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HomeMy WebLinkAboutX2020-1980 - Soilsconsultants ON GEOTECHNICAL INVESTIGATION FOR PR06P6120I IIDENTIAL REMODEL/ADDITIONS LOCATED AT 1209 W..%MeVENUE NEWPORT BEACH, CALIFORNIA Presented to: WEST BAY BALBOA, LLC Attn: Michelle P. Marvin 440 Berkeley Road Haverford, PA 19041 c/o: Walt Bushman, AIA 2480 Santa Ana Ave Costa Mesa, CA 92627 Prepared by: EGA Consultants, Inc. 375-C Monte Vista Avenue Costa Mesa, California 92627 ph (949) 642-9309 fax (949) 642-1290 August 4, 2020 Project No. WB255.1 engineering geotechnical applications 375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 consultants engineering geotechnical applications August 4, 2020 Project No. WB255.1 Site: Proposed Residential Addition: 1209 W. Bay Avenue 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 remodelladditions 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 2019 California Building Code (CBC) and the City of Newport Beach requirements. Foundation specifications herein include added provisions for potential liquefaction on-site per City policy CBC 1803.11-12. SUMMARY OF RECOMMENDATIONS Design Item Mat Slab Foundation: [per Structural Plans by AQX] Mat Slab Bearing Pressure: Footing Bearing Pressure Conventional: Passive Lateral Resistance: Coefficient of Friction: Soil Expansion: Soil Sulfate Content: Soil Direct Shear Results: Building Pad Over -Excavation: Sandy Soil Max. Density: Recommendations min. 12 inches with thickened edges (+ 6 inches) with no. 5 bars @ 12" o.c. each way, top and bottom* 1,000 psf 1,750 psf - building, continuous; 2,250 psf - pad footings 250 psf per foot 0.30 Non -Expansive Silty Sands Negligible phi angle: 33.0 degrees cohesion: 24 psf min. 2'/ ft. below existing grade, + scarify bottom 6 in. 110.0 pcf @ 10.0 % Opt. Moisture Concrete building slabs shall be underlain by 2" clean sand, underlain by a min. 15 mil thick vapor barrier, with all laps sealed, underlain by 4" of %-inch gravel (capillary break). Seismic Values (per CBC 2019, ASCE 7-16, Equivalent Lateral Force Method): Site Class Definition (Table 1613.5.2) D Mapped Spectral Response Acceleration at 0.2s Period, Ss 1.390 g Mapped Spectral Response Acceleration at 1s Period, S, 0.494 g Short Period Site Coefficient at 0.2 Period, Fe 1.2 l Long Period Site Coefficient at 1s Period, F, 1.8 Adjusted Spectral Response Acceleration at 0.2s Period, Sms 1.668 g Adjusted Spectral Response Acceleration at 1s Period, SM, 0.889 g Design Spectral Response Acceleration at 0.2s Period, SDS �- 1.112 g Design Spectral Response Acceleration at 1s Period, Sp, 0.593 g PGAm = 0.731 p Note: EGA Consultants recommends the structural engineer review and confirm associated seismic values for the proposed residential remodel. 375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 consultants WEST BAY BALBOA, LLC f Attn: Michelle P. Marvin 440 Berkeley Road Haverford, PA 19041 c/o: Wait Bushman, AIA engzneertog geotechnical applications August 4, 2020 Project No. W13255.1 Subject: GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL REMODEL/ADDITIONS LOCATED AT 1209 W. BAY AVENUE NEWPORT BEACH, CALIFORNIA Dear Team 1209 West Bay, In accordance with your request and with the 2019 CBC, we have completed our Geotechnical Investigation of the above referenced site. This investigation was performed to determine the site soil conditions and to provide geotechnical parameters for the proposed re -construction at the subject site. This report presents the results of the investigation (including Liquefaction Computations) along with grading and foundation recommendations pertaining to the development of the proposed residential remodel and additions. This opportunity to be of service is appreciated. If you have any questions, please call. Very truly yours, EGA Consultants :c. DAVID A. WORTHINGTON, CEG 2124 Principal Engineering Geologist/CEO JOHN F. EGGERS Staff Geologist .cAED G i David A. Worthington No. CEG2124 CERTIFIED h zl ENGINEERING / L cc'. (3) Addressee PAUL DUF Sr. Project a F �?m No. C'58364 1 EXP d/3d OF �FOF GZWF 1.1 s�qT `L 375-C Monte Vista Avenue • Costa Mesa, CA 92627 • (949) 642-9309 • FAX (949) 642-1290 August 4, 2020 Project No. WB255.1 GEOTECHNICAL INVESTIGATION FOR PROPOSED RESIDENTIAL REMODEL/ADDITIONS LOCATED AT 1209 W. BAY AVENUE 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 1209 W. Bay Avenue, in the City of Newport Beach, State of California (see Site Location Map, Figure 1). The purpose of our investigation was to evaluate the existing geotechnical conditions at the subject site and provide recommendations and geotechnical parameters for site re- development, earthwork, and foundation design for the proposed 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 document research; • Excavation and sampling of two (2) exploratory borings to a total depth of 12 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 sounding are included herein); • Laboratory testing of representative samples obtained from the exploratory borings; I • Engineering and geologic analysis including seismicity coefficients in accordance with the 2019 California Building Code (CBC); • Seismic and Liquefaction analysis and settlement computations (in accordance with California Geological Survey, SP 117A); Preparation of this report presenting our findings, conclusions, and • recommendations. GENERAL SITE CONDITIONS The subject property is an approximate 30 ft. wide by 90 ft. long, semi -rectangular lot located at 1209 W. Bay Avenue within the City of Newport Beach, County of Orange. The subject site is located near the western entrance to the Balboa Peninsular. For the purpose of clarity in this report, the lot is bound by W. Bay Avenue to the north, by a rear alley to the south, and by similar residences to the east and west. The site is located within the central portion of the Balboa Peninsular. The Newport Bay is located approximately 200 feet to the northeast side of the property, and the Pacific Ocean is located approximately 1,000 feet southwest of the property (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. The lot size is roughly 2,700 sq. ft. Currently, the lot is occupied by a two-story single family residence situated on a graded level pad. An existing two -car garage is located in the southern portion of the property and is accessed by the rear alleyway. All structures are supported on continuous perimeter footings with slab -on -grade floors. The site is legally described as Lot 10, Block 8, Tract No. 626 (APN: 047-234-07). The site layout showing the existing residence footprint is presented in the Plot Plan, Figure 2, herein. PROPOSED RESIDENTIAL ADDITION/REMODEL A review of the architectural plans by Walt Bushman, AIA, indicate the proposed residential remodel shall include the demolition of the existing detached garage, and construction of a new, two-story, two -car garage. The 2nd floor shall include one bedroom and one bathroom. The proposed square footage of the two -car garage is 600 sq ft., and the proposed 2nd floor living area is 623 sq ft. We assume that the proposed building will consist of wood -frame and masonry block construction or building materials of similar type and load. The building foundations will consist of a combination of isolated and continuous spread footings. Loads on the footings are unknown, but are expected to be less than 2,250 and 1,750 pounds per square foot on the isolated and continuous footings, respectively. If actual loads exceed these assumed values, we should be contacted to evaluate whether revisions of this report are necessary. It is our understanding that the grade of the site is not expected to vary significantly. The site layout showing the proposed new footprint is presented in the Plot Plan, Figure 2, herein. 