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HomeMy WebLinkAboutPA2022-0159_20220523_Geotechnical Engineering Investigation of Proposed Residence at 3407 Finley AvenueCOAST GEOTECHNICAL, INC. Geotechnical Engineeri11g Investigation of Proposed New Residence at 3407 Finley A venue Newport Beach, California BY: COAST GEOTECHNICAL, INC. W. 0. 636022-01, dated May 23, 2022 FOR: Mr. Clifford MicKool 3407 Finley A venue Newport Beach, CA 92663 PA2022-0159 COAST GEOTECHNICAL, INC. 1200 West Commonwealth Ave., Fulkrtoo, CA 92833 • Pb: (714) 870-1211 • Fax: (714) 870-1222 • e-mail: coastgeotec@sbcglobal.net May 23, 2022 Mr. Clifford MicKool 3407 Finley A venue Newport Beach, CA 92633 Dear Mr. MicKool: Subject: w.o. 636022-01 Geotechnical Engineering Investigation of Proposed New Residence at 3407 Finley A venue, Newport Beach, California Pursuant to your request, a geotechnical engineering investigation has been perfonned at the subject site. The purposes of the investigation were to detennine the general engineering characteristics of the near surface soils on and underlying the site and to provide recommendations for the design of foundations and underground improvements. The conclusions and recommendations contained in this report are based upon the understanding of the proposed development and the analyses of the data obtained from our field and laboratory testing programs. This report completes our scope of geotechnical engineering services authorized by you in the March 29, 2022 proposal. SITE DEVELOPMENT Our understanding is tbat the existing residence will be demolished and replaced with a new two to three story single family residence. Structural loads are anticipated to be normal for residential construction. Significant grade changes are not anticipated. PURPOSE AND SCOPE OF SERVICES The scope of the study was to obtain subsurface infonnation within the project site area and to provide recommendations pertaining to the proposed development and included the following: 1. A cursory reconnaissance of the site and surrounding areas. 2. Excavation of two exploratory borings to detennine the near subsurface soil conditions and groundwater conditions. 3. Collection of representative bulk and/or undisturbed soil samples for laboratory analysis. 4. Laboratory analyses of soil samples including determination of in-situ and maximum density, in-situ and optimum moisture content, shear strength characteristics, expansion potential, and sulfate content. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 2 Geotechnical Engineering Investigation W. 0. 636022-01 May 23, 2022 5. Preparation of this report presenting results of our investigation and recommendations for the proposed development. RECORD REVIKW Records were searched through the City of Newpott Beach online records system under the project address 3407 Finley A venue. No geotechnical records were located. Readers of this report are advised that a record search is not an exact science; it is limited by time and resource constraints, incomplete records, ability of custodian of records to locate files, and where records are located is only a limited interpretation of other consultant's work. Readers of this report should perform their own review of City records to arrive at their own interpretations and conclusions. Records reviewed can be accessed through the City website. SITE CONDITIONS The project site is located at 3407 Finley Avenue, in the City of Newport Beach, California, and is shown on the attached Site Vicinity Map, Figure 1. The parcel is essentially level, rectangular in shape, bordered by Finley Avenue on the northeast, ptivate water way on the southwest and developed residential properties on the northwest and southeast. The lot is currently developed with a two-st01y single family residence, hardscape and landscape. Site configuration is shown on a survey plan prepared by Apex Land Surveying, Inc. This plan has been utilized as the base map for presentation of site geotechnical data and is appended as Figure 2 . FIELD INVESTIGATION The field investigation was perfonned on May 10, 2022, consisting of the excavation of a boring by limited access drilling equipment (for Boring No. 1) and a boring by hand auger equipment (for Boring No. 2) at the locations shown on the attached Geotechnical Site Map, Figure 2. As excavations progressed, a representative from this office visually classified the earth matetials encountered, and secured representative samples for laboratory testing. Geotechnical charactetistics of subsurface conditions were assessed by either driving a split spoon ring sampler or an SPT sampler into the earth material. Undisturbed samples for detailed testing in our laboratory were obtained from Boring No. 2 by pushing or dtiving a sampling spoon into the earth material. The solid-barrel type spoon used has an inside diameter of 2.5 inches with a tapered cutting tip at the lower end and a ball valve at the upper end. The barrel is lined with thin brass rings, each one inch in length. The spoon penetrated into the earth mate1ials below the depth of borings approximately six inches. The central portion of this sample PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 3 Geotechnical Engineering Investigation W. 0. 636022-0 I May 23. 2022 was retained for testing. All samples in their natural field condition were sealed in airtight containers and transported to the laboratory. Standard Penetration Test (SPT) was performed for Boring No. I. based on ASTM D1586. The number of blows required for driving the sampler through three six-inch intervals is recorded. The sum of the number of blows required for driving the last two six-inch intervals is referred to as the standard penetration number "N". Samples from Boring No. I were driven into the soil at the bottom of the borehole by means of hammer blows. The hammer blows are given at the top of the drilling rod. The blows are by a hammer weighing 140 pounds dropped a distance of 30 inches. Drive sampling was obtained at two feet intervals in accordance with City guidelines. Considering that the upper three feet of the pad area will be recompacted, SPT sampling commenced at three feet below grade. For liquefaction analysis, CE of 1.0 (for safety hammer), Cs of 1.05 (for seven inch borehole diameter), and Cs of 1.2 (for sampler without liners) are used to calculate corrected N values. EARTH MATERIALS Earth materials encountered within the exploratmy borings were visually logged by a representative of COAST GEOTECHNICAL, INC. The earth materials encountered were classified as artificial fill underlain by native earth material to the maximum depth explored. Artificial fills encountered consisted of dark and light gray, brown, clean to silty sand, fine to medium grained, with gravels, damp to moist, and medium dense. The fills were encountered to a depth of about 2 to 2.5 feet below existing grade. Native earth materials encountered consisted of light and dark gray, clean to silty sand, fine to medium grained, moist to wet and medium dense to a maximum depth explored of 12.5 feet. Logs of the exploratory borings are presented on the appended Plates Band C. The data presented on these logs is a simplification of actual subsurface conditions encountered and applies only at the specific boring locations, time and date excavated. It is not warranted to be representative of subsurface conditions at other times and locations. GROUND\VATER Groundwater was encountered at 3.5 to 4 feet below the existing ground surface during the field investigation. This groundwater level is subject to minor fluctuation due to tidal changes. Plate 1.2 in Appendix B shows the subject site area to have a historic high groundwater depth ofless than ten feet below existing ground surface. In our liquefaction and seismic settlement analyses, a groundwater elevation of 1.5 feet below ground surface is used for more conservative calculations in accordance with City policy. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 4 Geotechnical Engineering Investigation SEISMICITY W. 0. 636022-01 May 23. 2022 Southern California is located in an active seismic region. Moderate to strong earthquakes can occur on numerous faults. The United States Geological Survey, California Division of Mines and Geology, private consultants, and universities have been studying earthquakes in Southern California for several decades. Early studies were directed toward earthquake prediction estimation of the effects of strong ground shaking. Studies indicate that earthquake prediction is not practical and not sufficiently accurate to benefit the general public. Governmental agencies are shifting their focus to earthquake resistant structures as opposed to prediction. The purpose of the code seismic design parameters is to prevent collapse dnring strong ground shaking. Cosmetic damage should be expected. Within the past 51 years, Southern California and vicinity have experienced an increase in seismic activity beginning with the San Fernando eatthquake in 1971. In 1987, a moderate earthquake struck the Whittier area and was located on a previously unknown fault. Ground shaking from this event caused substantial damage to the City of Whittier, and surrounding cities. The January 17, 1994, Northridge earthquake was initiated along a previously unrecognized fault below the San Fernando Valley. The energy released by the earthquake propagated to the southeast, northwest, and northeast in the form of shear and compression waves, which caused the strong ground shaking in portions of the San Fernando Valley, Santa Monica Mountains, Simi Valley, City of Santa Clarita, and City of Santa Monica. The numerous faults in Southern California include Holocene active, pre-Holocene active and inactive