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HomeMy WebLinkAbout20191023_Geotechnical_07-22-2019. l I ' 1 I consultants -1 I '_/ .J GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT 2541 CIRCLE DRIVE NEWPORT BEACH, CALIFORNIA Presented to: LARKIN 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 22, 2019 Project No. EO199.1 engineering geotechnical applications 375-C Monte Vista Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 PA2019-217 -1 I consultants July 22, 2019 Project No. EO199.1 engineering geotechnical applications Site: Proposed Cu~tom Home: 2541 Circle 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 Foundations: Footing Bearing Pressure: Passive Lateral Resistence: Perimeter Footing Widths: Perimeter Footing Depths: Coefficient of Friction Mat (Optional): Soil Expansion: Soil Sulfate Content: Building Pad Removals: Maximum Soil Density: Building Slab: Recommendations 1,750 psf -building, continuous; 2,250 psf -pad footings 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, [SO] min. 2½ ft. overexcavation (+ 6 inches of scarification) 105.0 pcf, @ 10.0% opt. Moisture Content * Concrete slabs cast against properly compacted fill materials shall be a minimum of 5 inches thick (actual) and reinforced with No. 4 rebar at 12 inches on center in both directions. * Dowel all footings to slabs with No. 4 bars at 24 inches on center. * Concrete building slabs shall be underlain by 2" clean sand, underlain by a min. 15 mil thick moisture barrier, with all laps sealed, underlain by 4" of ¾ -inch gravel (capillary break). Seismic Values (per CBC 2016, ASCE 7-10): Site Class Definition (Table 1613.5.2) Mapped Spectral Response Acceleration at 0.2s Period, 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, Fv Adjusted Spectral Response Acceleration at 0.2s Period, SMs Adjusted Spectral Response Acceleration at 1 s Period, SM 1 Design Spectral Response Acceleration at 0.2s Period, S 0 s Design Spectral Response Acceleration at 1s Period, S 01 D 1.718 g 0.634 g 1.00 1.50 1.718 g 0.951 g 1.145 g 0.634 g PGAm= 0.709 g 375-C Monte Vista Avenue• Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 PA2019-217 , I consultants engineering geotechnical applications ' 1 I I LARKIN RESIDENCE c/o: Eric Olsen, AIA 2728 E. Coast Highway, Suite "A" Corona Del Mar, CA 92660 Subject: Dear Eric, GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT 2541 CIRCLE DRIVE NEWPORT BEACH, CALIFORNIA July 22, 2019 Project No. EO199.1 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. I This opportunity to be of service is appreciated. If you have any questions, please call. . j I ,J Very truly yours, I Copies: (3) Addressee ! ~ ..... / JOHN F. EGGERS Staff Geologist PA2019-217 C 1 j I I _.J I ,_J I I I INTRODUCTION GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL DEVELOPMENT LOCATED AT 2541 CIRCLE DRIVE NEWPORT BEACH, CALIFORNIA July 22, 2019 Project No. EO199.1 In response to your request and in accordance with the City of Newport Beach Building Department requirements, we have completed a preliminary geotechnical investigation at the subject site located at 2541 Circle Drive, within the Bayshores community, 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.) to groundwater; • Continuous Cone Penetration Test (CPT) sounding to a depth of 39 feet (geologic refusal under a 500-ton point load) 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 117 A); 2 PA2019-217 ,-l l l • Preparation of this report presenting our findings, conclusions, and recommendations. GENERAL SITE CONDITIONS The subject property is a 40 to 85 ft. by 81 to 97 ft., wedge-shaped lot located at 2541 Circle Drive within the City of Newport Beach, County of Orange. The subject lot is located within the Bayshores gated community of Newport Beach, near the south side of Pacific Coast Highway. The Newport Bay and the southern mouth of the Lower Back Bay are located roughly 400 ft. southwest and 1,500 ft. northeast of the site, respectively. For the purpose of clarity in this report, the lot is bound by Circle Drive to the west, by a rear alley to the north, and by similar single family dwellings to the east and south (see Plot Plan, Figure 2). The site is legally described as Lot 19, Tract No. 1140, Unit Three of Bay Shores (APN 049-17 4-06). Channel waters of the Newport Bay harbor are located approximately 400 feet southwest of the subject property; and the Pacific Ocean is located approximately 1 kilometer southwest of the property (across the Balboa Peninsular, 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 one-story, cottage residence situated on a graded level pad. An attached garage is located on the north side of the residence and is accessed by the alley. 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 and preliminary review of plans with the project architect, Eric Olsen, the proposed residential development shall include the demolition of the existing structures, and the construction of a new three-story, 4,432 sq. ft. residence in its place. An attached two-car garage is proposed to be accessed via the alley on the north side of the lot. The proposed residential footprint and site plan is shown in Figure 2, herein. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO I 99. I July 22, 20 I 9 3 PA2019-217 l 7 l 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. 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 (8- 1 and 8-2) to a depth of 10 feet below grade (b.g.) and one CPT probe (CPT-1) to a depth of 39 ft b.g. (geologic refusal under a 500-ton point load). Copies of the data output results of the Liquefaction Analysis are found in Appendix E, Liquefaction Analysis. Copies of the CPT-1 continuous soil profile log and data output sheets are found in Appendix A. Prior to drilling, the underground detection and markup service (Underground Service Alert of Southern California) was ordered and completed under DigAlert Confirmation No. A 191700259-00A. 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 % 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. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EOl99. l July 22, 2019 4 PA2019-217 7 7 7 I- I -_ I J J J 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) Sulfate Content (CA 417, ACI 318-14) Direct Shear (ASTM D 3080) Consolidation (ASTM D 2435) Geotechnical test results are included in Appendix B, herein. SOIL AND GEOLOGIC CONDITIONS The site soil and geologic conditions are as follows: Seepage and Groundwater According to the Orange County Water District (OCWD), there are no water wells located within the general vicinity of the subject property. Channel waters of the Newport Bay harbor are located approximately 400 feet southwest and 900 feet southeast of the subject property; and the Pacific Ocean is located approximately 1 kilometer southwest of the property (across the Balboa Peninsular). Our data indicates that the perched groundwater encountered is subject to significant tidal fluctuations. Seepage or surface water ponding was not noted 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO199.1 July 22, 2019 5 PA2019-217 7 l J on the subject site at the time of our study. Groundwater was encountered in our test excavations at 6½ to 7½ feet below grade. A tidal chart for the date of the subsurface investigation, June 28, 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 Monterey Formation (Tm). Roadside exposures of massive bedrock of the Monterey Formation (Tm) are visible on the inland side of East Pacific Coast Highway less than ½ kilometers north of the site (Dover Shores 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 39.1 feet b.g. (geologic refusal under a 500-ton point load). 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 20 feet below grade. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO199.1 July 22, 2019 6 PA2019-217 ' l J 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: <. ,,.:DlSf~N~iE.~R~Nf .. $V8JE:Cf SIJ'E''., FAUli. (Seis~lc Source Type) : '(K;jlqm~t~r~) •·· ·'.' .• ., ... • ··• ..... ·, ., '·, M~ll'!lunnifaij•ij~·,~t.~·•••:··•· 'e~.~i!rti~lil.~KE < .... -'MJG~ITOPS · . Newport-2 kilometers southwest 7.2 Inglewood (8) San Joaquin 5 kilometers beneath 6.6 Hills Blind the site Thrust Fault (B) Palos Verdes 16 kilometers 7.1 (8) southwest Chino-Cental 40 kilometers northeast 6.7 Avenue (8) Elsinore (8) 37 kilometers northeast 6.8 Cucamonga 50 kilometers north-7.0 (A) northeast •y .,. ·· ... · ' lVl~ll\llllJM•• · .. JilOJitZOWl'~L ;ReGK:····· ·, ic¢E~E,~TION ' 0.69 g 0.48 g 0.38 g 0.14 g 0.16 g 0.14 g 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 (Tm). 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. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO I 99. I July 22, 2019 7 PA2019-217 cl "l .. l J j l I 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 A, there are no earthquake landslide zones on or adjacent to the site. The proposed development shall be designed in accordance with seismic considerations contained in the 2016 CBC and the City of Newport Beach requirements. Based on Chapter 16 of the 2016 CBC and on Maps of Known Active Near- Source Zones in California and Adjacent Portions of Nevada (ASCE 7-10 Standard), the following parameters may be considered: 2016 CBC Seismic Design Parameters SITE ADDRESS 2541 C' l D. N rt B h CA lfC e nve, ewpo eac, Site Latitude (Decimal Degrees) 33.6144691 Site Longitude (Decimal Degrees) -117.9101851 Site Class Definition D Mapped Spectral Response Acceleration at 0.2s Period, S5 1.718 g .. Mapped Spectral Response Acceleration at ls Period, S 1 0.634 g Short Period Site Coefficient at 0.2 Period, Fa 1.00 Long Period Site Coefficient at ls Period, Fv 1.50 Adjusted Spectral Response Acceleration at 0.2s Period, SMs 1.718g Adjusted Spectral Response Acceleration at Is Period, SM 1 0.951 g Design Spectral Response Acceleration at 0.2s Period, S05 1.145 g Design Spectral Response Acceleration at Is Period S01 0.634 g In accordance with the USGS Design Maps, and assuming Site Class "D", the mean peak ground acceleration (PGAm) per USGS is 0.709 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). 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO199.l July 22, 2019 8 PA2019-217 I I . I l . j FINDINGS Subsurface Soils As encountered in our test borings, the site is underlain by sandy fill and native materials as follows: Topsoil: A dark brown, moist, very fine silty clay topsoil with grass and roots was encountered as a 6 to 8 inch layer in both borings. Fill (Af) Fill soils were encountered in each of the borings to a depth of approximately two feet b.g. The fill soils consist generally of fine-grained, dry, loose to medium dense, silty sands with trace shell fragments. The expansion potential of the fill soils was judged to be very low (E. I. = 0) when exposed to an increase in moisture content. Hydraulic and Native Sands (Qes) Underlying the fill materials are hydraulic and native sands as encountered in each of the test borings (B-1, 8-2, 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 20 feet below grade. Based on the laboratory results dated July 18, 2019, the site maximum dry density is 105.0 pcf at an optimum moisture content of 10.0 % (per ASTM D 1557 -the complete laboratory reports are presented in Appendix B, herein). LIQUEFACTION ANALYSIS (Per SP117 A) Liquefaction of soils can be caused by strong vibratory motion in response to earthquakes. Both research and historical data indicate that loose, granular sandy soils are susceptible to liquefaction, while the stability of rock, gravels, clays, and silts are not significantly affected by vibratory motion. Liquefaction is generally known to occur only in saturated or near saturated granular soils. The 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO 199. 1 July 22, 2019 9 PA2019-217 l ' J J J J ,_] J 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 7.5-feet deep 4" diameter hand-auger borings, and a 39.1 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 39.1 feet is less than 1.0 inches, and hence shallow mitigation methods for liquefaction may be implemented per City Code Policy (No. CBC 1803.5.11-2 last revised 7/3/2014). Based on our liquefaction analysis, and in accordance with the City of Newport Beach Policy No. CBC 1803.5.11-12 (NBMC, Chapter 15), we recommend the following mitigative methods to minimize the effects of shallow liquefaction: 1. Tie all pad footings with grade beams. 2. All footings should be a minimum of 24 inches deep, below grade. 3. Continuous foptings 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. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO199.l July 22, 2019 10 PA2019-217 7 j r I I I l J J J 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; soi/- cement shall be used in the upper 2½ 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. Earthwork Grading and earthwork should be performed in accordance with the following recommendations and the General Earthwork and Grading Guidelines included in Appendix C. It is our understanding that the majority of grading will be limited to the re-grading of the building pad for the proposed construction. In general, it is anticipated that the removal of the upper 2½ (+½feet 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 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO I 99. I July 22, 20 I 9 11 PA2019-217 rl J I -I j 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 2½ feet (plus ½ ft. 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. The on-site soils are suitable for reuse as compacted fill, provided they are free of organic materials, debris, and materials larger than six (6) 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. 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 6 inches) should they be encountered, be stockpiled and removed from the site. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO199.1 July 22, 2019 12 PA2019-217 'l ! l I I I l ' J The on-site soils may be used as trench backfill provided they are screened of rock sizes over 6 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). 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 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 Mat foundations: allowable bearing pressure: passive lateral resistence: mat slab thickness: steel reinforcement: coefficient of friction: 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO 199 .1 July 22, 2019 RECOMMENDATIONS 1,000 psf 250 psf per foot min. 12 inches with thickened edges(+ 6 inches) no. 5 bars@ 12" o.c. each way, top and bottom 0.30 13 PA2019-217 rl I 'l J J J ) Modulus of Subgrade Reaction: ks = 100 lbs/in 3 Cement Type for Concrete ifl 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 (SO 4 ) 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 SO4 < 0.10 0 s SO 4 <150 ---------------- [S1] Moderate 0.10 < SO4 < 0.20 150 < SO4 < 1500 11,IP(MS), 0.50 4000 [S2] IS(MS) I P(MS) l(PM)(MS), l(SM)(MS) Severe 0.20 s; SO4 < 2.00 1500 < SO4 < V 0.45 4500 [S3] 10,000 Very Severe SO4 > 2.00 SO 4 > 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. 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 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO199.1 July 22, 2019 14 PA2019-217 ~l 7 I 7 j J J J J 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 visqueen vapor barrier, with all laps sealed, over 4 inches¾ -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 vapor barrier (e.g. "Stego Wrap"), with all laps sealed, underlain by 4 inches of ¾ -inch gravel. We do not advise placing sand directly on the gravel layer as this would reverse the effects of vapor retardation (due to siltation of fines). The above specification meets or exceeds the Section 4.505.2.1 requirement. 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. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EOl99.I July 22, 2019 15 PA2019-217 ~1 7 7 ~l . 1 I I j l J J J J 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 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. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO 199. I July 22, 2019 16 PA2019-217 Cl . l l l j J l ~_j 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 vapor 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. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO199.1 July 22, 2019 17 PA2019-217 7 "l ~l I r-l j · 1 I I I I _ j _J J J J J a. b. C. d. e. f. g. h. I. j. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. Associated References re: Liquefaction Analysis "Dynamic Cone for Shallow In-Situ Penetration Testing, ASTM (01586) Special Technical Publication #399," George F. Sowers and Charles S. Hedges, 1966. "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. "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. "Soil Liquefaction During Earthquakes" by I.M. Idriss and R.W. Boulanger, dated September 8, 2008. "Soils and Foundations, 8th Edition," by Cheng Liu and Jack 8. Evett, dated August 4, 2013. "Evaluation of Settlement in Sands due to Earthquake Shaking" by Kahaji Tokimatsu and H Bolton Seed, Dated August 1987. "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. "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. "Handbook of Geotechnical Investigation and Design Tables" By Burt G. Look, Dated 2007. "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 Geoenvironmenta/ Engineering, ASCE, pp. 830-834, dated June, 2009. REFERENCES "USGS Topographic Map, 7.5 minute Newport Beach Quadrangles, California-Orange Co.," U.S. Department of the Interior, U.S. Geological Survey, dated 2018. "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. "Maximum Credible Rock Acceleration from Earthquakes in California," by Roger W. Reensfelder, dated 197 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. "Guide for Concrete Floor and Slab Construction," by American Concrete Institute, ACI 302.1 R- 04, dated 2004. "California Building Code, California Code of Regulations, Title 24, Part 2," by California Building Standards Commission, 2016. "Seismic Hazard Zone Report for the Newport Beach 7.5-Minute Quadrangles, Orange County, California," by the California Department of Conservation, 1997. "2015 International Building Code," by the International Code Council, dated June 5, 2014. "Geologic Map of California, Santa Ana Sheet," Compilation by Thomas H. Rogers, 1965, fifth printing 1985. "Geotechnical Engineering Investigation of Proposed New Residence at 2691 Bayshore Drive, Newport Beach," by Coastal Geotechnical, Inc. dated January 8, 2018. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. 