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 August 4, 2020 Based on the digital elevation model by NOAA National Centers for Environmental Information (NCEI - NAVD88, Last Modified September 23, 2016), the site elevation is approximately 11 ft. above MSL (see reference No. 10). Based on the preliminary plans, the proposed finish floor elevation shall be 9+ ft. above mean sea level (MSL) to conform with City and United States FEMA flood elevation requirements. Note: The precise determination, measuring, and documenting of the site elevations, hub locations, property boundaries, etc., is the responsibility of the project licensed land surveyor. No basement or retaining walls are planned. SUBSURFACE EXPLORATION Our subsurface exploration consisted of the excavation of two (2) exploratory borings (B-1 and B-2) to a maximum depth of 12 feet below grade (b.g.) and one CPT probe (CPT -1) to a depth of 5OY2 b.g. (continuous soil profile). Prior to drilling, the underground detection and markup service (Underground Service Alert of Southern California) was ordered and completed under DigAlert Confirmation No. A201890549-OOA. Representative bulk and relatively undisturbed soil samples were obtained for labora- tory testing. Geologic/CPT logs of the soil boring/probes are included in Appendix A. The borings were continuously logged by a registered geologist from our firm who obtained soil samples for geotechnical laboratory analysis. The approximate locations of the borings are shown on Figure 2 (Plot Plan). Geotechnical soil samples were obtained using a modified California sampler filled with 2 3/a inch diameter, 1 -inch tall brass rings. Bulk samples were obtained by collecting representative bore hole cuttings. Locations of geotechnical samples and other data are presented on the boring logs in Appendix A. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the boring logs included in Appendix A. LABORATORY TESTING Laboratory testing was performed on representative soil samples obtained during our subsurface exploration. The following tests were performed: Dry Density and Moisture Content (ASTM: D 2216) Soil Classification (ASTM: D 2487) 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 August 4, 2020 r, i Direct Shear f (ASTM: D 3080) Maximum Dry Density and Optimum Moisture Content (ASTM: D 1557) Sulfate Content (CA 417, ACI 318-14) All laboratory testing was performed by our sub -contractor, G3SoilWorks, Inc., of Costa Mesa, California. Geotechnical test results are included in Appendix B, herein. SOIL AND GEOLOGIC CONDITIONS The site soil and geologic conditions are as follows: Seeoaae and Groundwater According to the Orange County Water District (OCWD), there are no water wells located within the general vicinity of the subject property. Channel waters of the Newport Bay are located approximately 200 feet to the northeast of the property, and the Pacific Ocean shoreline is located approximately 1000 feet to the southwest of the property, across a public beach. Seepage or surface water ponding was not noted on the subject site at the time of our study. Our data indicates that the groundwater encountered is subject to significant tidal fluctuations. Groundwater was encountered in our test excavation at depth of approximately 9 feet below grade. Based on our review, the groundwater highs approach the tidal highs in the bay, and groundwater lows drop slightly below mean sea level. From a construction standpoint, any excavations advanced down to within the tidal zones should be expected to experience severe caving. A tidal chart typical for the week of July 9, 2020, is presented as Figure 4, herein. Geologic Setting Regionally, the site is located within the western boundary of the Coastal Plain of Orange County. The Coastal Plain lies within the southwest portion of the Los Angeles Basin and consists of semi -consolidated marine and non -marine deposits ranging in age from Miocene to recent. The Coastal Plain is bound by the Tustin Plan and the Santa Ana Mountains to the northeast and the San Joaquin Hills to the southeast. 1209 W. Bay Avenue., Newport Beach, CA Sails Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 August 4, 2020 F Based on available geologic maps the site is underlain by a thin mantle of marine (Qe)/hydraulic sands and/or engineered fill. The shallow soil layer is underlain by Quaternary -age old paralic deposits (Qop) which are described as - medium dense to very dense, oxidized, fine to medium grained, moderately to well -cemented sand and silty sand (see reference No. 2). The old paralic deposits are underlain by bedrock of the Monterey Formation (Tm). Roadside exposures of thinly bedded bedrock of the Monterey Formation (Tm) are visible on the inland side of East Pacific Coast Highway 1 kilometer - northeast of the site (Dover Shores bluffs). i A Geologic Map is presented as Figure 3, herein (reference: Morton, D.M., and Miller, F.K., 2006). Based on the geologic map (Figure 3) correlation with the nearby CPT probe advanced on July 28, 2020, bedrock of the Monterey Formation (Tm) was likely encountered approximately 26 feet below grade. Faulting A review of available geologic records indicates that no active faults cross the subject property (reference No. 2, and Figure No. 3). 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 site is primarily underlain by fill and beach sands with thin layers of silt/clay. For design purposes, two-thirds of the maximum anticipated bedrock acceleration may be assumed for the repeatable ground acceleration. The effects of seismic shaking can be mitigated by adhering to the 2019 California Building Code or the standards of care established by the Structural Engineers Association of California. With respect to this hazard, the site is comparable to others in this general area in similar geologic settings. The grading/building specifications outlined in this report are in part, intended to mitigate seismic shaking. Based on our review of the "Seismic Zone Map," issued by the State of California, there are no mapped earthquake landslide zones on the site. The proposed development shall be designed in accordance with seismic requirements contained in the 2019 CBC as adopted by the City of Newport Beach building codes. 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence l _ Project No. WB255.1 August 4, 2020 Based on Chapter 16 of the 2019 CBC and on Maps of Known Active Near - Source Zones in California and Adjacent Portions of Nevada (ASCE 7-16 Standard, Equivalent Lateral Force Method), the site shall be designed using the following seismic parameters: 2019 CBC Seismic Design Parameters SITE ADDRESS: 1209 W. Bay Avenue, Newport Beach, CA Site Latitude (Decimal Degrees) 33.6068359 Site Longitude (Decimal Degrees) -117.9163642 Site Class Definition D Mapped Spectral Response Acceleration at 0.2s Period, SS 1.390 g Mapped Spectral Response Acceleration at is Period, S, 0.494 g Short Period Site Coefficient at 0.2 Period, Fa 1.2 Long Period Site Coefficient at is Period, Fv 1.8 Adjusted Spectral Response Acceleration at 0.2s Period, SMS 1.668 g Adjusted Spectral Response Acceleration at Is Period, SM, 0.889 g Design Spectral Response Acceleration at 0.2s Period, Spy 1.112 g Design Spectral Response Acceleration at is Period Spy 0.593 g In accordance with the USGS Design Maps, and assuming Site Class "D", the mean peak ground acceleration (PGAm) per USGS is 0.731 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 C, herein) EGA Consultants recommends the structural engineer review and confirm associated seismic