1759.27 2204.96 27 598.57 3.09 7 1.13E-02 1.29E+03 88 3580.06 100 49.38 1790.03 2243.51 28 613.24 3.21 7 6.58E-03 7.63E+02 85 3619.83 100 48.76 1809.92 2268.43 29 446.22 2.88 7 4.15E-03 4.50E+02 76 3383.69 100 47.68 1691.84 2120.45 30 367.52 2.39 7 3.42E-03 3.35E+02 68 3061.68 100 46.68 1530.84 1918.65 31 433.7 1.87 7 3.54E-03 3.27E+02 64 2890.21 too 46.24 1445.11 1811.2 32 383.89 2.05 6 1.06E-03 9.65E+01 57 2837.56 94 44.59 1418.78 1778.21 33 119.65 2.92 6 1.23E-04 1.07E+01 45 2718.48 76 42.15 1359.24 1703.58 - 34 106.59 2.81 5 7.88E-06 5.75E-01 30 2281.24 54 40.05 1140.62 1429.58 35 88.54 1.54 5 1.12E-05 8.07E-01 31 2248.24 55 39.78 1124.12 1408.9 36 135.6 2.33 5 2.12E-05 1.54E+00 32 2258.31 57 39.74 1129.16 1415.21 37 148.21 2.32 6 3.01E-05 2.42E+00 37 2510.18 62 40.44 1255.09 1573.04 38 155.86 2.57 5 1.45E-05 1.15E+00 34 2479.76 57 40.07 1239.88 1553.98 39 77.62 2.57 5 4.68E-06 1.86E-01 27 1241.92 48 39.09 1081.32 1355.26 40 40.1 1.12 4 6.46E-07 1.41E-02 19 682.78 0 0 0 1066.14 41 36.2 0.9 4 4.12E-07 7.04E-03 15 533.7 0 0 0 904 42 45.81 1.28 4 3.52E-07 5.87E-03 15 519.91 0 0 0 905.77 43 37.28 1.11 4 4.59E-07 9.25E-03 18 628.4 0 0 0 1043.53 44 59.58 1.84 4 3.42E-07 6.71E-03 18 612.54 0 0 0 1073.07 45 42.52 1.57 4 3.35E-07 6.81E-03 18 634.77 0 0 0 1116.21 46 42.16 1.4 4 1.35E-07 2.05E-03 15 474.25 0 0 0 982.89 47 25.25 0.95 4 1.29E-07 1.84E-03 15 446.3 0 0 0 932.75 48 36.62 1.08 4 1.10E-07 1.49E-03 14 423.17 0 0 0 909.7 49 37.28 1.18 4 1.58E-07 2.30E-03 15 454.21 0 0 0 914.79 50 31.95 0.8 4 1.46E-07 2.01E-03 14 432.09 0 0 0 883.41 CPT-1 advanced to 50.60 feet on July 10,2019 5311 Seashore Drive,Newport Beach,CA E0198.1 EGA Consultants Estimations Nkt Su(tsf) Su ratio Koer OCR Vs(ft/s) state Ko Sensitivity peak phi Shear strength parameter M (tsf) 0 0 0 0.33 0 533.28 -0.29 0 0 0 0.03 0 0 0 0.33 0 551.11 -0.26 0 0 0 0.06 0 0 0 0.33 0 544.05 -0.23 0 0 0 0.08 0 0 0 0.33 0 498.99 -0.18 0 0 0 0.1 0 0 0 0.33 0 453.57 -0.14 0 0 0 0.12 0 0 0 0.33 0 422.46 -0.11 0 0 0 0.13 0 0 0 0.33 0 466.17 -0.13 0 0 0 0.16 0 0 0 0.33 0 539.79 -0.17 0 0 0 0.2 0 0 0 0.33 0 637.86 -0.23 0 0 0 0.24 0 0 0 0.33 0 704.13 -0.26 0 0 0 0.29 0 0 0 0.33 0 764.21 -0.28 0 0 0 0.33 0 0 0 0.33 0 797.87 -0.29 0 0 0 0.36 0 0 0 0.33 0 812.85 -0.29 0 0 0 0.39 0 0 0 0.33 0 805.62 -0.27 0 0 0 0.41 0 0 0 0.33 0 811.79 -0.27 0 0 0 0.44 0 0 0 0.33 0 833.56 -0.27 0 0 0 0.47 0 0 0 0.33 0 829.61 -0.27 0 0 0 0.49 0 0 0 0.33 0 813.13 -0.26 0 0 0 0.51 0 0 0 0.33 0 779.42 -0.25 0 0 0 0.54 0 0 0 0.33 0 803.83 -0.29 0 0 0 0.61 0 0 0 0.33 0 875.71 -0.33 0 0 0 0.67 0 0 0 0.33 0 924.17 -0.34 0 0 0 0.73 0 0 0 0.33 0 1025.84 -0.36 0 0 0 0.78 0 0 0 0.33 0 1058.89 -0.36 0 0 0 0.82 0 0 0 0.33 0 1093.89 -0.37 0 0 0 0.87 0 0 0 0.33 0 1083.5 -0.36 0 0 0 0.89 0 0 0 0.33 0 1092.93 -0.36 0 0 0 0.92 0 0 0 0.33 0 1098.99 -0.35 0 0 0 0.93 0 0 0 0.33 0 1062.53 -0.33 0 0 0 0.93 0 0 0 0.33 0 1010.71 -0.31 0 0 0 0.93 0 0 0 0.33 0 982 -0.3 0 0 