80199.1 July 22, 2019 18 PA2019-217 7 7 ~l ( J 7 ) --1 l . ) l l . I . j J ··, Source: USGS US Topo 7.5-minute map for Newport Beach OE S, CA 2018. EGA Consultants engineering geotechnical applications SITE LOCATION MAP 2541 CIRCLE DRIVE NEWPORT BEACH, CALIFORNIA Project No: Date: Figure No: EO199.1 JULY 2019 1 PA2019-217 7 7 . I J J J J J I I I I I I I I \ \ \ \ \ \ Source: \ \ \ \ \ \ \ \ \ \ \ \ \ \ -19 \ cP \ \ \ \ \ \ \ \ \ \ \ \ \ \ ALLEY 81'· -~ CPT-~ 'I~ ~~ . ; '-"o- ~-----------------··· ··v '- \ \ \ \ \ PROPOSED RESIDENCE / /cfo LEGEND GEOTECHNICAL BORINGS BY EGA CONSULTANTS CONE PENETRATION TEST BY KEHOE TESTING AND ENGINEERING "Site Plan, Larkin Residence, 2541 Circle Drive, Newport Beach, CA," by Eric Olsen Design, dated June 30, 2019. EGA Consultants engineering geotechnical applications PLOT PLAN 2541 CIRCLE DRIVE NEWPORT BEACH, CALIFORNIA Project No: Date: Figure No: E0199.1 JULY 2019 2 PA2019-217 7 l 7 7 7 l l J J J J J J J r·• .. -..... · .... · ... ·., :···•.···o· ... ·.·.:.--:·.'. ().\ .... t)\; Sources: • • • • •· • • Eolian deposits (late Holocene}-Active or recently active sand dune deposits; unconsolidated. • Marine deposits (late Holocene}-Active or recently active beach deposits; sand, unconsolidated. Estuarine deposits (late Holocene}-Sand, silt, and clay; unconsolidated, contains variable amounts of organic matter. Old paralic deposits, Unit 4 (late to middle Pleistocene}-Silt, sand and cobbles resting • Qopf Tm on 34-37 m Stuart Mesa terrace. Age about .1 200,000-300,000 year.s. -~-.......;.._--I -. ' --•· ..... .. ..... -~.~..., - Old paralic deposits, Units 3-6, undivided (late to middle Pleistocene}-Silt, sand and cobbles on 45-55 m terraces. 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} Siltstone fades-Siltstone and mudstone; white to pale gray, massive to crudely bedded, friable. 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 2541 CIRCLE D~IVE NEWPORT BEACH, CALIFORNIA Project No: Date: Figure No: EO199.1 JULY 2019 3 PA2019-217 7 7 , l j I I I I Balboa Pier, Newport Beach, California Tide Chart Requested time: 2019-06-28 Fri 12:00 AM PDT Balboa Pier, Newport Beach, California .2019-0f-.28 Fri 2013-06-28 Fri2019-,)6-2S Fri 2019-06-28 F'ri 2019-06-29 Sa~ 2019-06-.29 .Sa~OlS-Of-23 Sat 2019-06-29 Sa, 1:28 Al>! PDT 7:15 AM PDT 12::21 PM PDT 6:47 PM PDT 2:0, AM, FDT 8:(15' A.\! PDT 1:03. PM ?DT 7:22 PM PDl' 7 ft---------------------------'--------------- Balboa Pier, Newport Beach, California 33.6000° N, 117.9000° W 2019-06-28 Fri 1:27 AM PDT 0.9 feet Low Tide 2019-06-28 Fri 2:38 AM PDT Moonrise 2019-06-28 Fri 5:43 AM PDT Sunrise 2019-06-28 Fri 7:15 AM PDT 3.2 feet High Tide 2019-06-28 Fri 12:21 PM PDT 1.7 feet Low Tide 2019-06-28 Fri 4:05 PM PDT Moonset 2019-06-28 Fri 6:47 PM PDT 5.3 fe,et High Tide 2019-06-28 Fri 8:05 PM PDT Sunset 2019-06-29 Sat 2:07 AM PDT 0.3 feet Low Tide 2019-06-29 Sat 3:13 AM PDT Moonrise 2019-06-29 Sat 5:44 AM PDT Sunrise 2019-06-29 Sat 8:09 AM PDT 3.3 feet High Tide 2019-06-29 Sat 1:03 PM PDT 1.9 feet Low Tide 2019-06-29 Sat 5:07 PM PDT Moonset 2019-06-29Sat 7:22 PM PDT S.7feet High Tide 2019-06-29 Sat 8:05 PM PDT Sunset 2019-:-06-30Sun 2:45 AM PDT -0.3 feet Low Tide 2019-06-30Sun 3:54.AM PDT Moonrise 2019-06-30 Sun 5:44 AM PDT Sunrise 2019-06-30Sun 8:57 AM PDT 3.5 feet High Tide 2019-06-30Sun 1:44PMPDT 1.9feet LowTide 2019-06-30 Sun 6:11 PM PDT Moonset 2019-06-3OSun 7:58 PM PDT 6.1 feet High Tide 2019-06-30 Sun 8:05 PM PDT Sunset 2019-07-01 Mon 3:24 AM PDT -0.8 feet Low Tide 2019-07-01 Mon 4:42 AM PDT Moonrise 2019-07-01 Mon 5:45 AM PDT Sunrise 2019-07-01 Mon 9:42 AM PDT 3.6 feet High Tide 2019-07-01 Mon 2:26 PM PDT 1.9 feet Low Tide 2019-07-01 Mon 7:15 PM PDT Moonset 2019-07-01 Mon 8:05 PM PDT Sunset 2019-07-01 Mon 8:37 PM PDT 6.4 feet High Tide TIDE CHART EGA Consultants engineering geotechnical applications 2541 CIRCLE DRIVE NEWPORT BEACH, CAL(FORNIA Project No: EO199.1 Date: JULY 2019 Figure No: 4 PA2019-217 ~l l 7 l ~l J J J APPENDIX A GEOLOGIC LOGS and CPT Data Report by Kehoe Drilling & Testing (B-1, B-2, and CPT-1) PA2019-217 7 r-l 7 J rl -l j -j -I , I J J J J Job Number: Proj.ect: Date Started: Date Completed: Sample Type Q) Q) Q) u. 0. "O >, Q) -~ I--e :x. .c ·o ::, ::i a. en Q) (/) i5 a) 0 C ::) SM I 1 -.___ 2S -- SM -5 -ij -z - - - -10 - - - - . '""" 15 - - - - - -20 - - - - - -25 - - - ,_ 30 - - - - -35 - - 40 LOG OF EXPLORATORY BORING Sheet 1 of 1 EO199.1 Boring No: B-1 2541 Circle Drive, Newport Beach, CA Boring Location: See Figure2 Larkin Residence 6/28/2019 Rig: Mob. 4" augers 6/28/2019 Grnd Elev. +/-12 ft. NAVD88 ~ u Direct 0. Shear +J' u X z. (/) Q) ■Thin Wall ~2.5"Ring C: 0. "O I- Q) >, -= 'iii (/) Tube Sample c C: .... LU 0 ~ C: Q) (/) I- 0 0 0 0 0. C 'iii -e-0::: [Z] Bulk [D standard Split ~ static Water ~ Q) E 0 LU 0 C Sample Spoon Sample Table ::, ro ::, I en ~ 0. E I-X ·o 0 LU ·x 0 2 ro 2 .C::nll I I~"-" -,-111 }N FILL: Fine grained sandy siltwith trace clay, dark OM brown topsoil (6"); becomes light brown silty sand, 10.0% medium dense, drv trace aravel. 3.8 97.8 105.0 32 72 Sulf At 2 ft.: becomes fine silty sand, dry, yellow to 2 ppm light brown, medium dense, with <5% shells. At 5 ft.: Same, becoming more moist, more dense. 8.2 94.8 At 6.5 ft.: Encountered groundwater. At 7 ft.: Saturated, boring caving at 7.5 feet. 25.0 Total Depth: 7.5 ft. Groundwater at 6.5 feet. Caving at 7.5 feet. Backfilled and Compacted 6/28/2019 EGA Consultants ~ 1 PA2019-217 ~l l l l -J J l J J Job Number: Project: Date Started: Date Completed: Sample Type w ·if Q) a. "O >, Q) -~ I--e ~ ..c: ::, 0. ·5 U) ::, Q) Cl) ~ a) 0 C: ::J SM I 1 -SM ~ -- .... 5 -X -z -~ - -CL -10 - - - - .... 15 - - - - - -20 - - - - - .... 25 - - - - - -30 - - - - .... 35 - - 40 LOG OF EXPLORATORY BORING Sheet 1 of 1 EO199.1 Boring No: B-2 2541 Circle Drive, ,Newport Beach, CA Boring Location: See Figure 2 Larkin Residence 6/28/2019 Rig: Mob. 4" augers 6/28/2019 Grnd Elev. +/-11 ft. NAVD88 '#, 0 Direct a. Shear u X :i, Cl) "E Q) ■Thin Wall ~2.5" Ring a. "O I- 2 :i, ~ 'in Cl) Tube Sample C: C: -w 0 'in C: Q) (/) I- 0 0 0 0 a. C: 'in -e-0::: [Z] Bulk [D standard Split static Water Q) '.¥ ~ 0 C: E 0 w Sample Spoon Sample Table ::, ro ::, :c t; ~ 0. E I-X ·5 0 w ·x 0 2 ro 2 C:::.("\11 111-,1 _,_, ..,11111',.I FILL: Fine grained sandy silt with trace clay, dark OM. brown topsoil (6"); becomes light brown silty 10.0% sand medium dense drv. trace oravel. 4.6 96.1 105.0 32 72 Sulf At 2 ft.: becomes fine to very fine sand, yellow 2 ppm brown, dry to damp, dense, with <5% shells. At 6 ft.: Same, becoming more moist, more dense. 5.3 92.7 At 7.5 ft.: Encountered groundwater. 