values for the proposed residential re -development. FINDINGS Subsurface Soils As encountered in our test borings, the site is underlain by hydraulic fill sands and native materials as follows: Fill (Af) Fill sands were encountered in each of the borings to a depth of approximately 2Yz feet below ground. The fill soils consist generally of grayish brown, loose to medium dense, moist, silty fine to medium sand with gravel, shell fragments, and roots. The expansion potential of the fill 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 August 4, 2020 7 l soils was judged to be "non -expansive" when exposed to an increase in moisture content. Hydraulic -Native Sands (Qm)Paralic Deposits (Qop) and Bedrock (Tm) The fill materials are hydraulic and native sands as encountered in each of the test borings (B-1, B-2, and CPT -1). The native sands consist generally of olive brown, moist to saturated, medium dense, non-cemented, fine- to medium -grained, sand and silty sand with trace shell fragments and mica. The native sands are underlain by marine clayey silts and sands (Qm) and old paralic (Qop) deposits, which are underlain by Monterey Formation (Tm) bedrock consisting of medium dense to very dense, oxidized, fine to medium grained, moderately to well -cemented sand and siltstone to the maximum depths explored (50'/2 ft. b.g.). Based on the geologic map (Figure 3) correlation with the on-site CPT probe advanced on July 28, 2020, bedrock of the Monterey Formation (Tm) was likely encountered approximately 26 feet below grade. Based on the laboratory results dated July 29, 2020, the site maximum dry density is 110.0 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 SP1 17A) Liquefaction of soils can be caused by strong vibratory motion in response to earthquakes. Both research and historical data indicate that loose, granular sandy soils are susceptible to liquefaction, while the stability of rock, gravels, clays, and silts are not significantly affected by vibratory motion. Liquefaction is generally known to occur only in saturated or near saturated granular soils. The site is underlain by fill/eolian sands, old paralic deposits, and bedrock of the Monterey Formation. It is our understanding that the current City policy, has assigned a seismic settlement potential of one (1.0) inch in the upper ten feet, and three (3.0) inches for soil depths of ten to fifty feet. In the event settlement values exceed �- these threshold values, then additional analysis and/or additional mitigation is required. The CPT testing was performed in accordance with the "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils," (ASTM D5778-12). The seismically induced settlement for the proposed structure was evaluated based on the "Soil Liquefaction During Earthquakes" by I.M. Idriss and R.W. Boulanger, dated September 8, 2008 as well as the "CPT 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 August 4, 2020 F and SPT Based Liquefaction Triggering Procedures" by R.W. Boulanger and I.M. Idriss, dated April 2014. F The analysis was provided by two 10 -feet deep 4 " diameter hand -auger borings, and a 50+ feet deep 1.7" diameter CPT probe advanced on July 28, 2020. The exploratory borings and probe locations are shown in the Plot Plan, Figure 2, herein. The soil borings were continuously logged by a certified engineering geologist of our firm. The CPT test consists of a sounding to the specified depth using an integrated cone system manufactured by Vertek. The cone penetrometer was pushed using a 30 -ton CPT rig, with samples taken approximately every 2.5 cm, or 0.98 inches. The following parameters are measured: Cone Resistance (qc), Sleeve Friction (fs), Dynamic Pore Pressure (u), Inclination, and Penetration Speed. The parameters were recorded using a laptop computer, and compared with baseline readings to adjust for temperature or zero load offsets. The Ishihara and Yoshimine 1992 paper titled "Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes" was reviewed. The paper discusses that if given the factor of safety and the density in each layer of a sand deposit at a given site, the volumetric strain can be calculated, and then by integrating the volume changes through the depth, the amount of settlement at the ground surface can be estimated. The liquefaction analysis is based on the accepted document of Idriss and Boulanger (2014), which integrates the findings established by Ishihara and Yoshimine (1992). The total value for seismic induced settlement due to liquefaction is calculated in the last three columns of the spreadsheet in Appendix D herein. The computations and results of our Liquefaction Analysis, based on CPT blow counts of Boring CPT -1 (Appendix D). The seismically induced settlement analysis was evaluated based on methods published in the references Nos. "a" through "I" (see "Associated References", herein). The liquefaction and seismic settlement calculations indicate seismic settlement (includes dry and saturated sands) in the upper 50 feet is less than 3.0 inches, and in the upper 10 feet is less than 1.0 inch (post soil cement treatment - see page 5 of Plate A) and hence shallow mitigation methods for liquefaction may be implemented per City Code Policy (No. CBC 18Q3.5.11-2 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 (NEMC, Chapter 15), we recommend the following mitigative methods to minimize the effects of shallow liquefaction: 1209 W. Bay Avenue., Newport Beach, CA j Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 August 4. 2020 1. Tie all pad footings with grade beams. 2. All footings should be a minimum of 24 inches deep, below grade. 3. Continuous footings should be reinforced with two No. 5 rebar (two at the top and two at the bottom). 4. Concrete slabs cast against properly compacted fill materials shall be a minimum of 5 inches thick (actual) and reinforced with No. 4 rebar at 12 inches on center in both directions. The reinforcement shall be supported on chairs to insure positioning of the reinforcement at mid -center in the slab. 5. Dowel all footings to slabs with No. 4 bars at 24 inches on center. 6. Additionally, to further reduce the effects of the thin shallow zones of potentially liquefiable soils, the building slab shall include 15" w by 24" d interior grade beams ("cross beams") to be reinforced with two No. 5 rebars (two at the top and two at the bottom). The foundation specifications outlined above will act to decrease the potential settlement due to liquefaction and/or seismically induced lateral deformation to tolerable amounts. 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 the proposed additions. Site Preparation Prior to earthwork or construction operations, the areas of the proposed site additions should be cleared of surface structures and subsurface obstructions 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 L August 4, 2020 10 and stripped of any vegetation in the areas proposed for development. Removed vegetation and debris should then be disposed of off-site. Earthwork Grading and earthwork should be performed in accordance with the following recommendations. 