0 0.95 0 0 0 0.33 0 973.02 -0.26 0 0 0 0.92 0 0 0 0.33 0 952.38 -0.21 0 0 0 0.87 0 0 0 0.33 0 872.44 -0.17 0 0 0 0.84 0 0 0 0.33 0 866.1 -0.16 0 0 0 0.85 0 0 0 0.33 0 868.04 -0.16 0 0 0 0.87 0 0 0 0.33 0 915.17 -0.18 0 0 0 0.92 0 0 0 0.33 0 909.6 -0.17 0 0 0 0.93 0 0 0 0.33 0 849.46 -0.15 0 0 0 0.93 14 3.48 2.98 0.33 13.95 753.42 0 1 2.23 0 3.48 14 2.72 2.27 0.33 10.64 693.77 0 1 2.42 0 2.72 14 2.65 2.16 0.33 10.13 694.45 0 1 2.37 0 2.65 14 3.21 2.55 0.33 12.01 745.39 0 1 2.23 0 3.21 14 3.13 2.43 0.33 11.44 755.86 0 1 2.03 0 3.13 14 3.24 2.46 0.33 11.61 770.91 0 1 1.98 0 3.24 14 2.42 1.8 0.33 8.4 723.41 0 1 1.82 0 2.42 14 2.28 1.66 0.33 7.73 704.71 0 1 1.95 0 2,28 14 2.16 1.54 0.33 7.17 695.95 0 1 1.98 0 2.16 14 2.32 1.62 0.33 7.58 697.89 0 1 2.22 0 2.32 14 2.2 1.51 0.33 7.06 685.82 0 1 2.33 0 2.2 CPT-1 advanced to 50.60 feet on July 10,2019 6/19/2019 DigAlert Confirmation for Ticket Al 91640517-OOA From: noreply <noreply@digalert.org> To: WORTHY10<W0RTHY10@A0I..00M> Subject: DigAlert Confirmation for Ticket Al91640517-OOA Date: Thu, Jun 13, 2019 11:30 am EMLCFM 01741A USAS 06/13/19 11: 30: 34 A191640517-00A NEW NORM POLY LREQ Thank you for contacting Underground Service Alert of Southern California. This is an automatically generated confirmation of your DigAlert. For your safety please excavate carefully around the marked utility lines. For more information regarding DigAlert ' s web portals, mobile apps and text messaging, please visit www.digalert.org or text Services to DIGALT (344258) . This email comes from an automated program that is NOT MONITORED. DO NOT REPLY TO THIS EMAIL. This is not a certified copy of the ticket. Ticket : A191640517 Rev: 00A Created : 06/13/19 11: 30 User: LLF Chan : 100 Work Start : 06/24/19 08:00 Legal Start : 06/24/19 08:00 Expires : 07/11/19 23 : 59 Response required: Y Priority: 2 Excavator Information Company: KEHOE TESTING & ENGINEERING Co Addr: 5415 INDUSTRIAL DR City : HUNTINGTON BEACH State: CA Zip: 92649 Created By: JOHN-PAUL DURAND - EGA CONSULT Language: ENGLISH Office Phone: 949-274-1354 SMS/Cell : 949-274-1354 Office Email : WORTHYIO@AOL.COM Site Contact : JOHN-PAUL DURAND Site Phone: 949-274-1354 Site SMS/Cell : Site Email : Excavation Area State: CA County: ORANGE Place: NEWPORT BEACH Zip: 92663 Location : Address/Street : 5311 SEASHORE DR : X/ST1 : 54TH ST Delineated Method : WHITEPAINT Work Type: (1) CPT TEST Work For : EGA CONSULTANTS Permit: NOT REQUIRED Job/Work order: 1 Year: N Boring: N Street/Sidewalk: Y Vacuum: N Explosives : N https://mail.aol.com/webmail-std/en-us/PrintMessage 112 APPENDIX B LABORATORY RESULTS 1: 9 G3SORWorks GEOLOGY•GEOI'ECH-GROUNDWATER EGA Consultants July 16, 2019 375-C Monte Vista Avenue Project No. 114-577-10 Costa Mesa, California 92627 Attention: Mr. David Worthington, C.E.G. Subject: Laboratory Test Results 5311 Seashore Drive Newport Beach, California Dear Mr. Worthington: G3SoilWorks, Inc. performed the additional requested laboratory test on the soil specimen delivered to our office for the subject project. The results of this test 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, G3SoilWorks, Inc. ceR`?