26.9 at 9.5 ft. becomes firm, wet silty clay and clay, plastic (worms to 1/8" dia.) · Total Depth: 10 ft. Groundwater at 7.5 feet. Boring Cased to prevent caving Backfilled and Compacted 6/28/2019 EGA Consultants [::] 2 PA2019-217 L_K~' . ET r r " r : L.....__.=noe ,~.., .... :, andl,,,,..·=-··•;eerins-- 714-901-7270 steve@kehoetesting.com www .kehoetesting.com Project: EGA Consultants Location: 2541 Circle Dr, Newport Beach, CA Cone resistance qt ................. ;!'. .................. ;, ................... ~ :·; .......... · ..................... , ........ .. l '.: .................. : .................... : ................... 1 J l 1: l : I. 1 J.·.·.· .... ·.·.·.·.··.·.· ..... ·.~?}t .. ··.· ..... ·.· ..... ·.· ..... ·c .. :.· ..... · ..... ·.· ..... ·.· ..... ·.-Yr·· .. ·"·· ............. ] l!. 1 ;:. 1 •' ;~ ·•· ... · .. · ..... / .. · ... ~ ... , ................................... , ;:t••·········+Jr·•·······•·······>················l ~f ·~~E F~·J -: ': -1 .............. ~ ......... ·?·:, ............... .,. ........... ., ..... J J ::1-1 ................ ~ .... 7 ..................... , .................. i ~ ; ;'. t·.. .. ......... 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""-......_ -- :~ I ..... \ \ \ ' \ \. l l ( r \ l \ L \ \ \ \ ..! ; : ·- .. i'.: . • -l ~• · !: i ,:: l ~ Pressure (psi) CPeT-IT v.2.3.1.8 -CPTU data presentation & interpretation software -Report created on: 7/13/2019, 4:45:18 AM Project file: .... ~--' Friction ratio ""li .. :,j ~-~--·~·! ....... -, ....... ,. .: .... : • H>> 0 ; >•»---y•~•••••!--•••---?-•• ....... ...· ...... .,.....,,1 :: ~ J; ..c .., -0.. ~ .. (LI:! Q 2 ~ ..::-.. ... .-.-r.·.·.·.·.·.'T.· ... ·.·-.r.·.···.·.'T.·.· .. ·.-.r.·.··.·.·.·.r.· .J ···~·· · ····~---..... ~ · · · · · .. :·· · · · ··! .. · · · ··t· · · ···1 .... .,. ....... , ...... .,. ....... , ...... ,;. ...... 1 ,.,.~., ..... t ........ ), ....... j ....... ~ -.. --. -1·····\.i .. ··· .. ~'--···--! .. ·····"l:'-····--·!--··--·~·····••i--••·--·I ~ ~ 1· ·,J-..... ,; ..... , ...... 7 ...... : ...... 7 ...... , ...... 1 ~ ...... t: : : : : : : .. ~ ....... 1:£. : l:•F•+~+••L!•••••l ·E F I Rf(%) ·1 J : 11 1 .: l J I 1 l. ~ I'.:, .,.....,_ l:: ~ 1•; L .,,.,. 0.. ,_ .. (LI:! I Q 2 3 2 1 2 5 ~ s 2 :.: 2 .fr 2 •; : l J.2 3 ·l 35 ]..£. 3.::, ;; E ".: ,~ -, _ __j __J CPT-1 Total depth: 39.13 ft, Date: 7/10/2019 Soil Behaviour Type ...... ~!;t~}lf~a~< . . . . . . ·siiiidJ. ~itt ~ii;··· ···••·!· ······i·· . sut·iaiid:a iiiidr ;i1t·•· -snt,-anifS~nd)·,nt: · ...ci~/ .. ·:· .... ·· ...... ,. :c.if~.~ii:~~r.~ .... . ·•!·"'' . . . . . . Siiiiil ;s· ;il'f siiii4' ·••··!······ ····••·(·••··· Saiid, .. ·!· = · ·siiiia~fs~•·;.;;nt · .. ; ...... . . . . '.:::::v'f.~~t,~rl···· ' Veb· dtm~1'stlf,~l ·····t~t,::::::~~f~~f ~t?· ......... . 1: r ~ 1 5 f: 1:: 12 l'1 JS i5 S BT (Robertson, 2010) 1 PA2019-217 7 ~l --1 2541 Circle Drive, Newport Beach, CA E0199.1 EGA Consultants --i In situ data Depth (ft) qc (tsf) fs (tsf) SBTn Ksbt (ft/s) Cv (ft2/s) SPTN60 Constrained Dr(%) Friction Es (tsf) (blows/feet) Mod. (tsf) angle (0 ) -1 1 56.48 1.93 6 2.33E-04 7.49E+00 18 1005.3 100 47.51 502.65 2 138.06 0.64 6 6.08E-04 2.14E+01 21 1097.27 100 45.72 548.64 3 131.55 0.89 6 1.65E-03 5.78E+01 23 1092.85 96 44.8 546.42 4 119.6 0.88 6 8.95E-04 3.02E+01 21 1053.09 87 43.55 526.54 5 84.84 0.53 6 6.06E-04 1.83E+01 18 942.06 78 42 471.03 6 75.96 0.42 6 2.55E-04 6.82E+00 15 834.13 68 40.21 417.06 7 51.91 0.61 6 1.37E-04 3.48E+00 13 792.62 62 39.36 396.31 8 53.12 0.44 6 2.67E-05 5.52E-01 9 646.24 50 37.59 323.12 9 5.34 0.17 5 7.60E-06 1.13E-01 6 464.76 38 35.39 232.38 10 5.43 0.08 6 3.46E-05 7.06E-01 10 636.88 47 36.52 318.44 11 103.43 0.69 6 9.39E-05 2.93E+00 16 973.22 60 39.1 486.61 12 99.06 1.1 6 2.51E-04 1.07E+01 23 1329.31 73 41.1 664.66 13 135.87 1.08 6 3.29E-04 1.45E+01 25 1378.64 74 41.22 689.32 14 133.66 0.66 6 5.15E-04 2.94E+0l 33 1781.92 85 43.14 890.96 15 246.43 2.54 6 3.66E-04 2.53E+0l 39 2160.32 90-43.94 1080.16 16 207.61 3.08 6 3.13E-04 2.61E+0l 47 2607.11 96 44.89 1303.55 17 235.35 3.11 6 2.77E-04 2.48E+0l 50 2789.86 97 45.07 1394.93 18 278.59 3.57 6 3.57E-04 3.49E+0l 56 3059.15 100 45.73 1529.58 19 313.93 4.17 6 5.86E-04 6.00E+01 61 3197.19 100 46.35 1598.59 20 353.62 3.09 6 8.14E-04 8.29E+0l 62 3177.28 100 46.49 1588.64 21 330.44 2.89 6 1.09E-03 1.07E+02 61 3055.51 100 46.37 1527.75 22 327.62 3.06 6 7.62E-04 7.73E+01 62 3168.04 100 46.11 1584.02 23 325.52 3.93 6 5.45E-04 5.32E+0l 58 3048.65 100 45.35 1524.32 24 238.25 2.47 6 5.35E-04 4.82E+01 53 2811.06 94 44.64 1405.53 25 255.91 1.69 6 5.40E-04 4.08E+0l 45 2356.81 86 43.31 1178.4 26 195.09 1.57 6 8.07E-04 6.35E+01 48 2457.08 90 43.92 1228.54 27 321.28 2.56 6 7.87E-04 7.17E+0l 56 2844.83 95 44.78 1422.42 C l 28 373.28 3.44 6 8.59E-04 9.13E+01 65 3318.44 100 45.83 1659.22 29 359.06 3.76 6 7.11E-04 8.11E+0l 69 3561.83 100 45.99 1780.92 30 360.41 3.93 6 6.28E-04 6.96E+0l 66 3459.27 100 45.53 1729.64 .J 31 318.66 2.91 6 6.65E-04 6.61E+01 60 3100.62 95 44.74 1550.31 32 261.79 1.73 6 8.76E-04 7.28E+01 51 2594.99 89 43.74 1297.5 33 247.98 1.24 6 1.40E-03 1.04E+02 48 2329.98 87 43.47 1164.99 J 34 299.7 1.46 6 1.66E-04 1.70E+01 55 3199.06 84 43.33 1599.53 35 208.82 7.34 8 3.34E-05 4.81E+00 67 4498.52 85 44.73 2249.26 36 287.69 11.99 8 7.62E-06 1.10E+00 59 4527.88 74 44.49 2263.94 37 118.57 4.53 8 5.14E-06 4.10E-01 54 2489.11 69 44.01 2130.6 J 38 133.94 5.55 6 5.04E-05 5.00E+00 48 3101.52 72 41.99 1550.76 39 341.15 0 6 7.53E-04 6.32E+01 51 2622.26 84 42.99 1311.13 J J J PA2019-217 -I l j l -l J J J J ,J J APPENDIX 8 LABORATORY RESULTS PA2019-217 7 j 7 "l j . l J ] l ] ' j _] l J GEOL.OCY · GEOTECH · GROUNDWATER EGA Consultants 375-C Monte Vista Avenue Costa Mesa, California 92627 Attention: Subject: · Mr. David Worthington, C.E.G. Laboratory Test Results 2541 Circle Drive Newport Beach, California Dear Mr. Worthington: . July 18, 2019 Project No. 114-576-10 G3Soi1Works, 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 attachmenl to this report. , , We appreciate the opportunity of providing our services to you on this project. Should you have any questions, please contact the undersigned. Sincerely, G3Soi1Works, Inc. Attachment: Laboratory Test Results 350 Fischer Ave. Front Costa Mesa, CA 92626 • P: 714 668 5600 .. www.G3Soi1Works.com PA2019-217 7 -7 ' l J l ,J j l l EGA Consultants Laboratory Test Results 