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'/z feet (plus 6 inches of scarification) within the building footprint (slab -on -grade portion) will require removal and recompaction to prepare the site for construction. The removals should be accomplished so that all fill and backfill existing as part of the previous site use and demolition operations are removed. Where feasible, the limits of the pad fill shall be defined by a 3 foot envelope encompassing the building footprint. Care should be taken to protect the adjacent property improvements. A minimum one foot thick fill blanket should be placed throughout the exterior improvements (approaches, parking and planter areas). The fill blanket will be achieved by re -working (scarifying) the upper 12 inches of the existing grade. Remedial Grading - Soil Comment Due to in situ granular sands, we recommend a minimum one (1) pallet (35 bags dry mix, each weighing 94 pounds and approximately 1.33 cubic yards) of Portland cement be blended into the newly -placed fill. The first application of the Portland Cement shall be placed on the bottom of the scarified over- excavation(s). This option may be eliminated or reduced if suitable import fills are trucked -in. Site 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'/z feet of the soils below existing grade will require removal and recompaction in the areas to receive building pac fill. Following removal and scarification of 6 inches, the excavated surface should be inspected by the soils engineer or his designated representative prior to the placement of any fill in footing trenches. Holes or pockets of undocumented fill resulting from removal of buried obstructions discovered during this inspection should be filled with suitable compacted fill. 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. W6255.1 August 4, 2020 11 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 r granular, possess a very low expansion potential, and be approved by the geotechnical engineer. Lift thicknesses will be dependent on the size and type of equipment used. In general, fill should be placed in uniform lifts not exceeding 6 inches. Placement and compaction of fill should be in accordance with local grading ordinances under the observation and testing of the geotechnical consultant. We recommend that fill soils be placed at moisture contents at least 2 percent over optimum (based on ASTM: D 1557). We recommend that oversize materials (materials over 4 inches) should they be encountered, be stockpiled and removed from the site. Trench Backfill The on-site soils may be used as trench backfill provided they are screened of rock sizes over 4 inches in dimension and organic matter. Trench backfill should be compacted in uniform lifts (not exceeding 6 inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (ASTM: D 1557). Geotechnical Design Parameters The following Geotechnical parameters may used in the design of the proposed structure: Mat Foundation Design - New 2 -Stork/ Addition Based on the foundation plan by project structural engineer firm, AQX Engineering, Inc. dated June 4, 2020; a mat slab foundation system is proposed. Mat slabs founded in compacted fill or competent native materials may be designed for an allowable bearing value of 1,000 psf (for dead -plus -live load). The actual design of the foundation and slabs should be finalized by the structural engineer. 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence ProjectNo. WB255.1 August 4, 2020 12 r MIN. DESIGN ITEM RECOMMENDATIONS Mat foundations: allowable bearing pressure: 1,000 psf passive lateral resistance: 250 psf per foot r mat slab thickness: min. 12 inches with thickened edges (+ 6 inches) I [per Structural Plans by AQX] w/no. 5 bars @ 12" o.c. each way, top and bottom coefficient of friction: 0.30 Modulus of Subgrade Reaction: ks = 100 lbs/in3 The mat slab shall be directly underlain by a min. 2 -inch thick layer of washed sand, underlain by min. 15 -mil Stego wrap (or equiv., lapped and sealed), underlain by 4 inches of gravel (%-inch crushed rock), underlain by competent native materials (see "Capillary Break Section below). For mat slabs, we do not recommend expansion or felt joints be used. Reinforcement requirements may be increased if recommended by the project structural engineer. In no case should they be decreased from the previous recommendations. Capillary Break Below Interior Slabs In accordance with the 2019 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 % -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. Conventional Foundation Design - if applicable Structures on properly compacted fill may be supported by conventional, continuous or isolated spread footings. All perimeter and footings should be a minimum of 24 inches deep (measured in the field below lowest adjacent grade) and a minimum 15 inches wide. 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. 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence j Project No. WB255.1 August 4, 2020 13 I 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. Slabs -on -grade - if applicable 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. 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. 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 2019 CBC (in the event of soil import, soils shall be tested a specified accordingly). Preliminary laboratory testing indicates the site soils possess negligible sulfate exposure. ACI 318 BUILDING CODE -Table 19.3.1.1 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE -CONTAINING SOLUTIONS Sulfate Water soluble Sulfate (SO,) in Cement Type Maximum water- Minimum fd , Exposure sulfate (SO4) in soil water, ppm cementitious material normal -weight percent by weight ratio, by weight, normal and light weight _ weight concrete concrete, psi Negligible 0.00 < SO4 < 0,10 0 < SO4 <150 ------ --- ----- [SO] Moderate 0.10 < SO4< 0.20 150 < SO4< 1500 II,IP(MS), 0.50 4000 [S'1] IS(MS),P(MS) I(PM)(MS), I(SM)(MS) Severe 0.20 < SO <2.00 4 1500 <SO4< V 0.45 4500 [S2] 10,000 Very Severe SO4> 2.00 SO4> 101000 V plus 0.45 4500 [S3] pozzalan 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 L August 4, 2020 14 I i As a conservative approach, and due to the marine environment, we recommend cement with a minimum strength ft 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 -construction 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 Y2 inch in 20 feet. Differential settlement between the new and proposed structures is not expected to exceed '/z - inch. These settlement values are expected to be within tolerable limits for properly designed and constructed foundations. To r minimize the potential differential movement we recommend a minimum No. 4 bars at 24 inches on -center be doweled to tie-in the existing and new foundations, if applicable. Lateral Load Resistance Footings founded in fill materials may be designed for a passive lateral bearing pressure of 250 pounds per square foot per foot of depth. A coefficient of friction against sliding between concrete and soil of 0.30 may be assumed. Exterior Slabs -on -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 8 feet on center in two directions for slabs and at 6 feet on center for sidewalks. Control joints are intended to direct cracking. Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement. Some slab cracking due to shrinkage should be anticipated. The potential for -- the slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. L 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 l August 4, 2020 15 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. Temporary Excavations Based on our recent our review of the plans by Rod Jeheber, the proposed remodel/additions will be sufficiently setback from all property boundaries and hence, temporary shoring will not be required. The geotechnical consultant should be present during the excavation phase of the project to observe the soil conditions and make additional recommendations if necessary. Review of Plans The specifications and parameters outlined in this report shall be considered minimum requirements and incorporated into the Grading, and Foundation Plans if applicable. This office should review the Plans when available. If approved, the geotechnical consultant shall sign/stamp the applicable Plans from a geotechnical standpoint. PRE -CONSTRUCTION MEETING It is recommended that no clearing of the site or any grading operation be performed without the presence of a representative of this office. An on site pre -grading meeting should be arranged between the soils engineer and the grading contractor prior to any construction. GEOTECHNICAL OBSERVATION AND TESTING DURING CONSTRUCTION We recommend that a qualified geotechnical consultant be retained to provide geotechnical engineering services, including geotechnical observation/testing, during the construction phase of the project. This is to verify the compliance with the design, specifications and or recommendations, and to allow design changes in the event that subsurface conditions differ from those anticipated. Geotechnical observations/testing should be performed at the following stages: • During ANY grading operations, including excavation, removal, filling, compaction, and backfilling, etc. • After excavations for footings (or thickened edges) and/or grade beams verify the adequacy of underlying materials. 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 August 4, 2020 16 r 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 interior and exterior 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. 1209 W. Bay Avenue., Newport Beach, CA Soils Report - Proposed Residential Remodel, Marvin Residence Project No. W 8255.1 August 4, 2020 17 L I REFERENCES 1. "USGS Topographic Map, 7.5 minute Quadrangle, Newport Beach OE S, California Quadrangle," dated 2018. 2. "Geologic Map of the San Bernardino and Santa Ana 30'X 60' Quadrangles, California," Version 1.0, compiled by Douglas M. Morton and Fred K. Miller, dated 2006. 3. "Maximum Credible Rock Acceleration from Earthquakes in California," by Roger W. Reensfelder, dated 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, 2019. 7. "Seismic Hazard Zone Report for the Newport Beach 7.5 -Minute Quadrangles, Orange County, California," by the California Department of Conservation, 1997. 8. "2015 International Building Code," by the International Code Council, dated June 5, 2014. 9. "Geologic Map of California, Santa Ana Sheet," Compilation by Thomas H. Rogers, 1965, fifth printing 1985. 10. "Digital Elevation Model NAVD88 Mosaic," by NOAA National Centers for Environmental Information (NCEI), Created August 20, 2015, last modified September 23, 2016. 1209 W. Bay Avenue., Newport Beach, CA i Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 �.� August 4, 2020 18 Associated References re: Liquefaction Analysis a. "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. b. "Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in California," by G.R. Martin and M. Lew, University of Southern California Earthquake Center dated March, 1999. C. "Soil Liquefaction During Earthquakes" by I.M. Idriss and R.W. Boulanger, dated September 8, 2008. d. "Soils and Foundations, 8" Edition," by Cheng Liu and Jack B. Evett, dated August 4, 2013. e. "Evaluation of Settlement in Sands due to Earthquake Shaking" by Kahaji Tokimatsu and H. Bolton Seed, Dated August 1987. f. "Guidelines for Estimation of Shear Wave Velocity Profiles" By Bernard R. Wair, Jason T. Jong, Thomas Shantz Pacific Earthquake Engineering Research Center, Dated December, 2012. g. "Subsurface Exploration Using the Standard Penetration Test and the Cone Penetrometer Test," by J. David Rogers, Environmental & Engineering Geoscience, pp. 161-179, dated May, 2006. h. "Handbook of Geotechnical Investigation and Design Tables" By Burt G. Look, Dated 2007. I. "Use of SPT Blow Counts to Estimate Shear Strength Properties of Soils: Energy Balance Approach," by Hiroshan Hettiarachi and Timothy Brown, Journal of Geotechnical and Geoenvironmenta/ Engineering, ASCE, pp. 830-834, dated June, 2009. j. "Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils," (ASTM D5778-12), dated 2012. k. "Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes," by Ishihara and Yoshimine, dated 1992. I. "CPT and SPT Based Liquefaction Triggering Procedures" by R.W. Boulanger and I.M. Idriss, 'i dated April 2014. REFERENCES 1. "USGS Topographic Map, 7.5 minute Quadrangle, Newport Beach OE S, California Quadrangle," dated 2018. 2. "Geologic Map of the San Bernardino and Santa Ana 30'X 60' Quadrangles, California," Version 1.0, compiled by Douglas M. Morton and Fred K. Miller, dated 2006. 3. "Maximum Credible Rock Acceleration from Earthquakes in California," by Roger W. Reensfelder, dated 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, 2019. 7. "Seismic Hazard Zone Report for the Newport Beach 7.5 -Minute Quadrangles, Orange County, California," by the California Department of Conservation, 1997. 8. "2015 International Building Code," by the International Code Council, dated June 5, 2014. 9. "Geologic Map of California, Santa Ana Sheet," Compilation by Thomas H. Rogers, 1965, fifth printing 1985. 10. "Digital Elevation Model NAVD88 Mosaic," by NOAA National Centers for Environmental Information (NCEI), Created August 20, 2015, last modified September 23, 2016. 1209 W. Bay Avenue., Newport Beach, CA i Soils Report - Proposed Residential Remodel, Marvin Residence Project No. WB255.1 �.� August 4, 2020 18 r x p i r r 7 i J r�r ITE f - 7 W 8- 10q .B(Vp toy ON — ! j V Source: USGS US Topo 7.5 -minute map for Newport Beach OE S, CA, Published September 7, 2018. EGA SITE LOCATION MAP Project No: WB255.1 Consultants 1209 W. BAY AVENUE Date: AUG 2020 engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 1 I L_ L J a WEST BAYAVENUE _30_ CPT -1 EXISTING RESIDENCE (TO REMAIN) m PROPOSED NEW GARAGE W/ APARTMENT ABOVE 30' ALLEY EGA Consultants .engineering geotechnical applications A a v T T a v m a O w J m 3 W C N Q T m m 3 0 N H Q C LEGEND ��E GEOTECHNICAL BORINGS a BY EGA CONSULTANTS o �} CONE PENETRATION TEST BY KEHOE TESTING & m ENGINEERING N V a .. v V K � C w PLOT PLAN Project No: WB255.1 1209 W. BAY AVENUE Date: AUG 2020 NEWPORT BEACH, CALIFORNIA Figure No: 2 —�- __._ LOCATION _' t • i g . Qe ," Eolian deposits (late Holocene)—Active or recently- Oop Old paralic deposits, undivided (late to middle active sand dune deposits; unconsolidated. Pleistocene)—Silt, sand and cobbles. Interfingered strandline, beach, estuarine, and colluvial deposits. Marine deposits (late Holocene)—Active or recently _ ___ Om active beach deposits; sand, unconsolidated. - Qvop Very old. paralic deposits (middle to early Pleistocene)—Silt, sand and cobbles on emergent Qes ._t Estuarine deposits (late Holocene)—Sand, silt, and wave -cut abrasion platforms. clay; unconsolidated, contains variable amounts of organic matter.'Tm Monterey Formation (Miocene)—Marine siltstone and sandstone; siliceous and diatomaceous. Q� Young alluvial fan deposits (Holocene and 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 I GEOLOGIC MAP Project Na WB255.1 Consultants 1209 W. BAY AVENUE Date: AUG 2020 engineeringgeotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 3 Newport Beach, Newport Bay Entrance, Corona del Mar, California Tide Chart Requested time: 2020-07-09 Thu 12:00 AM PDT Aed 02-15 Thu 02-15 Thu PST 2:30 PH PST 6:27 RM PST 7 6 Balboa Pier, Newport Beach, California 02-15 Thu 02-15 Thu 02-16 Fri 02-16 Fri 02-16 Fri 02-1 3:28 PM PST 9:39 PM PST 3:02 BM PST 8:58 RM PST 3:55 PM PST 10:05 2020-07-09 Thu 5:49 AM PDT Sunrise 2020-07-09 Thu 7:12 AM PDT 0.0 feet Low Tide 2020-07-09Thu 10:07AM PDT Moonset 2020-07-09 Thu 2:00 PM PDT 3.9 feet High Tide 2020-07-09Thu 6:48 PM PDT 2.6 feet Low Tide 2020-07-09 Thu 8:04 PM PDT Sunset 2020-07-09Thu 11:28 PM PDT Moonrise 2020-07-10 Fri 12:39 AM PDT 4.7 feet High Tide smx. +m• ' 2020-07-10 Fri 5:49 AM PDT Sunrise 2020-07-10 Fri 7:51 AM PDT 0.5 feet Low Tide plee ann (high,.ar Irldr), WaemW 2020-07-10 Fri 11:03 AM PDT Moonset ""'"'•'a="`� m.nnr.