`t�' 01 By; 26 a 3o a 1 J. rikawa, i k RGE 2726, Reg. Ex Attachment Laboratory Test Results 350 Fischer Ave. Front • Costa Mesa, CA 92626 P: 714 668 5600 www.G3SoilWorks.com EGA Consultants July 16, 2019 Laboratory Test Results Project No. 114-577-10 5311 Seashore Drive Page 2 of 3 Newport Beach, California LABORATORY TEST RESULTS Summarized below is the result of requested laboratory testing on the sample 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' 98.3 4.1 B-1 @ 4.0' 2.6 B-1 @ 5.0' 98.3 2.9 B-1 @ 6.0' 2.1 B-1 @ 8.0' 8.3 B-1 @ 9.5' 27.1 B-2 @ 2.5' 93.9 1.6 B-2 @ 4.0' 1.9 B-2 @ 6.0' 2.4 B-2 @ 8.0' 9.1 B-2 @ 9.5' 24.5 Notes: (') Denotes small bulk sample for moisture content testing only. Soil Classification Requested soil samples were classified using ASTM D2487 as a guideline and are based on visual and textural methods only. These classifications are shown below: Sample Identification Soil Description Group Symbol B-1 @ 0-3' Silty sand with shell fragments — light SM grayish brown, organics Fine to medium sand with shell B-1 @ 8.0' fragments— light brown, rootlets, SP micaceous 350 Fischer Ave. Front • Costa Mesa, CA 92626 - P: 714 668 5600 • www.G3SoilWorks.com EGA Consultants July 16, 2019 Laboratory Test Results Project No. 114-577-10 5311 Seashore Drive Page 3 of 3 Newport Beach, California Maximum Dry Density and Optimum Moisture Content Maximum dry density and optimum moisture content test was performed on the submitted bulk soil samples in accordance with ASTM: D 1557. The results are shown below: Sample Identification Maximum Dry Density Optimum Moisture (pcf) Content (/o) B-1 @ 0-3' 108.0 9.5 Sulfate Content A selected bulk sample was tested for soluble sulfate content in accordance with Hach procedure. The test result is shown below: Sample Identification Water Soluble Sulfate In Soil Sulfate Exposure (ppm) (ACI 318-08, Table 4.2.1) B-2 @ 0-3' 11 SO 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.G3SoilWorks.com DIRECT SHEAR TEST Undisturbed 4.000 ,,. 3,750 ; _........... ........................................ .............-..... 3,500 . ,. ., 3,250 ; ,. 2,750 2.500 w ........... . . . . . . . . . . . . . . . . . Z. ... 2,250 ! : i ' , w 2,000 n . ... . . w1,750 ii ; ; : ............... . . .. .:...:.:......:... .......: :... ..... .: r . . : : : : . . _ . . . . ............................. .......,...., .. .:. ........................._.......... ............._. :. 1,500 . : . 1,250 1,000 750 . ..:..: ..:.:... ........:......._.._.... .......:. . :.: ......: .... .... . : . . , ., ...; . . i.. . , , :.... .. 