2541 Circle Drive Newport Beach, California LABORATORY TEST RESULTS July 18, 2019 Project No. 114-576-10 Page 2 of 3 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' 97.8 3.8 B-1 @ 5.0' 94.8 8.2 B-1 @ 7.0' * 25.0 B-2 @2.5' 96.1 4.6 B-2@ 5.0' 92.7 5.3 B-2@ 7.0' * 26.9 Notes: (*) Denotes small bulk sample for moisture content testing only. Soil Classification Requested soil samples were classified using ASTM D2487 as a guideline and are based on visual and textural methods only. These classifications are shown below: Sample Identification Soil Description Group Symbol B-1 @ 0-3' Silty fine to medium sand with shell SM fragments -light yellowish brown 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(%) B-1 @ 0-3' 105.0 10.0 350 Fischer Ave. Front 4 Costa Mesa, CA 92626 ,, P: 714 668 5600 ~ www.G3Soi1Works.com PA2019-217 7 I 7 , l J l ,J J J EGA Consultants Laboratory Test Results 2541 Circle Drive Newport Beach, California Sulfate Content July 18, 2019 Project No. 114-576-10 Page 3 of 3 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) 8-1 @ 0-3' 2 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. Consolidation A consolidation test was performed on sample identified as B-2 @ 5.0 feet. The test specimen was initially loaded to 0.2 tons per square foot and soaked during the test. Progressive loading was then applied to a maximum of 1.6 tons per square foot. Loading was then reduced to determine rebound characteristics. The consolidation test is presented on Figure c,.1. 350 Fischer Ave. Front " Costa Mesa, CA 92626 ~ P: 714 668 5600 .. www.G3Soi1Works.com PA2019-217 ~l rl ! 4,000 ~l 3,750 'l 3,500 \ J 3,250 r l 3,000 2,750 LL 2,500 (f) Cl. Cl) 2,250 (f) w a:: 2,000 .... (/) 0::: 1,750 ~ :c (/') 1,500 1,250 1,000 750 500 250 0 0 symbol boring • 8-1 J 500 1,000 · DIRECT SHEAR TEST Undisturbed . . . . . . . . ' ..... ,.,. ............. . . : . ; . ~ -~ . :. .: .. ; . ~. ; . •i·i-;-:.,: .. : .. : .. :.; . . ~ . : ' : -:• ,:. <· .:, ,: . {. .:.:.: .. : .. :.:.:.:.: . . ; . ; .: .. :. ,: . ~. i. : . ~ . . ;,;.; .. :,,:.i,\•i·i• •i •:• ❖❖·>•:-~-: ,: . . ~.: . ; · :· ·:· ·:· ·:· ·:· ~. . : . :· -:· ·:-·> ·:· ~. ! . : . . . . ~ ..... , ....... ' .. . . . . . . . . . ' ........ '" ......... . ....... , ............ . . . . ' ..... . . . ' ..... . ... ,., ............ , .. . . .. ., ., ......... ' ~ .... . 1,500 2,000 2,500 NORMALSTRESS,PSF 3,000 . 3,500 ... ·.• 4,000 2541 Circle Drive, Newport Beach, CA COHESION 72 psf, depth (ft.) symbol boring depth (ft.) 2.5 FRICTION ANGLE 32.0 degrees FIGURE S-1 DIRECT SHEAR TEST PN: 114·576-10 REPORT DATE: 7/18/19 350 Fischer Ave. Front Costa Mesa, CA 92626 Phone: (714) 668 5600 www.G3Soi1Works.com FIG. S-1 PA2019-217 ~l 'l j ,J J J J J J f- I (9 w I z w (9 z <( I u f-z w u 0:: w 0... 0.01 o.o 1.0 2.0 COMPRESSIVE STRESS IN TSF 2 3 4 5 6 7 8 g)_ 1 ' ~ . .... ,. ••.•·••.•••1••.•··· ..... . ~ . ,• .. : ,, ·,' ,• ,· .• ,• •' . :.: .. :,:.:-:.:-:-:-:-:,, 2 3 4 5 6 7 8 91 2 . · .. : ,:, -: . ~ . :, : ~ ·: ,: -:-:-:-. , . . . .. .. . . .. . . . .. .. .. .. .. . . ... . . . . . . · ..... ~ .. ' . . . . . . .. . . . . , ... 3 4 5 6 7 8910 .. ... ... ... ..... ············· ... •.•-·· .. ' . ' . . . . . • • • • • • • ' • ' • • ., ' '•. ' • ,. ' '•' .. ' 1 • , • . ' : ·: .. ·· :: : ~: :: ~ ::: :: ~ ; ; ; ' .. : •• : • :-,: ' ~ ,: • : i ,: : •• ,: -: . ' • • • . ' • : ' . ., ::· • .. 0 0 0 .. OOo O ,Oo O • ,0 o• oO .. R • ........................ 3.0 1----;.-...:...--;-'--'c....+-+-.;.-;.-;--;.+;-;+;-+.;----;,-c....+-.;.....-;--.;.-_~_,+:~::~.:~.:~.:~.:~:~:+.:.~ ... + .. -.. -.-.. + .. -.-.. -.,~.-.-~~..,...,,-;-~.~.~.~.~.~ .. ..,..,..,---,---, 4.0 . . · .. ~ . :. ':. ~ . :. ; ~ .: ..... . ,•,,•.1.•.:,•,•.11 ......... ... ···········•·-.•· ,, .' .. : . ; . :. ~ ,:. :. ; ; ; ; . ..................... ·····•,•··•·:···:•··.··:··.· ·.••,•,••,•,•,·:: ::· .. ......... , ... , .. ,. . . ,, 1:••······· ··.··.··.•·.·:· ..... ...... , .. 5.0 I----;..---;.----;---;-+-;-~·-;-·,;.-;,· ~+;-----;--;---;---;--;-;._--;-,.-;-__ -;--.... ;+ ... -i-+::..;-;: .. * ..... ;------;----;---;..--;--. .,..., .. ,-;-.-,;-,~·..,..,.· -:-:-... -.. -. .,..., .. -......... ... .,,, ······"···· ..... ·········· ·······••.•··· . :.: .. :.; . : .. ; . : .. : . ~ ':' :. ; .: .: .: .: .: . . ·:· ·: · ~ ... , . :· :· : '. ............................. 6.0 1--------· _. _ .. _ .. _ .. _ .. _ .. _____ .-.,-.,-... -.:,;-·-"-.:.:-.:.:.:-:. --:----:-~-·:-:·:--:":-: .. ::-:-•,-:--:":-:-'. .-:--:-.. -:-:-. -:-:-... _ .. _ .. ,·,_ ... _ .. 7.0 ·.·.·,·.·.· . . . . . . ..................... •·· ,,. . . ··\' 1··•·,··,•1•,• ~ ; ; ; . ····:·· ••• • •• ~ ... i • • • : : .••• ······ ........ . ..... ,·, .... · ... • • • • I • • • I • ' ' • • I • •• • •• • •• • ~ • o" ••••••• , •• , •• 1 ............ ; ... ~ . ' ; ' . ; .. : .. : .. : . ~ . : . • • ~ : ; : :: : :: ~ :: :.~ ; :: :: :: .: .: •••••• ' : ••••• :. ' •• t •• •, •• : • •, ' •• ' •, ' ••••• ....... , ................. . . . ;; ......... , .. . ..... . . . . . ..... . , 8.0 1---___..:....____.:. __ ____.:,_· ._._ .. _ .. _ .. _. ---.. -.• -. ----.. -.;-.: .. -... -.. -_ -:--:-.-.. -:-.,---:--:-:-.:-... :-... :-: .. -:-__ :-:-,, .. -:--:-__ -:-:-_ -:-:-_ .. --:-. : :: : ; : ~ ::: ; ::: : : :: :: :::: :: : : ........... ' .• . : : ~ : : ~ : : ; : :: : :: : :: : ~ : :: ~ ::: :: ; ; ...... , .................................... . 9.0 I-----;..---;..._...:...--;-+-;-.;--.. ;-,,·.:-:-... +-:-.• ..;-; ... ..;-;,;.;..---;-~--;-· +·-;-;-;...+-~-;-+-i-'-+;-;--+---+-.+ ... -i .. -.. +-.. +-.... +-.... ;-;. .. + ... ;-;-... -;-;, .. -;-,-. ;-;-----,---. .. . . · .. ~ ' •, •'• .. ' . : ; : :: : :: : :: : ~ : ~ ! ::: ~ ; ; ; ; . . . . .... .. , .. , .......... , ... ,.,.,.,1 11· ·,·.·\•,•,·11 ;;. 10.0 Boring Depth(ft.) Dry in situ -200 Group Soil Description Density Moist. sieve Symbol 8-2 5.0 2541 Circle Drive, Newport Beach, CA WATER ADDED AT .8 TSF. FIGURE C-1 CONSOLIDATION CURVE PN:114-576-10 REPORT DATE: 7/18/19 350 Fischer 1-\vr:. Front Costa Mes;:,, CA 92626 Phone: (714) l:368 5600 www.Ci.3Soi1Works.com FIG. C-1 PA2019-217 ~l I ~-l "l --i -i . l l l J J J J APPENDIX C GENERAL EARTHWORKS AND GRADING GUIDELINES PA2019-217 7 I rl -l , .. ) J j J J l J J J J I. GENERAL EARTHWORK AND GRADING GUIDELINES 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 1 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. 