•h 2020-07-10 Fri 2:47 PM PDT 4.0 feet High Tide ''°"�• 2020-07-10 Fri 7:59 PM PDT 2.7 feet Low Tide <mb—a.. 2020-07-10 Fri 8:04 PM PDT Sunset h•,vr,iteu,.Enr„e,�„nadel d,ama 2020-07-10 Fri 11:56 PM PDT Moonrise !siamMe,.esn almmw 2020-07-11 Sat 1:29 AM PDT 4.1 feet High Tide 2020-07-11 Sat 5:50 AM PDT Sunrise 2020-07-11 Sat 8:31 AM PDT 0.9 feet Low Tide 2020-07-11 Sat 11:58 AM PDT Moonset 2020-07-11 Sat 3:34 PM PDT 4.2 feet High Tide 2020-07-11 Sat 8:03 PM PDT Sunset 2020-07-11 Sat 9:31 PM PDT 2.6 feet Low Tide 2020-07-12 Sun 12:24AM PDT Moonrise '- 2020-07-12 Sun 2:36 AM PDT 3.5 feet High Tide 2020-07-12 Sun 5:50 AM PDT Sunrise 2020-07-12 Sun 9:13 AM PDT 1.4feet Low Tide 2020-07-12 Sun 12:53 PM PDT Moonset 2020-07-12 Sun 4:21 PM PDT 4.4 feet High Tide 2020-07-12 Sun 4:31 PM PDT Last Quarter .2020-07-12 Sun 8:03PMPDT Sunset 2020-07-12 Sun 11:08 PM PDT 2.2 feet Low Tide Source: https://tides. mobilegeogra ph i cs. com/locati ons/5284.htm I?y=2020&m=7&d=9 EGA TIDE CHART Project No: WB255.1 Consultants 1209 W. BAY AVENUE Date: AUG 2020 engineering geotechnical applications NEWPORT BEACH, CALIFORNIA Figure No: 4 APPENDIX A GEOLOGIC LOGS (B-1 and B-2) and CPT Data Report by Keyhoe Drilling & Testing (CPT -1) UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D-2457 UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE-GRAINED SOILS more than 50% of materiel is larger than No 200 sieve size. ) FINE-GRAINED SOILS (50% or mora of material is smaller than No. 200 sieve size,) Determine percentages of sand and gravel from grain-sizo curve Depending ------------------ on percentage of fines (fraction smaller than No. 200 sieve size), Inorganic sills and very fine sands, rock coarse-grained soils are classified as follows: SILTS ML flour, silty of clayey fine sands or clayey Less than 5 percent .. ....... ..,. GW. GP SW. SP AND ,r silts w1111 slight plasticity Mole than 12 percent ...... . _. GNI. dual SM. SC —1 --'--- ----- - --" ---' 5 to 12 perL,en, ..... _Borderline cases requiting dual symbols CLAYS I Inorganic clays -of luw to medium CL plasticity gravelly clays sand cla s Liquid limn Clean Gravels (Less than 5% fines) y y . ,im, Well -graded gravels, gravel -sand GW I � mixtures, little or no fines GRAVELS � More than 50°0Gp Poorly graded gravels gravel -sand, of coarse mixtures little or no fines fraction larger Gravels with fines (More than 12% foes) Than No. 4 � r _..... - ... sieve area Ell � GNI Silty gravels, gravel -sand -silt mixtures diatomaceous fine sandy or silty soils, c '�, Cc - D60. greater than 4. Cc : between 1 and 3 s GC Clayey gravels. gravel -sand -clay SP 4+� V mixtures Af(erbery limits below "A" Clean Sands (Less than 5% fines) i SW 'Nell -graded sands gravelly sands ' _- little or no fines SANDS n 504E or more SP _ Poorly graded sands, gravelly sands, of Loarse little or no (Ines fraction smaller Sands with fines (More than 12% (Ines)__ than No _ 4 _ sieve size Peat and other highly organic soils I SM Silty sands. sand -silt mixtures- SC Clayey sands, sand -clay mixtures '.. FINE-GRAINED SOILS (50% or mora of material is smaller than No. 200 sieve size,) Determine percentages of sand and gravel from grain-sizo curve Depending ------------------ on percentage of fines (fraction smaller than No. 200 sieve size), Inorganic sills and very fine sands, rock coarse-grained soils are classified as follows: SILTS ML flour, silty of clayey fine sands or clayey Less than 5 percent .. ....... ..,. GW. GP SW. SP AND ,r silts w1111 slight plasticity Mole than 12 percent ...... . _. GNI. dual SM. SC —1 --'--- ----- - --" ---' 5 to 12 perL,en, ..... _Borderline cases requiting dual symbols CLAYS I Inorganic clays -of luw to medium CL plasticity gravelly clays sand cla s Liquid limn LABORATORY CLASSIFICATION CRITERIA y y . D60 030 I CLI greater Nan 4 C - between i and 3 GW D10 61-0--D-60 0-4 0-30 GP Not meeting all gradation requirements for GW GM Atterberg limits below "A Above "A line or P. I. less than 4 6ne with PI. between law plasticity 4 and 7 are borderline cases GL' Atterberg limits above "A" requiring use of dual symbols 200-400 line with P.I. greater than 7 diatomaceous fine sandy or silty soils, O%D-- '�, Cc - D60. greater than 4. Cc : between 1 and 3 4W D 0 10 60 SP Not meeting all gradation requirements for GW SKI] Af(erbery limits below "A" Limits plotting in shaded zone i line or P.I. less than 4 with P.I. between 4 and 7 are borderline cases requiring use Atterberg IirNls above "A., SC line with P I. greater than 7 of dual symbols. FINE-GRAINED SOILS (50% or mora of material is smaller than No. 200 sieve size,) Determine percentages of sand and gravel from grain-sizo curve Depending ------------------ on percentage of fines (fraction smaller than No. 200 sieve size), Inorganic sills and very fine sands, rock coarse-grained soils are classified as follows: SILTS ML flour, silty of clayey fine sands or clayey Less than 5 percent .. ....... ..,. GW. GP SW. SP AND ,r silts w1111 slight plasticity Mole than 12 percent ...... . _. GNI. dual SM. SC —1 --'--- ----- - --" ---' 5 to 12 perL,en, ..... _Borderline cases requiting dual symbols CLAYS I Inorganic clays -of luw to medium CL plasticity gravelly clays sand cla s Liquid limn i y y . less that: I silly clays, lean clays 0-4 Very loose 0-4 0-30 OL Organic silts and organic silty clays of - I law plasticity 80-200 Dense Inorganic silts, miracecus or 200-400 NIH t diatomaceous fine sandy or silty soils, SILTS '�, elastic silts L AND CLAYS CH Inorganic clays of high plasticity.. fat Liquid limit i clays or greater Oil Organic clays of medium to high organic silts g plasticity, HIGHLY - ORGANIC PT Peat and other highly organic soils SOILS RELATIVE DENSITY Cohesionless Blows/ft' Blows/ft** Sands and Silts 0-4 0-4 Very loose 0-4 0-30 Loose 4-10 30-60 Medium dense 10-30 80-200 Dense 30-50 200-400 Very dense Over 50 Over400 PLASTICITY CHART 50 1-d a CH w 40 T LINE. 73(LL-20 3 30 F CL U 20 I N 10 g .., iLL+ML NILBGL 00....10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL)(%) CONSISTENCY Cohesive Soils Blows/ft* Blows/ft** Very soft 0-4 0-4 Soft 2-4 4-11 Firm. 4-8 11-50 Stiff 8-16 50-110 Very stiff 16-32 110-220 Hard Over 32 Over220 * Blows/foot for a 140 -pound hammer falling 30 inches to drive a 2 -inch OD., 1-3/8 inch I.D. Split Spoon sampler (Standard Penetration Test). ** Blows/foot for a 36 -pound hammer falling 24 inches to drive a 3.25 O.D., 2.41 LD. Sampler (Hand Sampling). Blow I—. count convergence to standard penetration test was done in accordance with Fig. 1.24 of Foundation Engineering Handbook by H.Y. Fang, Von Nostrand Reinhold, 1991, L__ LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: WB255.1 Boring No: B-1 Project: 1209 W. Bay Avenue, Newport Beach Boring Location: See Figure 2 Marvin Res. Addition Date Started: 7/9/2020 Rig: Mob. 4" augers Date Completed: 7/9/2020 Grnd Elev. +/- 11 ft. NAVD88 Sample `13 Direct Type x Shear w e- �, ■ Thin Wall2.5" Ring ®Sample T Tube _- H 'o a ' s Bulk Standard Split Static Water m U 2 a = a a U W i d O cn m Sample Spoon Sample -�2 Table o 2:1a ~O ? .o w ,� FILL: Dark grayish brown, silty fine to medium sand opt % 1 - SM with trace gravel and shell fragments, roots, 5.0 86.6 110.0 33.0 24 10.0% loose to medium dense, moist. SP At 2.5 ft.: Becomes gray brown fine to Sulf medium sand, with mica, dry to damp, med dense. 3.7 22 ppm 5 - At 4 ft.: Same, becomes damp, mica, no rootlets. so sP At 6 ft.: Becomes more moist, with mica, trace 9.5 shells, medium dense to dense. SP At 8 ft.: Becomes orangish tan, with shells. 