faults. The criteria for these major groups are based on criteria developed by the California Geological Survey (formerly known as California Division of Mines and Geology) for the Alquist-Priolo Earthquake Fault Zone Program. By definition, a Holocene active fault is one that has had surface displacement within Holocene time (about the last 11,700 years). A pre- Holocene fault has demonstrated surface displacement during Quaternary time (approximately the last 1.6 million years), but has had no known Holocene movement. Faults that have not moved in the last 1.6 million years are considered inactive. The site is not within a state-designated Alquist-Priolo Earthquake Fault Zone for Holocene surface fault rupture hazards. Nearby causative faults are as follows. • Newport-Inglewood Fault Zone: The Newport-Inglewood Fault Zone is a broad zone of left- stepping en echelon faults and folds striking southeastward from near Santa Monica across the Los Angeles basin to Newport Beach. Altogether these various faults constitute a system more than 150 miles long that extends into Baja California. Mexico. Faults having similar trends and projections occur offshore from San Clemente and San Diego (the Rose Canyon and La Nacion Faults). A near-shore portion of the Newport-Inglewood Fault Zone was the source of the destructive 1933 Long Beach earthquake. The reported recurrence interval for a large event along this fault zone is 1.200 to 1.300 years with an expected slip of one meter. This fault is found within about 1km of the subject property. • San Joaquin Hills Blind Thrust Fault: The seismic hazards in Southern California have been further complicated with the recent realization that major earthquakes can occur on large thrust PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 5 Geotechnical Engineering Investigation w. 0. 636022-01 May 23. 2022 faults that are concealed at depths between 5 to 20 km, refe1Ted to as "blind thrusts." The uplift of the San Joaquin Hills is produced by a southwest dipping blind thrust fault that extends at least 14 km from northwestern Huntington Mesa to Dana Point and comes to within 2 km of the ground surface. Work by Grant et al. (1997 and 1999) suggest that uplift of the San Joaquin Hills began in the Late Quaternary and continues during the Holocene. Uplift rates have been estimated between 0.25 and 0.5 mm/yr. If the entire length of the fault ruptured, the earthquake has been estimated to generate an Mw 6.8 event. This fault is found about 8.67km north/northeast of the subject property. We are of the opinion that the more active Newport Inglewood fault is the cansative fault for the subject site. SEISMIC HAZARDS The potential hazards to be evaluated with regard to seismic conditions include fault rupture, landslides triggered by ground shaking, soil liquefaction, earthquake-induced vertical and lateral displacements, earthquake-induced flooding due to the failure of water containment struchrres, seiches, and tsunamis. Fault Rupture The project is not located within a currently designated Alquist-Priolo Earthquake Zone (Bryant and Hart, 2007). No known active faults are mapped on the site. Based on this consideration, the potential for surface fault rupture at the site is considered to be remote. Ground Shaking The site is located in a seismically active area that has historically been affected by moderate to occasionally high levels of ground motion and site lies in relatively close proximity to several active faults; therefore, during the life of the proposed development, the property will probably experience moderate to occasionally high ground shaking from these fault zones, as well as some background shaking from other seismically active areas of the Southern California region. Design of structures by code is to maintain structural integrity not to prevent damage. Earthquake insurance is available where the damage risk is not acceptable to the client. Seismic Induced Landslide Earthquake-induced landslide zones were delineated by the State of California using criteria adopted by the California State Mining and Geology Board. Under those criteria, earthquake- induced landslide zones are areas meeting one or more of the following: I. Areas known to have experienced earthquake-induced slope failure during historic earthquakes. 2. Areas identified as having past landslide movement, including both landslide deposits and source areas. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 6 Geotechnical Emdneering Investigation w. 0. 636022-01 May 23, 2022 3. Areas where CDMG's analyses of geologic and geotechnical data indicate that the geologic materials are susceptible to earthquake-induced slope failure. Based on the Seismic Hazard Zone Map published by the State of California, Newport Beach Quadrangle, appended as Figure 3, the site is not mapped as being in an area subject to potential seismic induced landslides. Seismic Induced Liquefaction Liquefaction is a seismic phenomenon in which loose, saturated, non-cohesive granular soils exhibit severe reduction in strength and stability when subjected to high-intensity ground shaking. The mechanism by which liquefaction occurs is the progressive increase in excess pore pressure generated by the shaking associated with the seismic event and the tendency for loose non-cohesive soils to consolidate. As the excess pore fluid pressure approaches the in-situ overburden pressure, the soils exhibit behavior similar to a dense fluid with a corresponding significant decrease in shear strength and increase in compressibility. Liquefaction occurs when three general conditions exist: I) shallow groundwater; 2) low density, non-cohesive sandy soils; and 3) high-intensity ground motion. Seismic Hazard Zone Maps published by the State of California have been prepared to indicate areas that have a potential for seismic induced liquefaction hazards. The Seismic Hazard Zone Map for the Newport Beach Quadrangle, appended as Figure 3, shows the site to be mapped as being subject to potential liquefaction hazards. The City of Newport Beach has a policy concerning these areas. The City has assigned certain parameters to existing soil conditions. From ten to thirty feet below ground surface they have assigned the zone to be liquefiable with a seismic settlement of three inches. From thirty to fifty feet below ground surface they have assigned liquefaction and seismic settlement not to be of concern. The client has the option of accepting these conditions and assessing the zone of earth materials from the ground surface to ten feet below the proposed footing bottom for liquefaction and seismic settlement, or ignoring the City conditions and drilling deep exploration for similar assessment. For this project shallow exploration was chosen. A liquefaction assessment for the upper earth materials follows. Liquefaction evaluation for soil zone to ten feet below foundation bottom was based on blow counts from Boring No. 1, a M = 7.2 seismic event from the Newport-Inglewood fault, a maximum ground acceleration of 0. 728g PGAM, and a conservative groundwater level at three feet. Liquefaction analysis, based on these values and field obtained data, is presented in Appendix B. The results indicate that there is liquefaction potential for the subject site. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 7 Geotechnical Engineering Investigation Earthquake-Induced Settlements w. 0. 636022-01 May 23, 2022 Ea1ihquake-induced settlements result from densification of non-cohesive granular soils which occur as a result of reduction in volume during or after an earthquake event. The magnitude of settlement that results from the occmTence of liquefaction is typically greater than the settlement that results solely from densification during strong ground shaking in the absence of liquefaction. It is understanding that the current City policy, has assigned a seismic settlement potential of three inches for soils depths of ten to thirty feet and no additional analysis of seismic settlement for this level should be required. The seismically induced settlement was evaluated based on the "Evaluation of Settlements in Sand Deposits Following Liquefaction During Ea1ihquakes" by Kenji Ishihara and Mitsutoshi Yoshimine, dated March 1992. The analysis was limited to ten feet below the footing bottom. The result, based on the SPT N-values in Boring No. 1, groundwater table at three feet below ground surface and shown in Appendix C, indicates that the estimated settlement is 0.86 inch. According to City policy, the City's shallow mitigation method may be used since the seismic settlement is less than one inch to a depth of ten feet below proposed foundations. Lateral Spreading The occurrence ofliquefaction may cause lateral spreading. Lateral spreading is a phenomenon in which lateral displacement can occur on the ground surface due to movement of non-liquefied soils along zones of liquefied soils. For lateral spreading to occur, the liquefiable zone must be continuous, unconstrained laterally, and free to move along sloping ground toward an unconfined area. Our opinion is that the risk of lateral spreading affecting the proposed structure is minimal due to lack of significant sloping ground and lateral distance to a free face. Earthquake-Induced Flooding The failure of dams or other water-retaining structures as a result of ea1ihquakes and strong ground shaking could result in the inundation of adjacent areas. Due to the lack of a major dam or water-retaining structure located near the site, the potential of earthquake-induced flooding affecting the site is considered not to be present. Seiches Seiches are large waves generated in enclosed bodies of water in response to ground shaking. Based on the lack of nearby enclosed bodies of water the risk from a seiche event is not present. Tsunami Run-up Tsunamis are waves generated in large bodies of water as a result of change of seafloor topography caused by tectonic displacement. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 8 Geotechnical Engineering Investigation W. 0. 636022-0 I May 23. 2022 Based on the City of Newport Beach "Potential Tsunami Runup Inundation Caused by a Submarine Landslide" map, the subject site is situated in the zone for potential tsunami run-up as shown on Figure 5. For more information about flooding and tsunami run-up hazards, please check the City's website. GEOTECHNICAL DISCUSSION The site is within an area subject to liquefaction and liquefaction induced settlements under certain seismic events. Under current CBC codes, City policy, and industry standards residential structures subject to seismic hazards are designed to protect life and safety. Under this design objective the requirements of protecting life and safety could be met but the structure could be damaged. The damage to the structure could range from minimal to being non-functional. The reduction of risk, for the occurrence of structural damage from a seismic event, is generally associated with the structure's foundation system. Typically the use of a conventional foundation system or a mat foundation system has been utilized in the area. Based on site conditions, our recommendation is that the proposed residence be supported by a structural mat foundation system. A structural mat foundation is more rigid than conventional foundations, and should be more effective in mitigation of structural damage to a residence during a seismic event. If the risk associated with this foundation system is not acceptable to the client, the client has the option of utilizing alternate designs that could decrease the risk of damage to the structure to a level they perceive as acceptable. Some of these designs could consist of soil modifications, grout densification, stone columns, piles placed below liquefiable soils, and other methods. Additional geotechnical exploration and or analysis would be required to provide geotechnical design recommendation for these mitigation measures, and would be at the request of the client under separate contract. Development of the site as proposed is considered feasible from a geotechnical engineering standpoint, provided that the recommendations stated herein are incorporated in the design and are implemented in the field. The proposed grading and or construction will not have an adverse effect on adjacent property or vice versa, provided site work is performed in accordance with the guidelines of project geotechnical reports, approved plans, applicable codes, industry standards, City inspections, and required geotechnical observation and testing. The following recommendations are subject to change based on review of final foundation and grading plans. PROPOSED GRADING Grading plans were not available at the time this report wa5 prepared. It is anticipated that grading will consist mainly of over-excavation and recompaction for uniform suppo1t of the foundations and slabs. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 9 Geotechnical Engineering Investigation GENERAL GRADING NOTES w. 0. 636022-01 May 23. 2022 All existing structures shall be demolished and all vegetation and debris shall be stripped and hauled from the site. The entire grading operation shall be done in accordance with the attached "Specifications for Grading". Any import fill mate1ials to the site shall not have an expansion index greater than 20, and shall be tested and approved by our laboratory. Samples must be submitted 48 hours prior to impmt. Grading and/or foundation recommendations are subject to modification upon review of final plans by the Geotechnical Engineer. Please submit plans to COAST GEOTECHNICAL, Inc. when available. GRADING RECOMMENDATIONS Removal and recompaction of existing earth materials will be required to provide adequate support for foundations and site improvements. Earthwork for foundation supp01t shall include the entire building pad and shall extend a minimum of three feet outside exterior footing lines. Based on in place densities and consolidation tests, earth material found at a depth of three feet below existing grade and deeper have adequate geotechnical properties to provide adequate support of proposed fills and the strncture; as such, removals to a depth of three feet below existing grade or to one foot below proposed footing bottoms, whichever is greater, are anticipated; however, field observations made at the time of grading shall detennine final removal limits. To provide adequate support along property lines excavations shall be sloped at a 1:1 (H:V) gradient from prope1ty line down to the excavation bottom. As fill soils are placed the grading contractor shall bench into the 1: 1 construction cut to final grade. Temporary excavations along property lines are shown on Figure 4. During earthwork operations, a representative of COAST GEOTECHNICAL, INC. shall be present to verify compliance with these recommendations. Subsequent to approval of the excavation bottom, the area shall be scarified six inches, mixed with Portland cement, moisture conditioned as needed, and compacted to a minimum of 90% relative compaction. It is typical in the area for excavation bottoms to exhibit pumping conditions due to moisture conditions and the physical characteristics of the earth mate1ial. To create a firm unyielding surface on which to place fills and considering liquefaction potential of the subject site, it is recommended a gravel blanket about 12 to 18 inches thick (3/4 inch crushed gravel) be placed across the excavation bottom to bridge the area, then utilizing light track equipment to compact the eaith material to a firm unyielding condition. Geofabric cloth (Mirafi 500X) is required to place on the bottom and top of gravel. Grading will need to be coordinated with low tide conditions. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 10 Geotechnical Engineering Investioation w. 0. 636022-01 Ma 23 2022 Fill soils shall be placed in six to eight inch loose lifts, moisture conditioned as needed, and compacted to a minimum of 90% relative compaction. This process shall be utilized to finish grade. Due to the caving nature of the on-site sands and shallow water table, it is highly recommended that all fill soils be mixed with Portland cement to mitigate the potential for caving of the foundation excavations. Grading for hardscape areas shall consist of removal and recompaction of loose surficial soils. Removal depths are estimated at one to two feet. Earthwork shall be performed in accordance with previously specified methods. FOUNDATIONS -RESIDENCE The residence shall be supported by a mat foundation. The mat foundation may utilize an allowable bearing value of 1,800 pounds per square foot. This value is for dead plus live load and may be increased by 1/3 for total including seismic and wind loads where allowed by code. Calculations are provided on Plate G. The structural engineer's reinforcing requirements should be followed if more stringent. The structural engineer should design the thickness and reinforcement requirements for the mat foundation for the building based on the anticipated loading conditions. The mat foundation slab should be at least twelve inches thick, with perimeter footing a minimum of 24 inches below the lowest adjacent grade. A modulus of subgrade reaction of 100 pci may be used in the design of the mat foundation. Calculations are provided on Plate I. Reinforcement shall be determined by the structural engineer. Alternate foundations and or additional ground modification techniques, for support of the structure, can be addressed upon request of the project manager. All foundation plans are subject to review and approval of the soils engineer. All foundation bottoms shall be observed and approved by COAST GEOTECHNICAL, Inc. prior to placement of the capillary break. FOUNDATIONS-SECONDARY STRUCTURES Property line walls, planter walls, and other incidental foundations may utilize conventional foundation design. Continuous spread footings or isolated pads placed a minimum depth of 24 inches below lowest adjacent grade may utilize an allowable bearing value of 1,500 pounds per square foot. This value is for dead plus live load and may be increased 1/3 for total including seismic and wind loads where allowed by code. Where isolated pads are utilized, they shall be tied in two directions into adjacent foundations with grade beams. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 11 Geotechnical Engineering Investigation W. 0.636022-01 May 23, 2022 Footing excavations shall be observed by a representative of COAST GEOTECHNICAL, Inc., prior to placement of steel or concrete to verify competent earth material conditions. If unacceptable soil conditions are exposed mitigation will be recommended. Foundations shall be reinforced with a minimum of four #5 bars, two top and two bottom, The structural engineer's recommendations for reinforcement shall be utilized where more severe. LATERAL DESIGN Lateral restraint at the base of footings and on slabs may be assumed to be the product of the dead load and a coefficient of friction of 0.35. Passive pressure on the face of footings may also be used to resist lateral forces. A passive pressure of zero at the surface of finished grade, increasing at the rate of 300 pounds per square foot of depth to a maximum value of 3,000 pounds per square foot, may be used for compacted fill at this site. Calculations are provided on Plate H. If passive pressure and friction are combined when evaluating the lateral resistance, then the value of the passive pressure should be limited to 2/3 of the values given above. BULKHEAD UPGRADE Recommendations for upgrading the existing bulkhead have been included. The following design values may be utilized: Bearing Value Passive Pressure Coefficient of Friction Soil Parameters Unit weight= 125 pcf (saturated) Cohesion = 50 pcf Angle of internal Friction= 31 ° 1,500 psf & 1,200 psf submerged 250 psf/ft & 160 psf/ft submerged 0.35 Walls unrestrained from deflection should be designed for active earth pressures. For the level backfill conditions, an equivalent fluid pressure of 31.5 pounds per cubic foot may be used for design. Calculations are provided on Plate J. Walls restrained from deflection should be designed for "at-rest" earth pressures. For the level backfill conditions, an equivalent fluid pressure of 53.3 pounds per cubic foot may be used for design. Calculations are provided on Plate H. The surcharge pressure of adjacent buildings should be added to these soil pressures. Code requires that retaining walls with more than six feet of backfill be designed for seismic loads. For a retaining wall under earthquake loading the designed equivalent fluid pressure is sensitive to the ground motion value applied to analysis. Our understanding is that the current reviewer for the PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 12 Geotechnical Engineering Investigation w. 0. 636022-01 May 23, 2022 City of Newport Beach utilizes Sos for the ground motion and allows the consulting engineer to utilize his allowed reduction to determine the seismic coefficient Kh. Calculations for determining Kh for restrained and unrestrained conditions are appended on Plate K. For unrestrained conditions a Kh value of 0.222 was determined. Use of this value in a simplified analysis method allowed by the reviewer, determines that a seismic load of 18.3 pcf should be utilized by the structural engineer. For restrained conditions a Kh value of 0.377 was determined. Use of this value in a simplified analysis method, determines that a seismic load of 31.1 pcf should be utilized by the structural engmeer. FLOOR SLABS Due to liquefaction potential at the subject site, it is recommended that a mat foundation be used for the proposed structure. The minimum thickness of the mat slab is twelve inches. Slab on grades shall be designed in accordance with current CBC codes. Slab on grade areas shall be supported on engineered fill compacted to a minimum of 90% relative compaction and exhibiting proper moisture content. Subgrade soil should be kept moist prior to casting the slab. However, if the soils at grade become disturbed during construction, they should be brought to approximately optimum moisture content and rolled to a firm, unyielding condition prior to placing concrete. COAST GEOTECHNICAL, Inc. to verify adequacy of sub grade spoils prior to placement of vapor barrier or capillary break. Section 4.505.2.1 of the California Green Code requires the use of a capillary break between the slab sub grade and vapor barrier. The capillary break material shall comply with the requirements of the local jurisdiction and shall be a minimum of four inches in thickness. Geotechnically coarse clean sand is acceptable; however, some localities require the use of four inches of gravel (1/2-inch or larger clean aggregate). If gravels are used, a heavy filter fabric (Mirafi 140N) shall be placed over the gravels prior to placement of the recommended vapor barrier to minimize puncturing of the vapor barrier. Additionally, a vibratory plate should be used over the gravels prior to placement of the recommended filter fabric to smooth out any sharp protuberances and consolidate the gravels. Slab areas should be underlain by a vapor retarder consisting of an engineered plastic film (as described by ASTM:E-1745). In areas where a moisture sensitive floor covering will be used and/or where moisture infiltration is not desirable, a vapor barrier with a permeance of less than 0.0lperms (consistent with ACI 302.2R-06) such as 15 mil. Stego Wrap Vapor Barrier, or equivalent, should be considered, and a qualified water proofing specialist should be consulted. The vapor barrier should be underlain by the above described capillaiy break materials and filter cloth. The capillaiy break materials should be compacted to a uniform condition prior to PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 13 Geotechnical Engineering Investigation w. 0. 636022-01 May 23, 2022 placement of the recommended filter cloth and vapor barrier. The vapor barrier should be properly lapped and sealed. SEISMIC DESIGN Based on the current CBC and ASCE 7-16, the following seismic desigo parameters are provided. These seismic design values were determined utilizing latitude 33.6176442 and longitude - 117.9316508 and calculations from the SEAOC/OSHPD Seismic Desigo Tool. Data output is attached in Appendix B. The site class D-Default was assigoed to site earth materials. • Site Class = D-Default • Mapped 0.2 Second Spectral Response Acceleration, Ss = 1.386g • Mapped One Second Spectral Response Acceleration S1 = 0.494g • Site Coefficient from Table 1613A.3.3(1), Fa= 1.2 • Site Coefficient from Table 1613A.3.3(2), Fv = 1.806 • Maximum Design Spectral Response Acceleration for short period, SMs = 1.664g • Maximum Design Spectral Response Acceleration for one-second period, Su1 = 0.892g • 5% Design Spectral Response Acceleration for short period, Sos= 1.109g • 5% Design Spectral Response Acceleration for one-second period, S01 = 0.595g The Fv, SM1, and Soi are calculated based on Table 11.4-2 of ASCE7-16 as shown on Plate X. Since S1 is more than 0.2, the project structural engineer shall perform required calculations to make sure that a site response analysis is not required according to 11.4.8 of ASCE7-l 6. SETTLEMENT The maximum total post-construction settlement is anticipated to be on the order of 1/2 inch. Differential settlements are expected to be less than 1/2 inch, measured between adjacent structural elements over a distance of 40 feet. Seismic induced settlements are addressed under previous sections. SUBSIDENCE AND SHRINKAGE Subsidence over the site is anticipated to be negligible. Shrinkage of reworked materials should be in the range of 5 to 10 percent. EXPANSIVE SOILS Results of expansion tests indicate that the near surface soils have a very low expansion potential. UTILITY LINE BACKF'ILLS All utility line backfills, both inte1ior and exterior, shall be compacted to a mm1mum of 90% relative compaction and shall require testing at a maximum of two-foot vertical intervals. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 14 Geotechnical Engineering Investigation W. 0. 636022-01 May 23, 2022 Utility lines shall be placed at appropriate depths. Shallow pipes can be damaged by the forces imposed by compacting backfill soils. If shallow pipes are not capable of withstanding the forces of backfill compaction, slurry backfill will be recommended. HARDSCAPEANDSLABS Hardscape and slab subgrade areas shall exhibit a minimum of 90% relative compaction to a depth of at least one foot. Deeper removal and recompaction may be required if unacceptable conditions are encountered. These areas require testing just prior to placing concrete. Hardscape shall be at least four inches thick and reinforced with #3 bars on 18 inch centers both ways. CHEMICAL ANALYSIS An on-site soil sample showed a soluble sulfate content of 85 ppm, which is a negligible sulfate exposure. Concrete with Type II 2,500 psi may be utilized; however, the saltwater environ may cause damage to exposed concrete and a designed concrete should be considered. DRAINAGE Positive drainage should be planned for the site. Drainage should be directed away from structures via non-erodible conduits to suitable disposal areas. The structure should utilize roof gutters and down spouts tied directly to yard drainage. Pipes used for storm/site water drainage should be stout enough to withstand the force of compaction of the soils above. This force can be considerable, causing some weaker pipes to collapse. Drainage pipes shall have a smooth interior. Pipes with a com1gated interior can cause the buildup of deleterious matter, which can impede or block the flow of site waters and, as such, are not recommended. All storm/site water drainage pipes should be in conformance with the requirements of Table 1102.5 of the California Plumbing Code. Unlined flowerbeds, planters, and lawns should not be constructed against the perimeter of the structure. If such landscaping (against the perimeter of a structure) is planned, it should be properly drained and lined or provided with an underground moisture barrier. Irrigation should be kept to a minimum. The current CBC recommends five percent slope away from structures for landscape areas within ten feet of the residence. Hardscape areas shall be sloped a minimum of two percent where within ten feet of the residence unless allowed otherwise by the building official. Minimum drainage shall be one percent for hardscape areas and two percent for all other areas. We do not recommend the use of infiltration best management practice (BMP) such as infiltration trenches, bottomless trench drains, infiltration basins, dry wells, permeable pavements or similar systems designed primarily to percolate water into the subsurface soils within three feet of foundations. Due to the physical characteristics of the site earth materials, infiltration of waters into the subsurface earth materials has a risk of adversely affecting below grade structures, building PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 15 Geotechnical Engineering Investigation w. 0. 