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No, EO 199, I July 22. 2019 PA2019-217 ~l I _J 1 J J CJ J I 111. 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. Ov~rexcavation: Soft, dry, spongy, or otherwise unsuitable ground, extending to such a depth that surface processing cannot _adequately improve the condition, should be over excavated down to firm ground, approved by the consultant. 4. Moisture Conditioning: Over excavated and processed soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 5. Recompaction: Over excavated and processed soils which have been properly mixed and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent. 6. Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground should be benched. The lowest bench should be a minimum of 15 feet wide, and at least 2 feet deep, expose firm material, and be approved by the consultant. Other· benches should be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5: 1 should be benched or otherwise over excavated when considered necessary by the consultant. 2541 Circle Drive, Newport Beach. CA Soils Report -Larkin Residence Project No. EO 199.1 July 22. 2019 2 PA2019-217 . l l l IV. 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. 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 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EOl99.I July 22, 2019 3 PA2019-217 •'1 l j J VI. VII. watered and mixed, and wet fill layers should be aerated by scarification or blended with drier material. Moisture-conditioning and mixing of fill layers should continue until the fill material is at a uniform moisture content at or near optimum. 3. Compaction of Fill: After each layer has been evenly spread, moisture- conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment should be adequately sized and either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. 4. Fill Slopes: Compacting of slopes should be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent. 5. Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests should be at the consultant's discretion. In general, the tests should be taken at an interval not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment. SUBDRAIN INSTALLATION Subdrain systems, if required, should be installed in approved ground and should not be changed or modified without the approval of the consultant. The consult.ant, however, may recommend and upon approval, direct changes in subdrain line, grade, or material. EXCAVATION Excavations and cut slopes should be examined during grading. If directed by the consultant, further excavation or overexcavation and refilling of cut areas should be 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO199.1 July 22, 2019 4 PA2019-217 ~l I r 1 . 1 l J J 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 fqr construction of the fill portion of the slope . 2541 Circle Drive, Newport Beach, CA Soils Report -Larkin Residence Project No. EO I 99. I July 22, 2019 5 PA2019-217 APPENDIX D U~GS DESIGN MAPS DETAILED REPORT . j 1 J J . j J J j J PA2019-217 7 ·•-l 2541 Circle Drive, Newport Beach, CA 2541 Circle Dr, Newport Beach, CA 92663, USA --1 Latitude, Longitude: 33.6144691, -117.91018510000004 A&O Kitchen + Bar · Coast Highway .Pacific;Coast HWY · Waterline s. iJJ,,~~ o,.ct Dr Bayshore Marina Q Crestview Dr CD OSHPD Bay ShoresCommunity Association Lower Newport Bay Map data ©2019 j J J l J J j J Date Design Code Reference Document Risk Category 7/16/2019, 6:49:43 PM ASCE7-10 II Site Class Type Ss S1 SMs SM1 · Sos So1 Type soc Fa Fv PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd · CRs CR1 Value 1.718 0.634 1.718 0.951 1.145 0.634 Value D 1.5 0.709 0.709 8 1.718 1.913 3.298 0.634 0.693 1.122 1.212 0.898 0.915 Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) D -Stiff Soil Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s PA2019-217 7, 1 ·1 ·1 l MCER Response Spectrum 2.0 1.5 :§ 1.0 (\:l Cl) 0.5 0.0 0 5 Period, T (sec) -Sa(g) 1.5 1.0 0.5 0.0 Design Response Spectrum 0 5 Period, T (sec) -. Sa(g) DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. 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PA2019-217 ··1 l l J .J J APPENDIX E LIQUEFACTION ANALYSIS PA2019-217 L__ L_ L_ r ~' \...-...__ L._,_..._., , __ , Ingut Parameters: Peak Ground Acceleration: 0.709 Earthquake Magnitude: 7.2 Water Table Depth (m): 0.66 Average y above water table (kN/mA3): 16 Average y below water table (kN/mA3): 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) 18 SM 21 SM 23 SM 21 SM 18 SM 15 SM 13 ML/CL 9 ML/CL 6 CL 10 CL 16 SM 23 SM 25 SM 33 SM 39 SM 47 SM 50 SM 56 SM 61 SM 62 SM 61 SM 62 SM 58 SM 53 SM engineering geotechnica/ applications "--'· _____ , ~-~ NO Flag "Clay" Fines Energy "Unsaturated" Content Ratio "Unreliable" (%) (ER)% 32 65 32 65 32 65 32 65 32 65 32 65 50 65 Clay so 65 Clay 50 65 Clay 50 65 32 65 32 65 32 65 32 65 32 65 32 65 32 65 32 65 32 65 32 65 32 65 32 65 32 65 32 65 ----~ ----- CE CB CR cs N60 1.08 1 0.75 1 14.63 1.08 1 0.75 1 17.06 1.08 1 0.75 1 18.69 1.08 1 0.75 1 17.06 1.08 1 0.8 1 15.60 1.08 1 0.8 1 13.00 1.08 1 0.8 1 11.27 1.08 1 0.8 1 7.80 1.08 1 0.85 1 5.53 1.08 1 0.85 1 9.21 1.08 1 0.85 1 14.73 1.08 1 0.85 1 21.18 1.08 1 0.85 1 23.02 1.08 1 0.85 1 30.39 1.08 1 0.95 1 40.14 1.08 1 0.95 1 48.37 1.08 1 0.95 1 51.46 1.08 1 0.95 1 57.63 1.08 1 0.95 1 62.78 1.08 1 0.95 1 63.81 1.08 1 0.95 1 62.78 1.08 1 0.95 1 63.81 1.08 1 0.95 1 59.69 1.08 1 0.95 1 54.55 \ I --___ ___, __ _.; _____) , _ __, 2541 Circle Drive, Newport Beach, CA EO199.1 July 2019 crVC crVC' 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 53.54 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 39.13 ft. on 7/10/2019 Page 1 _ __J PA2019-217 L_ ( 1...____ L_ i ----L_, 25 7.62 45 SM 32 65 1.08 1 0.95 1 26 7.92 48 SM 32 65 1.08 1 0.95 1 27 8.23 56 SM 32 65 1.08 1 0.95 1 28 8.53 65 SM 32 65 1.08 1 1 1 29 8.84 69 SM 32 65 1.08 1 1 1 30 9.14 66 SM 32 65 1.08 1 1 1 31 9.45 60 SM 32 65 1.08 1 1 1 32 9.75 51 SM 32 65 1.08 1 1 1 33 10.06 48 SM 32 65 1.08 1 1 1 34 10.36 55 SM 32 65 1.08 1 1 1 35 10.67 67 SM 32 65 1.08 1 1 1 36 10.97 59 SM 32 65 1.08 1 1 1 37 11.28 54 SM 32 65 1.08 1 1 1 38 11.58 48 SM 32 65 1.08 1 1 1 39 11.89 51 SM 32 65 1.08 1 1 1 Auger Diameter: 1.375 inches Hammer Weight: n.a. Drop: continuous push CPT-1 advanced to 39.13 ft by Kehoe Testing and Engineering on July 10, 2019 (CPT Data Logs attached herein) References: Idriss, 1.M. and Boulanger, R.W.Soi/ Liquefaction Durin9 Earthquakes. Earthquake Engineering Research Institute. 