11.1 Encountered groundwater at 9.5 ft. — 10 At 10 ft.: Saturated, dense. 26.3 Total Depth: 12.0 ft. Groundwater at 9.5 ft. 15 No Caving. Backfilled and Compacted 7/9/2020. 20 25 - 30 35 40 E: Figure EGA Consultants A-1 L_ LOG OF EXPLORATORY BORING Sheet 1 of 1 Job Number: WB255.1 Boring No: B-2 Project: 1209 W. Bay Avenue, Newport Beach Boring Location: See Figure 2 Marvin Res. Addition Date Started: 7/9/2020 Rig: Mob. 4" augers Date Completed: 7/9/2020 Gmd Elev. +/- 11 ft. NAVD88 Sample u Direct Type m _- Shear N LL Thin Wall 2.Ring 5 Tube ®Sample v °' a .y N T w = U ; =O _ 0 0 6 w F m Bulk Standard SplitQ Static Water Z m ❑ = $ O m = m C= m Sample Spoon Sample = Table w Z x E F ❑ o ❑ w x O S011 DFSCRIPTION FILL: Grayish brown, silty fine to medium sand opt 1 - Sm trace gravel, shell fragments and roots, 7.2 96.5 110.0 33.0 24 10.o% loose to medium dense, moist. SP At 2.5 ft.: Becomes gray brown fine to Sulf medium sand, with mica, dry to damp, med dense. 4.0 22 Ppm 5 - At 4 ft.: Same, becomes damp, mica, no rootlets. so SP At 6 ft.: Becomes more moist, with mica, trace 12.5 shells, medium dense to dense. Becomes very moist to wet at 8 0 ft, 10 Total Depth: 8.0 ft. No Groundwater. No Caving. Backfilled and Compacted 7/9/2020. 15 — 20 25 — 30 35 40 Figure EGA Consultants A-2 -E E tg G t9 g9u ! 0 I (:4) 44daci I_ fi 1 T -II T -F I (71) 41da4 I. IT it I 4-4 (:9) E43do(i O c 0 IO In O O a 1209 W. Bay Avenue Newport Beach, CA CPT -1 Data r EGA Consultants, Inc. Project No. W B255.1 1 CPT -1 advanced to 50.59 feet by Kehoe Testing and Engineering on July 28, 2020 I , In situ data liepth (ft) 9c (tst) is (tsf) 5131no Ksbt (ft/s) Cv (ft3/s) SFT N60 Constrained or (-/.) Friction Es Ifsf) (blows/feet) Mod.(tsf)angle (^) 1 89.93 0.28 7 4.25E-03 8.44E+01 14 619.83 87 43.57 309.91 2 81.89 0.25 6 2.43E-03 5.17E+01 14 662.38 81 42.54 331.19 3 81.27 0.34 6 9.94E-04 2.07E+01 13 651.36 73 41.05 325.68 4 46.73 0.31 6 6.76E-04 1.53E+01 14 705.96 71 40.67 352.98 5 84.32 0.39 6 1,13E-03 3.02E+01 17 833.32 75 41.43 416.66 6 144.7 0.48 6 2.27E-03 7.29E+01 21 1004.17 82 42.66 502.08 F 7 150.29. 0.52 7 3.02E-03 1.04E+02 24 1077.43 83 42.93 538.72 8 133.81 0.41 6 2.45E-03 7.94E+01 22 1014.04 78 42.05 507.02 9 104,52 0.26 6 2.16E-03 6.40E+01 20 924.96 73 41.03 462.48 10 108.57 - 0.22 6 2.17E-03 6.52E+01 20 936.29 72 40.86 468.15 11 138.65 0.38 6 1.90E-03 5.91E+01 21 972.44 71 40.77 486.22 12 109.4 0.34 6 1.77E-03 5.86E+01 22 1031.72 72 40.89 515.86 13 125.74 0.35 6 1.53E-03 4.87E+01 21 994.02 69 40.3 497.01 14 115.79 0.26 6 1.94E-03 6.24E+01 21 1005.45 69 40.39 502.73 15 129.02 0.25 6 2.37E-03 7.91E+01 22 1040.79 71 40.63 520.4 16 153.01 0.34 6 2.60E-03 9.36E+01 24 1124.94 - 73 41.09 562.47 17 155.04 -0.41 6 2.69E-03 1.03E+02 26 1197.72 75 41.4 598.86 18 160.32 0.4 6 2.62E-03 1.07E+02 -28_ 1275.95 76 41.67 - 637.98 19 180.93 0.53 6 2.29E-03 9.32E+01 27 1271.41 75 41.37 635.7 20 141.68 0,39 7 3.44E-03 1.50E+02 30 1357.32 79 42.11 678.66 21 232.13 0.47 7 6.74E-03 3.35E+02 37 1550.6 88 43.61 775.3 22 341.15 0.82 7 8,29E-03 4.97E+02 45 1871.41 97 45.02 935.72 23 321.78 1,27 7 3.39E-03 2.51E+02 51 2312.99 100 45.42 1156.49 24 277.96 2.46 6 2.34E-03 1.96E+02 56 2617.51 100 45.76 1308.76 E 395.97 2.25 7 3A4E-03 2.69E+02 61 2770.18 100 46.33 1385.09 26 430.42 1.65 7 2.86E-03 2.65E+02 63 2898.15 100 46.47 1449.08 27 316.24 2.98 6 1.31E-03 1.29E+02 63 3071.57 100 45.89 1535.78 26 305.85 3.6 6 5.04E-04 5.21E+01 61 3225.66 97 45.02 1612.83 29 308.34 3.25 6 4.13E-04 4.44E+01 62 3358.48 97 44.95 1679.24 30 320.32 3.79 6 7.16E-04 7.97E+01 67 3477.7 100 45.72 1738.85 31 439.78 3.52 6. 1.20E-03 1.31E+02 69 3405.74 100 46.09 1702.87 32 388.34 2.24 6 1.58E-03 1.67E+02 69 3312.62 100 46.13 1656.31 33 345.94 2.98 6 7.75E-04 8.18E+01 64 3293.54 98 45.14 1646.77 34 29106 3.97 6 4.03E-04 4.49E+01 fig 3475.11 94 44.61 1737.56 35 324.53 3.71 6 3.37&04. 4.04E+01 68 3737.78 96 44.8 1868.89 l 36 385.79 4.51 6 3.96E-04 5.09E+01 74 4011.49 100 45.38 2005.75 37 397.88 5.2 6 3.63E-04 4.77E+01 75 4102.97 99 45.33 2051.48 313 332.14 4.22 6 3.51E-04 4.46E+01 72 3973.85 97 44.97 1986.92 39 344.37 3.613 6 3.42E-04 4.07E+01 67 3715.81 93 44.38 1857.9 40 324.25 3.65 6 3.23E-04 3.82E+01 67 3690.21 91 44.17 1845.1 L 41 315.23 4,02 6 2.18E-04 2.58E+01 65 3693.06 88 43.78 1846.53 42 278.52 3.98 6 1.55E-04 1.83E+01 63 3686.74 84 43.44 1843.37 43 267.73 3.86 6 1.52E-04 1,74E+01 61 3579.42 82 43.14 1789.71 �( 44 288.07 3.3 6 1.88E-04 2.19E+01 63 3632.24 84 43.29 1816.12 45 324.11 3.95 6 2.29E-04 2.73E+01 65 3722.22 86 43.5 1861.11 46 321.26 4.05 6 1.95E-04 2.49E+01 69 3983.76 87 43.78 1991.88 47 325.37 4.8 6 2.09E-04 2.71E+01 70 4035,57 88 43.83 2017.78 48 349.22 4.04 6 1.95E-04 2.69E+01 74 4301.35 89 44.13 2150,68 49 373.22 5.53 6 2.74&04 3.79E+01. 77 4326.3 92 49.33 2163.15 50 397.62 4.42 6 3.02E-04 4.29E+01 80 4435.17 94 44.48 2217.58 1 CPT -1 advanced to 50.59 feet by Kehoe Testing and Engineering on July 28, 2020 I , APPENDIX B LABORATORY RESULTS F G3S '1.Works f f;� r'UC;'(. C;, -'a � rC� I • tidt4.1'D�lAl"Ii:R EGA Consultants July 29, 2020 375-C Monte Vista Avenue Project No. 114-630-10 Costa Mesa, California 92627 Attention: Mr. David Worthington, C.E.G. Subject: Laboratory Test Results 1209 West Bay Avenue Newport Beach, California Dear Mr. Worthington: G3SoilWorks, Inc, performed the requested laboratory tests on the soil specimens delivered to our office for the subject project. The results of these tests are included as an attachment to this report. We appreciate the opportunity of providing our services to you on this project. Should you have any questions, please contact the undersigned. Sincerely, G3Soi[Works, Inc. enoFEssip\ M RGE 2726, Reg. Attachment: Laboratory Test Results EGA Consultants July 29, 2020 Laboratory Test Results Project No. 114-630-10 1209 West Bay Avenue Page 2 of 3 Newport Beach California LABORATORY TEST RESULTS Summarized below is the result of requested laboratory testing on the samples submitted to our office. Dry Density and Moisture Content Tabulated below are the requested results of field dry density and moisture contents of undisturbed soil samples retained in 2.42 — inch inside diameter by one -inch height rings. Moisture only results were obtained from small bulk samples. Sample Identification Dry Density (pcf) Moisture Content N B-1 @ 2.5' 86.6 5.0 B-1 @ 4.0' SP 3.7 B-1 @ 6.0' fragments and organics 9.5 B-1 @ 8.0' 11.1 B-1 @ 10.0' 28.3 B-2 @ 2.5' 96.5 7.2 B-2 @ 4.0' 4.0 B-2 @ 6.0' 12.5 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-2 @ 0-3- Poorly graded sand with shell SP fragments and organics r EGA Consultants July 29, 2020 Laboratory Test Results Project No. 114-630-10 1209 West Bay Avenue 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: Sulfate Content r A selected bulk sample was tested for soluble sulfate content in accordance with Hach procedure. The test result is shown below: Sample Identification Maximum Dry Density Optimum Moisture Sulfate Exposure (ACI 318-08, Table 4.2.1) - B-1 @ 0-3' (pcf) Content (%) B-2 @ 0-3' 110.0 10.0 Sulfate Content r A selected bulk sample was tested for soluble sulfate content in accordance with Hach procedure. The test result is shown below: 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 0.01 inch per minute. L_. Sample Identification Water Soluble Sulfate in Soil (PPM) Sulfate Exposure (ACI 318-08, Table 4.2.1) - B-1 @ 0-3' 22 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 0.01 inch per minute. L_. r - EGA Consultants July 29, 2020 Laboratory Test Results Project No. 114-630-10 1209 West Bay Avenue 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: 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 Sample Identification Maximum Dry Density (pcf) Optimum Moisture Content (%) (PPM) B-2 @ 0-3' 110.0 10.0 22 Sulfate Content A selected bulk sample was tested for soluble sulfate content in accordance with Hach procedure. The test result is shown below: 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 0.01 inch per minute. Sample Identification Water Soluble Sulfate in Soil Sulfate Exposure (PPM) (ACI 318-08, Table 4.2.1) --- B-1 @ 0-3' 22 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 0.01 inch per minute. 