636022-01 May 23, 2022 foundations and slabs, and hardscape improvements. From a geotechnical viewpoint surface drainage should be directed to the street. The WQMP requirement shall be addressed by the Civil Engineer. ENGINEERING CONSULTATION, TESTING & OBSERVATION We will be pleased to provide additional input with respect to foundation design once methods of construction have been determined. Grading, foundation and shoring plans should be reviewed by this office prior to commencement of grading so that appropriate recommendations, if needed, can be made. Areas to receive fill should be observed when unsuitable materials have been removed and prior to placement of fill. Fill should be observed and tested for compaction as it is placed. SUPPLEMENTAL CONSULTING During construction, a number of reviews by this office are recommended to verify site geotechnical conditions and conformance with the intentions of the recommendations for construction. Although not all possible geotechnical observation and testing services are required. The following site reviews are advised, some of which will probably be required by the City of Newport Beach: • Grading and excavations review for main structures • Foundation excavations • Slab subgrade compaction testing prior to placement of the capillary break or waste slab Slab steel placement, primary and appurtenant structures • Compaction of interior and exterior utility trench backfill • Hardscape subgrade compaction AGENCY REVIE\V All soil, geologic and structural aspects of the proposed development are subject to the review and approval of the governing agency(s). It should be recognized that the governing agency(s) can dictate the manner in which the project proceeds. They could approve or deny any aspect of the proposed improvements and/or could dictate which foundation and grading options are acceptable. Supplemental geotechnical consulting in response to agency requests for additional information could be required and will be charged on a time and materials basis. LIMITATIONS This report presents recommendations pertaining to the subject site based on the assumption that the subsurface conditions do not deviate appreciably from those disclosed by our exploratory PA2022-0159 COAST GEOTECHNICAL, IN C. Mr. Cliffo rd MicKool 16 Geotechnical Engineering Investigation w. 0. 636022-01 May 23. 2022 excavations. Our recommendations are based on the technical information, our understanding of the proposed construction, and our expetience in the geotechnical field. We do not guarantee the perfonnance of the project, only that our engineering work and judgments meet the standard of care of our profession at this time. In view of the general conditions in the area, the possibility of different local soil conditions may exist. Any deviation or unexpected condition observed during construction should be brought to the attention of the Geotechnical Engineer. In this way, any supplemental recommendations can be made with a minimum of delay necessary to the project. If the proposed construction will differ from our present understanding of the project, the existing infonnation and possibly new factors may have to be evaluated. Any design changes and the finished plans should be reviewed by the Geotechnical Consultant. Of particular importance would be extending development to new areas, changes in structural loading conditions, postponed development for more than a year, or changes in ownership. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the infonnation and recommendations contained herein are called to the attention of the Architects and Engineers for the project, and incorporated into the plans and that the necessary steps are taken to see that the contractors and subcontractors can-y out such recommendations in the field. This report is subject to review by the controlling autho1ities for this project. We appreciate this opportunity to be of service to you. Respectfully submitted: COAST GEOTECHNICAL, INC. ~~~~ Ming-Tarng Chen RCE 54011 PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 17 Geotechnical Engineering Investigation APPENDIX A W. 0. 636022-0 I May 23, 2022 This appendix contains a description of the field investigation, laboratory testing procedures and results, site plan, exploratory logs and expansive soil reconunendations. FIELD INVESTIGATION The field investigation was performed on May 10, 2022, consisting of the excavation of a boring by a limited access drilling rig (for Boring No. 1) and a boring by hand auger equipment (for Boring No. 2) at the locations shown on the attached Geotechnical Site Plan, Figure 2. As drilling progressed, personnel from this office visually classified the soils encountered, and secured representative samples for laboratory testing. Description of the soils encountered is presented on the attached Boring Logs. The data presented on this log is a simplification of actual subsurface conditions encountered and applies only at the specific boring locations and the date excavated. It is not warranted to be representative of subsurface conditions at other locations and times. LABORATORY TESTING Field samples were examined in the laboratory and a testing program was then established to develop data for preliminary evaluation of geotechnical conditions. Field moisture and dry densities were calculated for each undisturbed sample. The samples were obtained per ASTM:D-2937 and tested under ASTM:D-2216. Maximum density-optimum moisture relationships were established per ASTM:D-1557 for use in evaluation of in-situ conditions and for future use during grading operations. Direct shear tests were performed in accordance with ASTM:D-3080, on specimens at near saturation under various normal loads. The results of tests are based on an 80% peak strength or ultimate strength, whichever is lower, and are attached as Plates D and E. Expansion tests were performed on typical specimens of earth materials in accordance with the procedures outlined in ASTM D-4829. A consolidation test was performed on a representative sample based on ASTM:D-2435. The consolidation plot is presented on Plate F. PA2022-0159 COAST GEOTECHNICAL, INC. Mr. Clifford MicKool 18 Geotechnical Engineering Investigation TEST RESULTS w. 0. 636022-01 May 23, 2022 Maximum Density/Optimum Moisture (ASTM:D-1557) Boring Depth in Feet Maximum Density, Optimum Moisture, % pcf 1 0-5 112.0 10.0 Direct Shear (ASTM:D-3080) Bo1ing Depth in Feet Cohesion Angle of Internal Fiiction (lbs./sq. ft.) (Degrees) I 0 -5 (remolded) 100 31 2 3 50 32 Expansion Index (ASTM:D-4829) Boring Depth in Feet Expansion Index Expansion Potential 1 0 -5 10 Very Low Chemical Analysis (ASTM:D-516) Boring Depth in Feet Soluble Sulfate (ppm) 1 0-5 85 PA2022-0159 COAST GEOTECHNICAL, INC. SPECIFICATIONS FOR GRADING SITE CLEARING All existing vegetation shall be stripped and hauled from the site. PREPARATION After the foundation for the fill has been cleared, plowed or scarified, it shall be disced or bladed until it is uniform and free from large clods, brought to a proper moisture content and compacted to not less than ninety percent of the maximum dry density in accordance with ASTM:D-1557 (5 layers -25 blows per layer; 10 lb. hammer dropped 18"; 4" diameter mold). MATERIALS On-site materials may be used for fill, or fill materials shall consist of materials approved by the Soils Engineer and may be obtained from the excavation of banks, borrow pits or any other approved source. The materials used should be free of vegetable matter and other deleterious substances and shall not contain rocks or lumps greater than six inches in maximum dimension. PLACING, SPREADING AND C01vfPACTING FILL MATERIALS The selected fill material shall be placed in layers which, when compacted, shall not exceed six inches in thickness. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to ensure unifo1mity of material and moisture of each layer. Where moistme of the fill material is below the limits specified by the Soils Engineer, water shall be added until the moisture content is as required to ensure thorough bonding and thorough compaction. Where moisture content of the fill material is above the limits specified by the Soils Engineer, the fill materials shall be aerated by blading or other satisfactory methods until the moisture content is as specified. After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than 90 percent of the maximum dry density in accordance with ASTM:D-1 557 (5 layers -25 blows per layer; 10 lbs. hammer dropped 18 inches; 4" diameter mold) or other density tests which will attain equivalent results. Compaction shall be by sheepfoot roller, multi-wheel pneumatic tire roller, track loader or other types of acceptable rollers. PA2022-0159 COAST GEOTECHNICAL, INC. SPECIFICATIONS FOR GRADING PAGE2 Rollers shall be of such design that they will be able to compact the fill to the specified density. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each layer shall be continuous over the entire area and the roller shall make sufficient trips to ensure that the desired density has been obtained. The final surface of the lot areas to receive slabs on grade should be rolled to a dense, smooth surface. The outside of all fill slopes shall be compacted by means of sheepfoot rollers or other suitable equipment. Compaction operations shall be continued until the outer nine inches of the slope is at least 90 percent compacted. Compacting of the slopes may be progressively in increments of three feet to five feet of fill height as the fill is brought to grade, or after the fill is brought to its total height. Field density tests shall be made by the Soils Engineer of the compaction of each layer of fill. Density tests shall be made at intervals not to exceed two feet of fill height provided all layers are tested. Where the sheepfoot rollers are used, the soil may be disturbed to a depth of several inches and density readings shall be taken in the compacted material below the disturbed surface. When these readings indicate that the density of any layer of fill or portion there is below the required 90 percent density, the particular layer or portion shall be reworked until the required density has been obtained. The grading specifications should be a part of the project specifications. The Soil Engineer shall review the grading plans prior to grading. INSPECTION The Soil Engineer shall provide continuous supervision of the site clearing and grading operation so that he can verify the grading was done in accordance with the accepted plans and specifications. SEASONAL LIMITATIONS No fill material shall be placed, spread or rolled during unfavorable weather conditions. When heavy rains interrupt work, fill operations shall not be resumed until the field tests by the Soils Engineer indicate the moisture content and density of the fill are as previously specified. EXPANSIVE SOIL CONDITIONS Whenever expansive soil conditions are encountered, the moisture content of the fill or recompacted soil shall be as recommended in the expansive soil recommendations included herewith. PA2022-0159 " ' i./Ub j'=~~~~~~,1 atler \ NEWPORT BEACH QUADRANGLE CALIFORNIA -ORANGE CO. 7.5 MINUTE SERIES (TOPOGRAPHIC) SITE VICINITY MAP Geotechnical Engineering Investigation 3407 Finley Avenue Newport Beach, California UNITED STATES DEPAR1MENT OF THE INTERIOR GEOLOGIC SURVEY Work Order 636022 Figure No. 1 COAST GEOTECHNICAL, INC. PA2022-0159 '° ... I !• ... ai .; t.) a.. <( ~ w I- (/) .....J <( 0 z I I"'" .INE 0 w I 8.67}TYI r 6.31)FS 0 w C) II) rs@u ® EXISTING BUll"'""' J~ I ~~~ , .. ,.. .:.F-~ j ~ !L1o.m_ FS N52"46~0"E 100.00' ~ PROPERTY ~ ~ 6.42) {6.42)FS 4-) .08 ~ ::rn LINE", FS · " ,~.87 i=@E c' (5.41) ~ 7.67 TW (6.48 FS _(§2Zl NG £7.09 ('I". -~ .. Q" _ FS\,_ z .. ~ OJ~-, (7.08) C ·--·;:: 0 Ill 11_~ COLUijN (35.10) ci•H t.!NEY 1 OP'\_ -fo.93) p LOT4 @8\[ii]&ls ,\\[~©'\J'U©G'il !IDOo©©G~ ~;iJ-0 11'/Ju[f~L .. @1/@® 31.16 !OGE 6.96 7.12 NS2"46'30HE 100.00' EXISTING BUILDING C:i©lfl{ EXISTING BUILOJt-6 (20.21) /RIDG£ , q (7.78} ~: (6.45}. jg<' -FF~ ~!~ : ~I! N N 0 (0 (".) (0 ~ (1) "O ~ 0 -"' ~ 0 IN 0 z (1) ~ ::, CJ) u::: I ~,:S IA~-39) (5.30)~ C I I I I _.. S.69 Fl . .__(5.86) 5 s !~ I AC =t EG (S.28)TC (5.69)FL ~ EG I ACF ~ ~75) ~ EG .0..111) (6.26)TC I (5.58)FL 15• I ~~-.. . : ' ~ ; ~ =~i a ; 111 I C 0 :;::; Cll Ol :,.::; co en --a, C > Q) ~ C :l Q -C:.: Ol a, Cll C>O ·c: <( Q) >, .c Q) Q) CJ .!:: c Cll Ol--Ql cu_lll w I'--t:: -oo ~ -st C. ·-C'l :s: C Ql -5 z Q) -0 Q) (9 ti ~ .. ..... ~ ~ :t: (.) ~ 0 LU (!) .... (/) ~ (.) PA2022-0159 SEISMIC HAZARD ZONES MAP \ \ \ '- \ \ ---\ Nfil~O R'<r ___ ) "-L t ( V ~ /( I ·+ ,.____,/ V' . , / j > --~-la . !/ I "-7 '- )/ . ~<O\ r~ \~--:~---------...__ (\I' I I I . . -------~- \ 45 J9 STATE OF CALIFORNIA \ MAP EXPLANATION s~~~,~~;~~~~~~~s . \_____ Zones of Required Investigation: (.wb/nk Hu,nb ,.,,.pq kt/ -....... ""-.. Uquetutlon , · "-._ ke.as v.tiere t'isloric oco.nence ol ique(~ or lccaJ ~ic31, \ 7 .i: --------~ geot9Ctv'ical and grCU'ld'Naler conoooos indlcae a potential for NEWPORT BEACH QUADRANGLE \ ..._6o QJi """'"""_,,.,""°""'""""'"""""""'"'""""'""'n«1" \_ ----.__ P..dc Resou-ces Code Se«lon 2693(c) WOOld be mqufed. · OFFICIAL MAP • \ ________ ____..,. Earthqu■k..,.lnduced Lar.d1lldu \ \ ~ N8aS'M)81'epj'IMOIJloco.rrenceolw.dsfdernovemen1_otlOcal llquefat1lon Zone Released:April7,1997 \\ '\ ~ =~~pe~~~~::,,~&11s Landslide Zone Released: April 15, 1998 \ =:.,~ "'"""' n Pubk Reswce, Cod< Secllon 2693(cl......, Geotechnical Engineering Investigation 3407 Finley Avenue Newport Beach, California Work Order 636022 Figure No. 3 COAST GEO TECHNICAL, INC. PA2022-0159 TEMPORARY EXCAVATION ALONG PROPERTY LINES BUILDING --FACE i---. F.F. NEW FOOTING (24") SCALE: 1 ":::: 2' , / / Jc WALL/PL o Top of Slope / /,"'fa,,::----' /i / // /~EMPORARY 1------..Y SLOPE /: / // : ~ BENCHING 7---___ , ______ ,}' l,;;;;,,JECTION OVER-EXCAVATION This plate is not a representation of actual site conditions. It is a general representation of typical conditions and intended for the illustration of geotechnical data only. The indicated scale is approximate, and to be used for rough measurement only. Geotechnical Engineering Investigation 3407 Finley Avenue Work Order 636022 Newport Beach, California Figure No. 4 COAST GEO TECHNICAL, INC. PA2022-0159 POTENTIAL TSUNAMI RUNUP INUNDATION CAUSED BY A SUBMARINE LANDSLIDE / ... ' . ')-~JTE '~ .. '· ·""· ,, ·,, '· Ba1c Map: USGS ToFOgraphic Map from Surc!t,,·lAPS RASTER ' re~carr.:h b--/ J.C. Bor~ro and othcn at Univ~nity of Southern California •-'.:I: •I ,; . •· ·.; ---~<, .. ; _, ... -·-·'-··•····· Scale: 1 :60,000 •._~-.._.,.,,..,.,,•,.·3=.=a-=,,,1"5 Miles Source: City of NicwFOrt Bca::h, 2007 ba.cd on unpublilhcd •"' ~, :. ... '" .. ".s·•""-"'···'"·"' .. ,"'."' .. "'·•"'="'•-•••--·•·-•··=-~.,"'-~.""'. __ !.?:-~~1:'" NOTES: This: map r.. inb:i:n:fo:HrorZ'ff~1'21 bnd U!.Qp/;;a.nni"l only. lnfa mnt~nonth& rn;lJ) r;'. ru sa.tfici,;ut to s,;u.rQ z a :.uh:titlt-Q'. ford.:U.ikd z.:a bzC irr~ iz:atio rs ot indivi:foal d:c~ oor dau it =ati::fy th°' ~nlu:aJ:bn "'ilU i~ri,.;i:rt: :,,,a forth in ~b:d-: ta.z.a.rd N.zubt ion::. £uth Glrsu b.nt:. Jrtqrn:u ~nal(EC Oma~ no ~~qnt1.H1rr. or ,..._,;a rant~ Kq;2d inz tfnaO:URC'f ofthQdmfrorn ~hCh tJ,i;::;;,g: rnap::.,..'Qnad<.i:l?K:d. ECts:h:1.II nel t» liUlkt 1uU11, a.ny.::i1t:u Mt:a.n...~ far :a.fl'/ d itv..t,. indi ,;,ct.. ~:ia.l in.:~ntitl or o:an~uei:rt ia.l damag.s w~h ~ tna.ny cb.irn bya.ny ~, or thirdpa.ty on a.o::ourtof. or :a.ri~i11,t fan,.thQI.Dta'ofthii: MIO~ ""----Aro,=~=::::~'""'' t.nriami generated by a submarire Projec t Num l:c.r: 2706 D.a.tc: 2006 Geotechnical Engineering Investigation 3407 Finley Avenue Newport Beach, California landslide ofhh::>re of i'ewport Beach !areas at or lower than 3 2 foot elevation '••• N3wport Beach Oty Boundary ...._____ Sphere of lnflL.ence Work Order 636022 Figure No. 5 COAST .GEOTECHNICAL, INC. PA2022-0159 COAST GEOTECHNICAL, INC. (Text Supercedes) EXPANSION INDEX Ext.~rior.Footing·Dep\~/ !_Story••'( 2&3 storf' , Interior Footiri • ,·. ,_ : ,_•-'·1 l.Story C ,· 2&3 Sto ' Vapor Retarder (2) ,;! GradeBearri- Garage Entrance · •; . -; :: ' Presaturation VERYLOW . 0-20 12" 15" 18" 24" 24" 24" 24" 4 #5 Bars 2 Top 2 Bottom 5" Actual #4 Bars on 12" Centers Both Ways 15 mil Membrane #4 Bars on 12" Centers Both Ways Same as Adj. Ext. Ftg. 4" Clean Aggregate Above Opt. To Depth ofFtg LOW .21-50 12" 15" 18" 24" 24" 24" 24" 4 #5 Bars 2 Top 2 Bottom 5" Actual #4 Bars on 12" Centers Both Ways 15 mil Membrane #4 Bars on 12" Centers Both Ways Same as Adj. Ext. Ftg. 4" Clean Aggregate Above Opt. To Depth of Ftg. 1. Basement slabs shall have a minimum thickness of six inches. MEDIUM. 51\90 ... 12" 15i, 18" 24" 24" 24" 24" 4 #5 Bars 2 Top 2 Bottom 5" Actual #4 Bars on 12" Centers Both Ways 15 mil Membrane #4 Bars on 12" Centers Both Ways Same as Adj. Ext. Ftg. 4" Clean Aggregate 110% of Opt MIC to Depth Footing .. HIGH . 91 :13() 15" 15" 18" 24" 24" 24" 24" 4 #5 Bars 2 Top 2 Bottom 5" Actual #4 Bars on 12" Centers Both Ways 15 mil Membrane #4 Bars on 12" Center Both Ways Same as Adj. Ext. Ftg. 4" Clean Aggregate 130% of Opt M/Cto Depth Footing VE,,RYIII\}H ::.•-_130:t,:;,! 15" 15" 18" 30" 36" 30" 36" 4#5 Bars 2 Top 2 Bottom 5" Actual #4 Bars on 12" Centers Both Ways 15 mil Membrane #4 Bars on 12" Center Both Ways Same as Adj. Ext. Ftg. 4" Clean Aggregate l30% of Opt M/C to Depth Footing 2. Floor slab shall be constructed over a 15 mil plastic membrane. The membrane sha!l be properly lapped, sealed and in contact with the slab bottom. 3, Aggregate shall be 1/2-inch or larger. PLATEA PA2022-0159 Date: (J) f-.2 a. "' (J) > z 10 18 33 30 36 5/10/2022 ~ ,,, ~~ -(J) C v, Q. (J) (J) [:' C 1n ~ E "' (J) ·-·o o a_ LL 2~ (J) ~ S B 15 24.8 5 7 25.0 6 24.3 4 24.1 7 25.3 15 SUMMARY OF BORING NO. 1 it ~ .r::. -a. (J) 0 Elevation: ~ 0 Description 0 u Concrete (5") FILL: SAND ---silty, fine to medium grained, damp Dark Gray to moist NATIVE: SAND ---silty, fine to medium grained, Light Gray with dark gray silt, very moist SAND ---slightly silty, fine to medium grained, wet Dark Gray SAND ---slightly silty, fine to medium grained, wet Dark Gray SAND ---clean, fine to medium grained, wet Dark Gray SAND ---slightly silty, fine to medium grained, wet Dark Gray End of boring at 12.5 feet Groundwater at 4 feet Sands are subject to caving E.G. >, " C (J) -,,, ·;;; C 0 u Medium Dense Medium Dense Medium Dense Dense Dense Dense Geotechnical Engineering Investigation 3407 Finley Avenue Work Order 636022 Newport Beach, California Plate B COAST GEOTECHNICAL, INC. PA2022-0159 SUMMARY OF BORING NO. 2 Date: 5/10/2022 Elevation: E.G. >, ~ "' ~ 1)' "" ~~ Q) .., "' 0. IL L C: C: -Q) Q) t; -0 1i, 1i, c:' E .c Description 0 0 a. 'i5 0 "' -'iii c:' -(/) Cl. () C: 2'#. Q) 0 0 -0 () U B Concrete -5" inches thick FILL: SAND ---silty, fine to medium grained, with Brown Medium gravels, damp Dense - 2 -SAND ---clean to slightly silty, fine to medium Light Gray Medium grained, damp to moist Dense 102 21.1 NATIVE: SAND ---clean, fine to medium grained, Light Gray Medium very moist to wet Dense 4 - End of boring at 4.5 feet -Groundwater at 3.5 feet Sands are subject to caving 6 - - 8 - - 10- - Geotechnical Engineering Investigation Work Order 636022 3407 Finley Avenue Newport Beach, California Plate C COAST GEOTECHNICAL, INC. PA2022-0159 ---------------------------------- -,._; .... c:i-(/) U) 0. ~ ---(/) (/) [ 5 4 3 ~ 2 u5 0 SHEAR TEST RESULT Boring No.1@ 0-5 Feet (Remolded to 90%) V .v / l/ 0 1 2 3 4 Confining Pressure (ki ps/sq. ft.) Remolded samples were tested at saturated conditions. ) 5 The sample had a dry density of 101 lbs./cu.ft. and a moisture content of 24.6 %. Cohesion = 100 psf Friction Angle =·31 degrees Based on 80% peak strength or ultimate strength, whichever is lower Geotechnica l Engineering Investigation 3407 Finley Avenue Work Order 636022 Newport Beach, California Plate No. D COAST GEOTECHNICAL, INC . .