500 250 0 0 500 1,000 1,500 2.000 2,500 3,000 3,500 4,000 NORMAL STRESS, PSF 5311 Seashore Drive, Newport Beach, CA COHESION 24 psf. FRICTION ANGLE 31.0 degrees symbol boring depth(fl.) symbol boring depth(ft.) FIGURE S-1 • e-1 2.5 DIRECT SHEAR TEST PN: 114-574-10 REPORT DATE:7/16119 350 Fischer Ave. Front G 3 S o i l Wo r k s Costa Mesa, 92626 _ _ � Phone:(714)66 66II 5600 www.G3Sci I Works.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 performed in accordance with the American Society for Testing and Materials Test Method ASTM: D 1557. 531 I Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.HO198.1 July 17,2019 III. 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. Recomoaction: Over excavated and processed soils which have been properly mixed and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent. 6. Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground should be benched. The lowest bench should be a minimum of 15 feet wide, and at least 2 feet deep, expose firm material, and be approved by the consultant. Other benches should be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5:1 should be benched or otherwise over excavated when considered necessary by the consultant. 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Proiecl No.E.0198.1 July 17,2019 2 7. Approval: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches should be approved by the consultant prior to fill placement. IV. FILL MATERIAL 1. General: Material to be placed as fill should be free of organic matter and other deleterious substances, and should be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics should be placed in areas designated by the consultant or mixed with other soils until suitable to serve as satisfactory fill material. 2. Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, should not be buried or placed in fill, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 3. Import: If importing of fill material is necessary for grading, the import material should be approved by the geotechnical consultant. V. FILL PLACEMENT AND COMPACTION 1. Fill Lifts: Approved fill material should be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. . Each layer shall be spread evenly and should be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. 2. Fill Moisture: Fill layers at a moisture content less than optimum should be 5311 Seashore Drive,Newport Beach,CA Soils Report-I-larris Residence Project No.F0198.1 tidy 17,2019 3 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 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 5311 Seashore Drive,Newport Bench,CA Soils Report-Harris Residence Project No.E0198.1 July 17.2019 4 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. 