4,000 r' 3,750 3,500 3,250 r 3,000 r 2,750 LL 2,500 2,250 L LU D� 2,000 U) < 1,750 LLI V) 1,500 1,250 1,000 750 L 500 250 0 t 0 DIRECT SHEAR TEST Undisturbed 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 NORMAL STRESS, PSF 1209 West Bay Avenue, Newpo t Beach COHESION FRICTION ANGLE 24 33.0 psf. degrees symbol I boring depth (ft.) symbol baring depth (ft.) • B-2 2.5 FIGURE S-1 DIRECT SHEAR TEST PN: 114-630-10 REPORT DATE: 07/29/20 t, 3_:)oi1" OI S FIG. S-1 APPENDIX C USGS Design Maps Detailed Report L. f-. r CITC Hazards by Location Search Information ° , Riverside on1 Na Address: 1209 W Bay Ave; Newport Beach, CA 92661, AnntlAirrl - USA lift Long Beach° ne Coordinates: 33.6068359,-117.9163642° Elevation: 11 ft Temecula, Catalina Island ° Timestamp: 2020-07-31T00:48:41.556Z Essential Fish Habitat... CI. Hazard Type: Seismic Go hIa[ i le Reference ASCE?-16 RVisteport .Map data Repoport a© map error Document: r Risk Category: II Site Class: D-default Basic Parameters Name Value Description - - Ss 1.39 MCER ground motion (period=0.2s) S1 0.494 MCER ground motion (period=1.Os) SMS 1.668 Site-modified spectral acceleration value L SM1 * null Site-modified spectral acceleration value SDS 1.112 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA See Section 11.4.8 -Additional Information I - Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s F, * null Site amplification factor at 1.0s CRS 0.905 Coefficient of risk (0.2s) CRI _ 0.919 Coefficient of risk (1.0s) `.- PGA 0.609 MCEG peak ground acceleration �- FPGA 1.2. Site amplification factor at PGA PGAM 0.731 Site modified peak ground acceleration r TL 8 Long -period transition period (s) SsRT 1.39 Probabilistic risk -targeted ground motion (0.2s) F '.. SsUH 1.536 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) l- SsD 2.619 Factored deterministic acceleration value (0.2s) S1 RT 0.494 Probabilistic risk -targeted ground motion (1.Os) S1 UH 0.538 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.823 Factored deterministic acceleration value (1.0s) PGAd 1.056 Factored deterministic acceleration value (PGA) See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report 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. ATC does 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 report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. L. L_, F F Y L L, TL 8 Long -period transition period (s) SsRT 1.39 Probabilistic risk4argeted ground motion (0.2s) SsUH 1.536 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.619 Factored deterministic acceleration value (0.2s) S1RT 0.494 Probabilistic risk -targeted ground motion (1.Os) S1 UH 0.538 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.823 Factored deterministic acceleration value (1.Os) PGAd 1.056 Factored deterministic acceleration value (PGA) " See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report 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. ATC does 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 report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. APPENDIX D LIQUEFACTION ANALYSES/SETTLEMENT COMPUTATIONS I d' P N V) n O N Vl I� O N VI 1� OO N VI h O N Vl N O N M ti ra ti N H N ti N N ti fl f+ 'i N N N N N N N N M M d' VI V1 Vl V1 Vl Vl W W W W N N N n Vl Vf V1 N N N CA VI N O O O O W W m W w W W P P P P P P P PM 0 0 0 0 0 0 o d o 0 0 0 0 0 0 0 0 0 0 0 W w m m W W W m w w m W W w W w w W m W w w w w p o 0 0 o O p p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VI VI M N V1 N N In Ln Vl Vl N Vl In In In V1 N N Vl N VI N V) M M M O M M M M M M M M M M M M M M M M m M M M Y VI V1 V1 VI VI N N N N N VI VI VI N N N N N N N N N N N N N N M M Q N N O ti ti N N M M V V In M SO D 1� r w w P P O O H. lV N M �➢ P N Vl w rl ,, O P N VI w h y r O M O O O .y H fi N N M M M M d' d' d' N In VI app �p �➢ 1� Ih �rvmvin .oNwPo..NMa`n ��.w� o.-.Nma cv n G C 4 O V Z y -N U N N C 4 = ti N �O �D m Vl M f y O � $ O M [V� } C z v z � Y Y v a m v v E E � d v O i u M u a m m o d' P N V) n O N Vl I� O N VI 1� OO N VI h O N Vl N O N M ti ra ti N H N ti N N ti fl f+ 'i N N N N N N N N M M d' VI V1 Vl V1 Vl Vl W W W W N N N n Vl Vf V1 N N N CA VI N O O O O W W m W w W W P P P P P P P PM 0 0 0 0 0 0 o d o 0 0 0 0 0 0 0 0 0 0 0 W w m m W W W m w w m W W w W w w W m W w w w w p o 0 0 o O p p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VI VI M N V1 N N In Ln Vl Vl N Vl In In In V1 N N Vl N VI N V) M M M O M M M M M M M M M M M M M M M M m M M M Y VI V1 V1 VI VI N N N N N VI VI VI N N N N N N N N N N N N N N M M Q N N O ti ti N N M M V V In M SO D 1� r w w P P O O H. lV N M �➢ P N Vl w rl ,, O P N VI w h y r O M O O O .y H fi N N M M M M d' d' d' N In VI app �p �➢ 1� Ih �rvmvin .oNwPo..NMa`n ��.w� o.-.Nma cv N � N �m gra a a o � 3 v �o z M N O N C O W Q m o �O l0 b VI N a N a N M M N N H N N O O O P P W W W r r L(1 O N O N O p O Vl O l(1 O VI O p VI P d' T d' P d' P r O N r O W M N Vl n O N VI n O N VI r O N a r P N d' 1� P d O N a M O T r D M N O P W �O Vl a N H O W r I(1 a M O d N r Lq �p �p �O ti �p O Y1 O V] O VI O VI ti �O N r M W a P Vl O V N n N W M P a O VI H �O N -r M U N N N M d' d' �O �➢ r N N N N N N N N N N N N N N N N N W a a W n W Vl M r N VI O W W Vl W In N VI M r N n M r W W O V1 n n M �O N O M Vl a N O N a r W a N M II N N N N N N N N F y P P 0 0 0 c i v L a A � W W W W W W W W W W W W W W W W W W W 0 W W W W W W 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 E _ l(1 Vl N V1 I(1 t� V1 1f1 In VI VI VI Ifl V1 N V] N N VI N N VI Vf V1 VI Vf � V Z �] E N _ _ N V F p N _ e m _ O N C J= O+ L � j T a a v G = m 4 G C C ry O ❑ o � N V1 VI N V� to VI ti M M N r P P a a W a N N n r N N M W n 1� CO N W P P P O O O OO N N it rn N .N-� N N N H ti ti ti XPi O E' � , � 09 — V1 �O r W P O N ry M a VI `O r W O N M d' VI �O r W P O v C N N N N N M M M M M M M M d' j' a' a d' d' a' d' d' a ✓� m E $� j 10 a T❑ I c 5 .�3 I U r V N o W N w N m m � a a ° 3 � v m z rvi v o c o � a N E ti N N O O OO 0 0 0 0 0 0 0 0 0 0 O.O O O O O O Q N o 0 0 0 0 o c o 0 0 o c o 0 0 0 0 0 0 0 0 0 0 o m N m OFO G - 3 � a O N N LL •I' d' N �O N N P P m 1� a a O O O O O O O O O m m 0 0 0 0 0 a z V N II fl N N N N VI N �O V1 Vl h P �0 O h O O O O O O O O VI 1O OO OO 0 0 0 0~ 0 0 OO OO O O O ti� N N N N N N N N N � II O V 5 b U � 0 0 0 0 0 0 0 0 0 0 0 0.0 0 00 0 0 0 0 0 0 0 0 b Y b 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o c 0 0 o` M M o M N N w m w w m a s �n �o r r m w w m m m m w m m w w w m w w W M . . . . . . . . . . . . . . . . . . . . . . . . o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o c o a O O P P P P P P P P PM PM P P P P P 0 P P P OO O O M a+ W V] v O � J Z Y Y � J O O O w O O O OO O O O O O O O O O O O N ti O O O O O 0 0 0 0 0 0 0 0 0 0 0 O.O O O O V1 VI O O O v p=j O O O M O O O O O O O O O O O O O O V C � P P r P VI O Vl N H N a� fl O a h e OO m O O b N N N M M M M M M M M M M M M a M a I(1 �➢ �D 1� C � v L.. a w � Z M N J O Ifl C O a1 0 o O o O O o 0 0 0 o O OO OO 0 0 0 o O O O O o 0 a T O O O O OO 0 0 0 0 0 0 O.O O O O O O O O O O O O O O C L N m � a � a o p o G o 0 0 0 c o o 0 0 0 0 o c o 0 0 0 0 0 o p o ti N N N N N N N N N N N N N N N N N N N N N N N ry N N V O O O O O p O p O O O O O O ............ 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