__ ______________________ , __________ , __ _,, PA2022-0159 SHEAR TEST RESULT - [ Boring No. 2 @ 3 Feet ) 5 4 ~ "" 3 ci-I V ,,, -,,, Q. / ;g ,,, ,,, Q) 2 ~ ii5 V 1 / 0/ 0 1 2 3 4 5 Confining Pressure (kips/sq. ft.) Native earth materials samples were tested at saturated conditions. The sample had a dry density of 102 lbs./cu.ft. and a moisture content of 24 %. Cohesion = 50 psf Friction Angle = 32 degrees Based on 80% peak strength or ultimate strength, whichever is lower Geotechnical Engineering Investigation Work Order 636022 3407 Finley Avenue Newport Beach, California Plate No. E COAST GEOTECHNICAL, INC. PA2022-0159 CONSOLIDATION TEST RESULTS [ Boring No. 2 @ 3 Feet ) Pressure (Kips Per Square Foot) 0.1 1 10 0.00 I I I I I 1.00 -' -' 2.00 I I '--' I ' I -! 3.00 ; ;:;-' C: " ~ 4.00 I " e:. i s:: ' I 0 5.00 I I ' :;:. !ti -~~ :s? I 0 ' 6.00 I t/) i ; I s:: I i 0 I (.) I I 7.00 I ; ' ; I I I 8.00 I i I I ! ' I I 9.00 I I I I I I : 'I0.00 I I ' 0 Test Specimen at In-Situ Moisture • Test Specimen Submerged Geotechnical Engineering Investigation Work Order 636022 3407 Finley Avenue Newport Beach, California Plate No. F COAST GEOTECHNICAL, INC. PA2022-0159 ALLOWABLE BEARING CAPACITY Bearing Capacity Calculations are based on "Terzaghi's Bearing Capacity Theory" Bearing Material: Compacted fill Properties: Wet Density (y) = 110 pcf Cohesion (C) = 100 psf Angle of Friction (¢) = 31 degrees Footing Depth (D) = 2 feet Footing Width (B) = 1.5 feet Factor of Safety = 3.0 Calculations -Ultimate Bearing Capacity from Table 3.1 on page 127 of "Foundation Engineering Handbook", 1975 Ne= 32.67 Nq = 20.63 Ny = 25.99 Ou = 1.3 C Ne+ y D Nq + 0.4 y B Ny (Square Footing) = 1.3 * 100 ' 32.67 + 110 ' 2 ' 20.63 + 0.4 • 110' 1.5 ' 25.99 = 4247 + 4538 + 1715 = 10500 psf Allowable Bearing Capacity for Square Footing Oa11 = OuiF.S. = Use 1800 psf 3500 psf Ou = 1.0 C Ne + y D Nq + 0.5 y B Ny (Continuous Footing) = 1.0 * 100 ' 32.67 + 110 * 2 '20.63 + 0.5 • 110 ' 1.5 ' 25.99 = 3267 + 4538 + 2144 = 9949 psf Allowable Bearing Capacity for Continuous Footing Oa11 = OuiF.S. = Use 1800 psf 3316 psf Geotechnical Engineering Investigation 3407 Finley Avenue Work Order 636022 Newport Beach, California Plate G COAST GEOTECHNICAL, INC . ..... ------------------~---·---------' PA2022-0159 LATERAL EARTH PRESSURE CALCULATIONS Retaining structures such as retaining walls, basement walls, and bulk-heads are commonly used in foundation engineering, and they support almost vertical slopes of earth masses. Proper design and construction of these structures require a through knowledge of the lateral forces acting between the retaining structures and the soil masses being retained. These lateral forces are due to lateral earth pressure. Properties of earth material: Wet Density (y) Cohesion (C) = = 110 pcf 100 psf Angle of Friction (r/>) = 31 degrees Coefficient of earth pressure at rest ( Jaky, 1944 ), Ko = 1 -sin ,p Ko = Earth pressure at rest = y KO = 53.3 psf / LF Assumed H = 2 feet Pp = 0.5 y H2 tan2 ( 45° + q, 12 ) + 2 C H tan ( 45° + q, I 2 ) = 0.5 * 110 * 4 * 3.122 + 2 * 100 * 2 * 1. 767 = 687 + 707 = 1394 lbs/ LF 1/2 EFP H2 = 1394 EFP: passive pressure EFP = 697 psf / LF 0.485 Allowable Passive Pressure = 250 psf / LF ( with F.S. = 2. 79 ) Coefficient of Friction = tan ~ = 0.601 Use 0.35 Geotechnical Engineering Investigation 3407 Finley Avenue Work Order 636022 Newport Beach, California Plate H COAST GEOTECHNICAL, INC. PA2022-0159 CALCULATION OF SUBGRADE REACTION Subgrade reaction calculations are based on "Foundation Analysis and Design" Fourth Edition, by Joseph E. Bowles. Ks= 24 qu1t(for t.H = 1/2 inch) Where: Ks = subgrade reaction in k / ft3 quit = ultimate bearing capacity For quit = 9.9 ksf (from bearing capacity calculations) Ks = 24 * 9.9 k / ft3 = = 237.6* 1000 I ( 12 * 12 * 12) lb/ in3 137.5 lb/in3 Use 100 pound per cubic inch Geotechnical Engineering Investigation 3407 Finley Avenue Newport Beach, California COAST GEOTECHNICAL Work Order 636022 Plate No. I PA2022-0159 ACTIVE EARTH PRESSURE BY COULOMB THEORY The total active thrust can be expressed as PA=0.5KAyH2 where the active earth pressure coefficient, KA, is given by cos2 (1> -0) KA = ------------------- cos20 cos(o + 0) { 1 + [ sin(o + 1>) sin(¢ -/J) cos(o + 0) cos(/3 -0) Where: 0 = slope of the back of the wall with respect to the vertical o = angle of friction between the wall and the soil /3 = slope of the backfill with respect to the horizontal Properties of earth material: Wet Density (y) Cohesion (C) Angle of Friction(</>) 0 0 = = = = = Caculate KA based on slope of the backfill Surface Slope Slope Angle (/3) KA Level 0.0 0.286 5:1 (H:V) 11.3 0.333 4:1 (H:V) 14.0 0.348 3:1 (H:V) 18.4 0.379 2:1 (H:V) 26.6 0.487 1.5:1 (H:V) 33.7 0.782 Geotechnical Engineering Investigation 3407 Finley Avenue Newport Beach, California 110 pcf 100 psi 31 degrees 0 20 EFP [ = y ' KA ], pcf 31.5 36.6 38.3 41.7 53.5 86.0 Work Order 636022 Plate J COAST GEOTECHNICAL, INC. PA2022-0159 CALCULATION OF tiP AE Sos = 1.109 g Moist Density (v) = 110 pcf For restrained condition with level backfill Kh = 0.4 * Sos* 0.85 = 0.377 LIPAE = 3/4 y Kh = 31.1 pcf For unrestrained condition with level backfill Kh = 0.4 *Sos* 0.5 = 0.222 LIPAE = 3/4 y Kh = 18.3 pcf Geotechnical Engineering Investigation Work Order 636022 3407 Finley Avenue Newport Beach, California Plate No. K COAST GEOTECHNICAL PA2022-0159 COAST GEOTECHNICAL, INC. APPENDIXB Liquefaction and Seismic Settlement Analysis and Seismic Data Output PA2022-0159 l~it~~ ' ·•··· 3 5 7 9 11 LIQUEFACTION ANALYSIS BY SPT C = ( P / a ' )112 < 1 7 N a O • , FOR BORING NO. 1 Pa= 2089 psf (N 1)eo = Nm CN CE Cs CR Cs CSR= 7:av I a0' = 0.65 ( ao I a0') rd ( am.,J g) • ... • ' ' "~1~~ ' •• ••• . .. lill 345.0 251.4 10 1.70 1.15 1.05 0.75 1.20 17.0 595.0 376.6 18 1.70 1.15 1.05 0.75 1.20 30.6 845.0 501.8 33 1.70 1.15 1.05 0.75 1.20 56.1 1095.0 627.0 30 1.70 1.15 1.05 0.75 1.20 51.0 1345.0 752.2 36 1.67 1.15 1.05 0.75 1.20 61.2 Iii~~:■ 0.99 0.64 0.99 0.74 0.99 0.79 0.98 0.81 0.98 0.83 ~,,~- 15 0.26 7 0.60 6 0.60 4 0.60 7 0.60 Note: 1. Moist unit weight of 105 pcf, saturated unit weight of 125 pcf, and groundwater at 1.5 feet 2. Magnitude of 7.2 and peak ground acceleration of 0.728 g 3. According to Figure 7.1, soil layers having (N1}60 higher than 30 are not considered liquefiable. -1.15 0.30 1.15 0.69 1.15 0.69 1.15 0.69 1.15 0.69 Geotechnica! Engineering Investigation 3407 Finley Avenue Work Order 636022 Newport Beach, California Plate M COAST GEOTECHNICAL, INC. i!:[ 0.47 0.93 0.87 0.85 0.83 PA2022-0159 Open-file Report 97--o8 '----------·--------------------------------,...,, SCA!£ Plate 1.2 Hls:orleelty Hlgl·,est Ground Water Contours and Borehcfo Log 02.ta Lcr...atk;r.s, Ne½-port Beach Ouacrangle. PA2022-0159 E -.c: ...... c.. (1) 0 5 10 15 Stress Reduction Coefficient, rd 0.2 0.4 0.6 0.8 1.0 Average values by Seed & 1------1-----1----Idriss (1971) -1----,,+H Approximate average values from Eq. 2 Range for different soil profiles by Seed & Idriss (1971) :Simplified' procedUf.E:' :~\· . .-'.·/!:\· · not verified with ?~:·;-:,,: :t•:'. .-..-...c;~--, .,.:.->-:/.:· ·. . •,::.-:•:,,. .-.•:-· ...... . :,,.·:-.-·:•,:: :case history data_:,;.\.'.:: . .-.:;·~-,:::·· ~:·. .-.tt·.:·:.f,. :in this region .-·;--:.-·;; .. =_.',\ •.. ,:-.~::·.\::;•:•-:: ,:-.~;-.'.,.;.~,:-.:: 20 · .... · .. ·. · ... , · ... · •'• '• .... FIG. 1. rd versus Depth Curves Developed by Seed and Idriss (1971) with Added Mean-Value Lines Plotted from Eq. (2) PA2022-0159 TABLE 2. Corrections to SPT (Modified from Skempton 1986) as Listed by Robertson and Wride (1998) Factor Equipment variable Term Correction (1) (2) (3) (4) Overburden pressure -C,v (P0 /a~)9-5 Overburden pressure -C.v C,y < 1.7 Energy ratio Donut hammer CE 0.5-1.0 Energy ratio Safety hammer CE 0.7-1.2 Energy ratio Automatic-trip Donut-CE 0.8-1.3 typ,e. hammer Borehole diameter 65-115 mm CB 1.0 Borehole diameter 150 mm Ca 1.05 Borehole diameter 200 mm Ca 1.15 Rod length <3 m CR 0.75 Rod length 3-4 m CR 0.8 Rod length 4-6 m CR 0.85 Rod length 6-10 Ill CR 0.95 Rod length 10-30 m CR 1.0 Sampling method Standard sampler Cs 1.0 Sampling method Sampler without liners Cs 1.1-1.3 PA2022-0159 ii: (/) £ i 0: "' ., .1; (/) f () 0.6 r-------.,------,.'1~3,--,,------,,·------,,-----, Percent Fines = 35 15 2:5 I I ' 0.5 1--------1-----~I,+.--.;..: ---1,-1--------1-----~ I I I I I I I I I I I I I I I I I I I I 0.4 f-------1------1:hic_::c0+, ---+-+-----+--------! j ' / I I I I I I I I ,.,__ , , , SPT Clean Sand Base Cur;e I I I I I I 0.3 i-----.t-"10"--11----,'-' --1'-1 --i-'--+---·--+------1 ,,0+ .,2 'lO+ .,12 All I I I , , I I I I 2 FINES CONTENT:::. 5% .[".__Modifled Chines• Code Proposal (clay content• 5%)® "'JO 1 Adjustment Recommended ByWor1<shop 10 Pan -Americ:a data JapanesG data Chinese data 20 Marginal Liquefaction Uquefactkm • • 4 30 0 40 Corrected Blow Count, (N1)60 No Liquefaction l!I 0 ... 50 FIG. 2. SPT Clean-Sand Base Curve for Magnitude 7.5 Earth- quakes with Data from Liquefaction Case Histories (Modified from Seed et al. 1985) PA2022-0159 4.5 -+-Seed and fdriss, ( 1982) 4 +---->,--~+--~~---+---.-l R nge of recommen ed ......... rctriss ...:-0 .... r£ bl) i:::: ·--a t.) Cl) 3.5 3 2.5 .g 1.5 ::l .... ..... c:: b/) CtS ~ 0.5 0 +---~--'.-1-=S~F-"fr'-"o"-'-m:...:N.:.;C:::eE=::E:::...