5311 Seashore Drive,Newport Beach,CA Soils Report-Harris Residence Project No.EO198.1 July 17,2019 5 APPENDIX D USGS DESIGN MAPS DETAILED REPORT OSHPD 5311 Seashore Drive, Newport Beach, CA 5311 Seashore Dr, Newport Beach, CA 92663, USA Latitude, Longitude: 33.6232544, -117.9446595 West Sunset Newport Park Ridge Park c HIpP qpP sP aa� Superior Lot dshPr yti PO' y^N Newport Beach, CAQ Pp' qDP Ri�er4'e Go gle Map data 02019 Google Date 711612019,6:47:28 PM Design Code Reference Document ASCE7-10 Risk Category It Site Class D-Stiff Soil Type Value Description Ss 1.692 MCER ground motion.(for 0.2 second period) St 0.626 MCER ground motion.(for 1.0s period) SMs 1.692 Site-modified spectral acceleration value SM1 0.939 Site-modified spectral acceleration value SDs 1.128 Numeric seismic design value at 0.2 second SA Sol 0.626 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fs 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.692 MCEO peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.692 Site modified peak ground acceleration Tt 8 Long-period transition period in seconds SSRT 1.692 Probabilistic risk-targeted ground motion.(0.2 second) SSUH 1.871 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 3.326 Factored deterministic acceleration value.(0.2 second) S1RT 0.626 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.68 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 1.14 Factored deterministic acceleration value.(1.0 second) PGAd 1.225 Factored deterministic acceleration value.(Peak Ground Acceleration) CR8 0.905 Mapped value of the risk coefficient at short periods CR1 0.921 Mapped value of the risk coefficient at a period of 1 s MCER Response Spectrum 2.0 1.5 m 1.0 0.5 0.0 0.0 2.5 5.0 7.5 Period, T(sec) — Sa(g) Design Response Spectrum 1.5 1.0 m h 0.5 0.0 0.0 2.5 5.0 7.5 Period, T(sec) Sa(g) DISCLAIMER While the Information presented on this website is believed to be correct,SEAOC,/OSNPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudeAongitude location in the search results of this webstie. APPENDIX E LIQUEFACTION ANALYSIS a m ¢ m u � o w o v a g o a m ^l n r c a o 3 � w o z � ti o O O O O O O O O O O O O ? P d' OO N P 10 M O h N h h �O Ill 1l1 VI V V M M M M N N N' � U � M M M N N N ti N O O O P P W W W N h N C In W N �O .+ V .� z .-I d' P H O Ni lh O N Vi Ih O N Vl Ih OO N N Ih OO fV In ] U1 b N N N N M M M M (F sF eF eY V1 I!1 N VI �D 10 b IA N co W M W M F d' P NO N N W M O� dl 0' VI 0' �0' l� N W ^M'I Vl OO N d � b N N M M N ti N N ? Y W IO 10 W N n P M W �O d' N N N N H Y h P M Y �O 0 'M'I C CO 1� P M C 1G N fA M V1 M N O N P N Ih ti H ti H '1 ti N H rl H 'I N H H H H rl rl M ti ti N N H N U V1 V1 V1 N W W W W V1 N N N V1 N N V1 Vl V1 V1 VI M N Ill N OO C OO W W W W W W P P P P P P P P P P u c o r n o c o o c o c c o 0 o c o o c o m u W W W W W W W W W W W W W W W W W W W W W W W W 1y O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 O o d p a C M M M V1 N V1 M M M M M M M M M M M M ti ti G C o Z V v `d •q S L pq q d V V A � C zVI VI M g � g M M N VI M N N N N N M N N Vl VI 1n N N Vl P P N M O P H N 10 M O M V1 N N d' M N O P W O M < M c p Y C ^ E E j � ?