8 September 2008. Liu, C. and Evett, J.B. Soils and Foundations, 8th Edition. 4 August 2013. Martin, G.R. and Lew, M. Recommendations for Implementation ofDMG Special Publication 117. University of Southern California Earthquake Center. March 1999. California Department of Conservation, CGS.Special Publication 117 A: Guidelines for Evaluatin9 and Miti9atin9 Seismic Hazards in California. Rev 11 Sept. 2008. en<rineerinv C, .-::, geoJechnical applications consultants 46.31 49.40 57.63 70.42 74.75 71.50 65.00 55.25 52.00 59.58 72.58 63.92 58.50 52.00 55.25 \ _ __) .__i 2541 Circle Drive, Newport Beach, CA EO199.1 July 2019 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 90.0~ 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 PLATE A CPT-1 advanced to 39.13 ft. on 7/10/2019 Page 2 l ·----1 PA2019-217 L __ L.__ i,.._ __ , l...--~ (N1)60 .1N for Fines Content 24.86 5.43 29.01 5.43 31.77 5.43 29.01 5.43 26.52 5.43 22.10 5.43 19.15 5.61 n.a, n.a. n.a. n.a. n.a. n.a. 25.05 5.43 35.98 5.43 37.79 5.43 48.30 5.43 61.90 5.43 72.51 5.43 75.08 5.43 81.97 5.43 87.15 5.43 86.54 5.43 83.28 5.43 82.87 5.43 75.96 5.43 68.07 5.43 consultant.\' ·~--L__ \...__....._, (N1)60-CS Stress reduction coeff, rd 30.30 34.44 37.20 34.44 31.95 27.53 24.77 n.a. n.a. n.a. 30.48 41.41 43.22 53.73 67.34 77.94 80.52 87.40 92.58 91.98 88.71 88.30 81.39 73.50 engineering geotechnica/ 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 0.46 0.46 0.55 0.63 0.68 0.72 0.75 0.77 0.79 0.80 0.81 0.82 - 0.83 0.83 0.84 0.84 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 MSF for sand Ker for sand CRR for M=7.5 CRR & crVC'= 1 atm 1.08 1.10 0.50 1.08 1.10 0.99 1.08 1.10 1.84 1.08 1.10 0.99 1.08 1.10 0.64 1.08 1.10 0.37 1.08 1.10 0.28 1.08 1.10 n.a. 1.08 1.10 n.a. 1.08 1.10 n.a. 1.08 1.10 0.52 1.08 1.10 2.00 1.08 1.10 2.00 1.08 1.10 2.00 1.08 1.10 2.00 1.08 1.10 2.00 1.08 1.10 2.00 1.08 1.10 2.00 1.08 1.10 2.00 1.08 1.10 2.00· 1.08 1.10 2.00 1.08 1.10 2.00 1.08 1.10 2.00 1.08 1.10 2.00 0.60 1.18 2.00 1.18 0.76 0.44 0.34 n.a. n.a. n.a. 0.62 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 ...... _-.,,,-____ , ----------) -~-_j 2541 Circle Drive, Newport Beach, CA EO199.l July 2019 Factor of Limiting shear Safety strain ylim 1.30 0.04 2.00 0.02 2.00 0.02 1.88 0.02 1.12 0.04 0.61 0.06 0.45 0.09 n.a. 0.00 n.a. 0.00 n.a. 0.00 0.76 0.04 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 PLATE A CPT-1 advanced to 39.13 ft. on 7/10/2019 Page 3 _ __J PA2019-217 L_ I 1..._ __ L __ l--L__~ '-------" 56.72 5.43 62.15 0.91 0.85 1.08 1.10 59.41 5.43 64.84 0.91 0.85 1.08 1.10 68.11 5.43 73.54 0.90 0.84 1.08 1.10 81.82 5.43 87.25 0.90 . 0.84 1.08 1.09 85.44 5.43 90.88 0.89 0.84 1.08 1.08 80.45 5.43 85.88 0.89 0.84 1.08 1.07 72.02 5.43 77.45 0.88 0.83 1.08 1.06 60.31 5.43 65.74 0.88 0.83 1.08 1.05 55.95 5.43 61.38 0.87 0.83 1.08 1.04 63.21 5.43 68.64 0.87 0.82 1.08 1.03 75.96 5.43 81.39 0.86 0.82 1.08 1.03 66.00 5.43 71.44 0.86 0.82 1.08 1.02 59.63 5.43 65.06 0.85 0.81 1.08 1.01 52.34 5.43 57.77 0.85 0.81 1.08 1.00 54.93 5.43 60.36 0.84 0.81 1.08 1.00 References: Idriss, l.M. and Boulanger, R.W.Soi/ Liquefaction During Earthquakes. Earthquake Engineering Research Institute. 8 September 2008. Liu, C. and Evett, J.B. Soils and Foundations, 8th Edition. 4 August 2013. 2.00 2.00 2.00 2.00 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, G.R. and Lew, M. Recommendations for Implementation of DMG Special Publication 117. University of Southern California Earthquake Center. March 1999. California Department of Conservation, CGS.Special Publication 117A: Guidelines for Evaluating and Mitigating Seismic Hazards in California. Rev 11 Sept 2008 . consultants enaineerinv c,. .:,, geole£·hnical applications ____ ,; -____) -~-' 2541 Circle Drive, Newport Beach, CA EO199.1 July 2019 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 39.13 ft. on 7/10/2019 Page 4 _ __J PA2019-217 L_ L __ L____ Parameter Fa -0.11 -0.40 -0.60 -0.40 -0.22 0.07 0.25 0.00 0.00 0.00 -0.12 -0.91 -1.05 -1.90 -3.06 -4.01 -4.24 -4.88 -5.36 -5.31 -5.00 -4.96 -4.32 -3.61 L____ i,____. Maximum LlHi (m) shear strain ymax 0.02 0.00 0.00 0.00 0.03 0.06 0.09 0.00 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 engineering geotech n i ca I 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 0.30 0.30 0.30 0.30 0.30 0.30 0.30 consultants LlLDli (m) 0.01 0.00 0.00 0.00 0.01 0.02 0.03 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vertical LlSi (m) . LlSi (ft) reconsol. Strain f:.V 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LlSi (inches) 0.05 0.00 0.00 0.01 0.06 0.17 0.23 0.00 0.00 0.00 0.10 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 ~_____..; cJ 2541 Circle Drive, Newport Beach, CA EO199.1 July 2019 PLATE A CPT-1 advanced to 39.13 ft. on 7/10/2019 Page 5 ___J PA2019-217 L_ ..,__ __ l~-L~-\.............. -2.61 0.00 0.30 0.00 0.00 0.00 -2.84 0.00 0.30 0.00 0.00 0.00 -3.61 0.00 0.30 0.00 0.00 0.00 -4.87 0.00 0.30 0.00 0.00 0.00 -5.20 0.00 0.30 0.00 0.00 0.00 -4.74 0.00 0.30 0.00 0.00 0.00 -3.96 0.00 0.30 0.00 0.00 0.00 -2.92 0.00 0.30 0.00 0.00 0.00 -2.54 0.00 0.30 0.00 0.00 0.00 -3.17 0.00 0.30 0.00 0.00 0.00 -4.32 0.00 0.30 0.00 0.00 0.00 -3.42 0.00 0.30 0.00 0.00 0.00 -2.86 0.00 0.30 0.00 0.00 0.00 -2.23 0.00 0.30 0.00 0.00 0.00 -2.45 0.00 0.30 0.00 0.00 0.00 Total Settlement: I 0.021 References: Idriss, I.M. and Boulanger, R.W.Soi/ Liquefaction During Earthquakes. Earthquake Engineering Research Institute. 8 September 2008. Liu, C. and Evett, J.B. Soils and Foundations, 8th Edition. 4 August 2013. 0.00 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.051 0.611 Martin, G.R. and Lew, M. Recommendations for Implementation of DMG Special Publication 117. University of Southern California Earthquake Center. March 1999. California Department of Conservation, CGS.Special Publication 117A: Guidelines for Evaluating ond Mitigating Seismic Hazards in California. Rev 11 Sept. 2008. consultants l?fl<Ti11eerinv b .. --:, geot ech n i ca I applications 2541 Circle Drive, Newport Beach, CA EO199.l July 2019 PLATE A CPT-1 advanced to 39.13 ft. on 7/10/2019 Page 6 ___j PA2019-217