+ r o d d E g c d C m 10 Vl �q cO N N W W P P O O ti N N P N In W N q m M P N Li W a N a N o InN ,F.. M (�1 M N M ? N �O N W P O '+ d' �O W O •+ N M d' 'r M C a � 10 a > `o w Z U 3 ¢ ¢ m a O Q 0 N U 6 o w o w u N F N go` a w w a Cm r c 0 0 a 3 ,r w o z o ai o v v m t Lp V1 q LO N N a s g Vl M M M N N ti ti O O O P P W W W n 1� to O In O Vf O Vl O 4n O Li P It P M O V1 N lh O fV N Ih G (V v1 lh C N N 1� OO d' W 6 M W M n N � sF l6 N n N ry N W N N b M N d'N O O b O Vf O F N N � 1� ryl O� Vf O �O ri 1� f V (9 O V ti fV n M a N h 1� W M n M V1 VI O W n W M Vl W N V1 O O O N Vl � N � g 4 M d O W N N N N N N IA N N N Cg V( N t�m N V� W f d' O 'E O 'G 'G 'O 'O ui 'G Vf P N a V1 1!1 4!1 '1 ey N M '1 H rl M rl '1 rl ey rl 'I '1 H �-1 �-1 e4 rl '-I e4 fl E P P P V Y V K ry N H .y 'I -1 ti ti N fl ti fl ti fl r1 fl N ti N fl rl rl ti fl r1 fl c � E � w W W W OJ W W W W W W W W W W W W W W W W W W W W W W W U O O O O O O O O O O O O O O O O O O O O O O O O O O V V1 Vf lA IA N IA In N N V1 Ilf N N Vf N N N N M N Vf N Ifl VI N VI R � O E e pp 5 E o " ti N M ti N M M M M M V1 V1 Vf N N M N H V1 V1 V1 Vf N c P z � °p c o _ L N '> 0 - A a T o w IZ V V U U V U U U U U V V V G p C 4 n N C O a O a 00 q o Y h a 2 v � C yC N p n M VI N N VI M IA � V) M N N Vl V V V V V V V V V V V V V v .a 8 `o h .� fi '-• ro „ �O P N Vf W d' h O M Cp P N VI W ti VI W d' "i 1� r OJ W OJ P o N T OO OO OO ti � � � N � M M d' d' -i IE r N �p I� W P O N M � VI b n W P O N M T V1 � h W P O p 'v C m y •va kE ti '- o m ¢ m M 6 U 0 r m N h ry m o > g o a ec n o v 0' z 0 ti o as In .+ oO � a000000000000000o m m 0 0 0 .. o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r E o 0 0 0 0 0 0 0 0 0 0 66 66 c o 0 0 0 0 0 0 o i w > a o c 5 u L L n E b > v > 1f) -1 a m N N d' ry r N O O O O O O O O O O O O O O O O � .ti OO OO O OO N N N N N N N fJ N N N N N N N N F vMi � a N H W O O O O O pO (V N N (V (V (V (V N fV IV N N N IV N N C a: V Vl O O O O O O O O O O O O O O O O p N O O O G C O N N N IV N N N tV 1V N fV N N N N (V II yb. U � b V � C ti Ti '1 M '1 r4 eY rl '1 rl '1 b Y W W W W W W W W W W W W W W W W W W W W W W W W N 4 W 4 N �onrnnnn W W w W W W W W W W W W W . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 ti u O O O O P P P W W W r r r b CO P f N VI F V M M N N C O O O O P P P P P P P P P P P P 0 P P P P 0 o c 00 c P o 0 0 0 0 0 t i M U 00 0 c W N Vf O IO IO P VI �O d' O O W C P M O P N P W 4 W M C �-1 C �O l� OJ O M b fV M OO b lV N d' W N `V' M M M d M M M M M W M M M M M M M W W W W W h C W V IR G C Y C of M 14:V 0 C d' W Y ? of of I i of of y, W y y 1n N VI V1 Vf Vf VI VI VI I 0 A Vi 1N vl vj VI I+1 M 1+1 1+1 , SZ C C d W V a ry' d F N O r �O N OO W 1n d� d' N W r rl VI W d ri 4 '4 ri W M O d' P ?. v coo wo v m � Y c 0 0 0 3 � 01 0 z o ti d ' o cc 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 o c c o d o 0 0 o d o 0 0 0 0 0 0 0 0 0 0 0 0 o N w o o u c c w � V m O O O O O O O O O O O O O ry' ry' d ry' ry' d d d ry' d d d q' O O O O O O O O O .-1 M N N N lV N N N !V IV fV (V ry lV F N Ful 0 0 0 0 0 0 0 0 0 0 0 0 o d d d d d d d d d d d d d � 6 O O O O O O O O O O O O O d d d d d d d d d d d d d y C 0 0 0 0 0 0 0 0 0 0 0 0 0 2 c c 2 d 2 2 d c 2 d 2 d n o N (V fV N N N N fV fV (V (V (V !V P d � O U e E E O. O. O. O. P P 0. T O. P 4 tR Z m s` � C - a c 0 � a o r� r I t% •+ W W W CO co W W W W W W W h 1� n n n n h n n n n n n n O OO OO G O C O O OO C O OO OO O OO O O O O O O O O O O O Yd y y � n v h ao ; O. P N T W W W W M OR W W cq W OR W W W OR W m W W OR1� r � pO O OO OO 4 { E fi Y 0 n rn o n m N m N m m M m d d d d d d d d d d d d d n N d' .O M .D M M O W T 1I1 N N � � '� C c c c c c c c c c c c c c w $ O � v�' ... 3 0 . In m V1 IA N N N .O ? d' ? d' d' 9 and h .O d' N .O r� fV 1' vl vi C C C G C C C C C F C C C C °� � c V a ro ¢ .1 m Q mug V W p w o N u ti N F ry er � c o O n w Y Z � w d > In � aC+ w a o u r c O m m > v y N 1 V O O O O O O O O O O O O O O O O O O O N O O N O O O O O O O O O O O O O O O O m c c o c o 0 0 0 o c o 0 o co 0 0 0 0 0 o a o 0 c N d O O N O O N ti O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O C O O C OO OO OO O O O OO OO O OO OO OO OO O OO OO O O O O N d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 E N d O O N O O N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O . . . . . . . . . . . . . . . . . . . . . . . . q O W O O O O O O O O O O O O O O O O O O O O O O O O � C G Y � � O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O A d O O O O O O O O O O O O O O O O O O O O O O O O M M M M M M M M M M M M M M M M M M M M M M M M . . . . . . . . . . . . . . . . . . . . . . . . O O O O O O O O O O O O O O O O O O O O O O O O E to C h d y 3 J Eb E v UGC q N } g i h d O O N N O O M N W W 1n O N W P O N W N M ? h O Q N li M ID O d' N M O IO d' W V1 W M v OO OO OO O O C O O ti T T T T T M M M M (V 12 d` IA T l� v y E 1° O a U o >. 5ov m � � � c 0 0 a 3 �C v c ai o > N O ao+ v � o u L C ✓1 N N > W N N i rl 'i ti N U O OO C C OO OO OO C OO O O O C C C O C O O C C O O C C C OO P � E c � y 1 O O O O O O O O O O O O O O O O O O O O O O O O O O O n 'o W V E a O O O O O O O O O O O O O O O O O O O O O O O O O O N a O O O O O O O O O O O O O O O O O O O O O O O O O O O u q i 0 0 0 0 0 0 0 0 0 0 0 o c o c o 0 o c c o c o 0 0 0 o m E 5 � N D W `o 'a 0 O O O O O O O O O O O O O O O O O O O O O O O O O O 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - a a o p W 41 a l O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 o O O o 0 o O O C 0 0 0 OO C C C C C C C C G G OO d Y k o m W M u u N S M M M M M M M M M M M M M M M M M M M M M M M M M M ty d, H O O O C C O O O OO O O O C C O C C 00 C C OO O OO OO OO � S ; 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o n a a or 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �- 0 c m s cs Y I� P P N W M d O vl O P O O O O O O O O O O O O O ,ti W N O O W P N N N N W W PO NN OC OO OO OOO OO OO OO OO OO OO OO O O