---1 x Ambraseys ( 1985) 5.0 6.0 Workshop ◊ Arango (1996) 7.0 ♦ Arango (1996) _.,... Andrus and Stokoe "-Youd and Noble, PL<20% A Youd and Noble, PL<32% "-Youd and Noble, PL<50% 8.0 9.0 Earthquake Magnitude, Mw FIG. 12. Magnitude Scaling Factors Derived by Various Inves- tigators (Reproduced from Youd.and Noble 1997a) PA2022-0159 Influence of Fines Content In the original development, Seed et al. (1985) noted an apparent . increase of CRR with increased fines content. Whether this increase is caused by an increase of liquefaction resistance or a decrease of penetration resistance is not clear. Based on the empirical data available, Seed et al. developed CRR curves for various fines contents reproduced in Fig. 2. A revised correction for fines content was developed by work- shop attendees to better fit the empirical database and to better support computations with spreadsheets and other electronic computational aids. The workshop participants recommend (5) and (6) as ap- proximate corrections for the influence of fines content (FC) on CRR. Other grain characteristics, such as soil plasticity, may affect liquefaction resistance as well as fines content, but widely accepted corrections for these factors have not been developed. Hence corrections based solely on fines content should be used with engineering judgment and caution. The following equations were developed by I. M. Idriss with the assistance of R. B. Seed for correction of (N,)60 to an equiv- alent clean sand value, (N,)60,,: (5) where a and f3 = coefficients determineq from the following relationships: a= 0 for FC :5 5% (6a) a= exp[l.76 -(190/FC')J for 5% < FC < 35% (6b) a = 5.0 . for FC ;;,: 35% (6c) 13 = 1.0 for FC :5 5% (7a) 13 = [0.99 + (FC"/1,000)] for 5% < FC < 35% (7b) 13 = 1.2 for FC ;;,: 35% (7c) These equations may be used for routine liquefaction resis- tance calculations. A back-calculated curve for a fines content of 35% is essentially congruent with the 35% curve plotted in Fig. 2. The back-calculated curve for a fines contents of 15% plots to the right of the original 15% curve. PA2022-0159 Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in California Volumetric 0.5 10 5 4 3 Strain-% 2 0.5 I I I I I I I 0.4 loY... o;' 0 0.3 0.2 0.1 / /,0.2 I I I I I I '//p.1 I I ,. I I I I I I ·/ I I I I I I I I I ~ I I I I I I I / / / / , I / ✓ I / / ,, / ,, ,, / ,, ✓ I ,, ,, 1,/ ,, , I/ // // 1/,, 71 1/,' v, 1/ 0o1L----l:1=0---2=-1-0-----130 ____ 4LO--__J50 Figure 7,11, Relationship Between Cyclic Stress Ratio, (N,)., and Volumetric Strain for Saturated Clean Sands and Magnitude = 7.5 (After Tokimatsu and Seed, 1987) 60 PA2022-0159 LIQUEFACTION ANALYSIS Hole No.=1 Water Depth=1.5 ft Shear Stress Ratio (fl) 0 0 r'--~-~~--~-~-~-~~~ 2 4 6 8 10 12 fs1 •1 CRR -CSR Isl-- Shaded Zone has Liquefaction Potential MicKool Factor of Safety 0 1 5 I I I I I I I I Settlement O (in.) S; 0.86 in. Saturated Unsaturat. - CivilTech Corporation 3407 Finley Avenue, NB Magnitude=7.2 Acceleration=. 728g Soil Description Plate A-1 PA2022-0159 ************************************************************************************ ******************* LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 5/20/2022 4:22:12 PM Input File Name: G:\LiquefyS\MicKool-3407 Finley Avenue,NB.liq Title: MicKool Subtitle: 3407 Finley Avenue, NB Surface Elev.= Hole No.=1 Depth of Hole= 12.50 ft Water Table during Earthquake= 1.50 ft Water Table during In-Situ Testing= 1.50 ft Max. Acceleration= 0.73 g Earthquake Magnitude= 7.20 Input Data: Surface Elev,= Hole No.=1 Derth of Hole=12.50 ft Water Table during Earthquake= 1.50 ft Water Table during In-Situ Testing= 1.50 ft Max. Acceleration=0.73 g Earthquake Magnitude=7,20 No-Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara/ Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* Settlement Calculation in: All zones* 5. 6. Hammer Energy Ratio, 7. Borehole Diameter, 8. Sampling Method, 9. User request factor of safety Plot one CSR curve (fsl=l) 10. Use Curve Smoothing: Yes* * Recommended Options In-Sitt1 Test Data: Depth SPT gamma Fines (apply to CSR) , Ce= 1 Cb= 1.05 Cs= 1.2 User= 1 PA2022-0159 ft pcf % 0.00 10.00 105.00 15.00 1. 50 10.00 125.00 15.00 3.00 10 .00 125.00 15.00 5.00 18 .00 125.00 7 .00 7.00 33.00 125.00 6.00 9 .00 30.00 125.00 4.00 11.00 36.00 125 .00 7.00 Output Results: Settlement of Saturated Sands=0.85 in. Settl ement of Un saturated Sands=0 .01 in. Total Settlement of Saturated and Unsaturated Sands=0.86 in . Differential Settlement=0.430 to 0.567 in. Depth CRRm CSRfs F.S. S sat. S_dry S_all ft in. in. in. 0.00 0.23 0.47 5.00 0 .85 0.01 0.86 0.05 0 .23 0.47 5 .00 0.85 0 .01 0.86 0.10 0 .23 0.47 5 .00 0.85 0.01 0.86 0.15 0.23 0.47 5.00 0.85 0.01 0.86 0 .20 0.23 0.47 5.00 0 .85 0.01 0.86 0.25 0 .23 0 .47 5.00 0.35 0.01 0.86 0.30 0.23 0 .47 5.00 0.85 0.01 0.86 0.35 0.23 0.47 5.00 0.85 0.01 0 .86 0.40 0.23 0.47 5.00 0.85 0.01 0.86 0.45 0.23 0.47 5.00 0.85 0.01 0.86 0 .50 0.23 0.47 5.00 0.85 0.01 0.86 0.55 0.23 0.47 5.00 0.85 0.01 0.86 0.60 0.23 0.47 5 .00 0 .85 0 .01 0.86 0 .65 0.23 0.47 5.00 0 .85 0.00 0.86 0.70 0.23 0.47 5.00 0 .85 0.00 0.86 0.75 0.23 0.47 5.00 0.85 0.00 0.86 0.80 0.23 0.47 5 .00 0 .85 0.00 0.86 0.85 0.23 0.47 5.00 0 .85 0.00 0.86 0.90 0.23 0.47 5 .00 0 .85 0:00 0.86 0.95 0.23 0.47 5.00 0.85 0 .00 0.86 1.00 0 .23 0 .47 5.00 0.85 0.00 0.86 1.05 0.23 0.47 5.00 0.85 0.00 0.86 1.10 0.23 0.47 5.00 0.85 0 .00 0.86 1.15 0.23 0.47 5.00 0 .85 0.00 0.86 1. 20 0.23 0.47 5.00 0 .85 0 .00 0 .85 1. 25 0.23 0.47 5 .00 0.85 0.00 0.85 1. 30 0.23 0 .47 5.00 0.85 0.00 0.85 1. 35 0.23 0 .47 5 .00 0.85 0 .00 0.85 1.40 0.23 0.47 5.00 0 .85 0 .00 0 .85 1.45 0.23 0.47 5 .00 0.85 0 .00 0.85 PA2022-0159 1. 50 0.23 0.47 5.00 0.85 0.00 0.85 1. 55 0.23 0.47 0.49* 0.85 0.00 0.85 1.60 0.23 0.48 0.48* 0.84 0.00 0.84 1.65 0.23 0.49 0.48* 0.83 0.00 0.83 1. 70 0.23 0.49 0.47* 0.81 0.00 0.81 1. 75 0.23 0.50 0.46* 0.80 0.00 0.80 1.80 0.23 0.51 0.46* 0.79 0.00 0.79 1.85 0.23 0.52 0.45* 0.77 0.00 0.77 1.90 0.23 0.52 0.44* 0.76 0.00 0.76 1.95 0.23 0.53 0.44* 0.75 0.00 0.75 2.00 0.23 0.54 0.43* 0.73 0.00 0.73 2.05 0.23 0. 54 0.43* 0. 72 0.00 0.72 2.10 0.23 0.55 0.42* 0.71 0.00 0.71 2.15 0.23 0.55 0.42* 0.69 0.00 0.69 2.20 0.23 0.56 0.42* 0.68 0.00 0.68 2.25 0.23 0.56 0.41* 0.67 0.00 0.67 2.30 0.23 0.57 0.41* 0.65 0.00 0.65 2.35 0.23 0.57 0.40* 0.64 0.00 0.64 2.40 0.23 0.58 0.40* 0.62 0.00 0.62 2.45 0.23 0.58 0.40* 0.61 0.00 0.61 2.50 0.23 0.59 0.39* 0.60 0.00 0.60 2.55 0.23 0.59 0.39* 0.58 0.00 0.58 2.60 0.23 0.60 0.39* 0.57 0.00 0.57 2.65 0.23 0.60 0.39* 0.56 0.00 0.56 2. 70 0.23 0.61 0.38* 0.54 0.00 0. 54 2.75 0.23 0.61 0.38* 0.53 0.00 0. 53 2.80 0.23 0.61 0.38* 0.52 0.00 0.52 2.85 0.23 0.62 0.38* 0.50 0.00 0.50 2.90 0.23 0.62 0.37* 0.49 0.00 0.49 2.95 0.23 0.62 0.37* 0.48 0.00 0.48 3.00 0.23 0.63 0.37* 0.46 0.00 0.46 3.05 0.23 0.63 0.37* 0.45 0.00 0.45 3.10 0.24 0.63 0.38* 0.44 0.00 0.44 3.15 0.24 0.64 0.38* 0.42 0.00 0.42 3.20 0.24 0.64 0.38* 0.41 0.00 0.41 3.25 0.25 0.64 0.38* 0.40 0.00 0.40 3.30 0.25 0.65 0.39* 0.39 0.00 0.39 3.35 0.25 0.65 0.39* 0. 37 0.00 0.37 3.40 0.26 0.65 0.39* 0.36 0.00 0.36 3.45 0.26 0.66 0.40* 0.35 0.00 0.35 3.50 0.26 0.66 0.40* 0.34 0.00 0.34 3.55 0.27 0.66 0.40* 0.32 0.00 0.32 3.60 0.27 0.66 0.41* 0.31 0.00 0.31 3.65 0.28 0.67 0.41* 0.30 0.00 0.30 3. 70 0.28 0.67 0.42* 0. 29 0.00 0.29 3.75 0.28 0.67 0.42* 0.28 0.00 0.28 3.80 0.29 0.68 0.42* 0.26 0.00 0.26 3.85 0.29 0.68 0.43* 0.25 0.00 0.25 3.90 0.29 0.68 0.43* 0.24 0.00 0. 24 3.95 0.30 0.68 0.44* 0.23 0.00 0.23 PA2022-0159 4.00 0.30 0.68 0.44* 0.22 0.00 0.22 4.05 0.31 0.69 0.44* 0.21 0.00 0.21 4.10 0.31 0.69 0.45* 0.20 0.00 0.20 4.15 0.31 0.69 0.45* 0.19 0.00 0.19 4.20 0.32 0.69 0.46* 0.18 0.00 0.18 4.25 0.32 0.70 0.46* 0.17 0.00 0.17 4.30 0.33 0.70 0.47* 0.16 0.00 0.16 4.35 0.33 0.70 0.47* 0.15 0.00 0.15 4.40 0.34 0.70 0.48* 0.14 0.00 0.14 4.45 0.34 0.70 0.49* 0.13 0.00 0.13 4.50 0.35 0.71 0.49* 0.12 0.00 0.12 4.55 0.35 0. 71 0.50* 0.11 0.00 0.11 4.60 0.36 0. 71 0.51* 0.10 0.00 0.10 4.65 0.37 0.71 0. 51* 0.09 0.00 0.09 4.70 0.37 0. 71 0.52* 0.08 0.00 0.08 4.75 0.38 0. 71 0.53* 0.07 0.00 0.07 4.80 0.39 0. 72 0.54* 0.06 0.00 0.06 4.85 0.40 0. 72 0.55* 0.05 0.00 0.05 4.90 0.41 0.72 0.56* 0.04 0.00 0.04 4.95 0.42 0. 72 0.58* 0.04 0.00 0.04 5.00 0.43 0. 72 0.60* 0.03 0.00 0.03 5.05 0.49 0. 72 0.67* 0.02 0.00 0.02 5.10 0.55 0.73 0.76* 0.02 0.00 0.02 5.15 0.55 0.73 0.76* 0.01 0.00 0.01 5.20 0.55 0.73 0.76* 0.01 0.00 0.01 5.25 0.55 0.73 0.76* 0.00 0.00 0.00 5.30 0.55 0.73 0.76* 0.00 0.00 0.00 5.35 0.55 0.73 0.76* 0.00 0.00 0.00 5.40 0.55 0.73 0.75* 0.00 0.00 0.00 5.45 0.55 0.74 0.75* 0.00 0.00 0.00 5.50 0.55 0.74 0.75* 0.00 0.00 0.00 5.55 0.55 0.74 0.75* 0.00 0.00 0.00 5.60 0.55 0.74 0.75* 0.00 0.00 0.00 5.65 0.55 0.74 0.75* 0.00 0.00 0.00 5. 70 0.55 0.74 0.75* 0.00 0.00 0.00 5. 75 0.55 0.74 0.75* 0.00 0.00 0.00 5.80 0.55 0.75 0.74* 0.00 0.00 0.00 5.85 0.55 0.75 0.74* 0.00 0.00 0.00 5.90 0.55 0.75 0.74* 0.00 0.00 0.00 5.95 0.55 0.75 0.74* 0.00 0.00 0.00 6.00 0.55 0.75 0.74* 0.00 0.00 0.00 6.05 0.55 0.75 0.74* 0.00 0.00 0.00 6.10 0.55 0.75 0.74* 0.00 0.00 0.00 6.15 0.55 0.75 0.74* 0.00 0.00 0.00 6.20 0.55 0.75 0.74* 0.00 0.00 0.00 6.25 0.55 0.76 0.73* 0.00 0.00 0.00 6.30 0.55 0.76 0.73* 0.00 0.00 0.00 6.35 0.55 0.76 0.73* 0.00 0.00 0.00 6.40 0.55 0.76 0.73* 0.00 0.00 0.00 6.45 0.55 0.76 0.73* 0.00 0.00 0.00 PA2022-0159 6.50 0.55 0.76 0.73* 0.00 0.00 0.00 6.55 0.55 0.76 0.73* 0.00 0.00 0.00 6.60 0.55 0.76 0.73* 0.00 0.00 0.00 6.65 0.55 0.76 0.73* 0.00 0.00 0.00 6.70 0.55 0.76 0.73* 0.00 0.00 0.00 6.75 0.55 0.77 0. 72* 0.00 0.00 0.00 6.80 0.55 0.77 0.72* 0.00 0.00 0.00 6.85 0.55 0. 77 0. 72* 0.00 0.00 0.00 6.90 0.55 0. 77 0.72* 0.00 0.00 0.00 6.95 0.55 0.77 0. 72* 0.00 0.00 0.00 7.00 0.55 0. 77 0.72* 0.00 0.00 0.00 7.05 0.55 0. 77 0.72* 0.00 0.00 0.00 7.10 0.55 0. 77 0. 72* 0.00 0.00 0.00 7.15 0.55 0. 77 0. 72* 0.00 0.00 0.00 7.20 0.55 0. 77 0. 72* 0.00 0.00 0.00 7.25 0.55 0.77 0.72* 0.00 0.00 0.00 7.30 0.55 0.78 0. 72* 0.00 0.00 0.00 7.35 0.55 0.78 0.72* 0.00 0.00 0.00 7.40 0.55 0.78 0. 71* 0.00 0.00 0.00 7.45 0.55 0.78 0.71* 0.00 0.00 0.00 7.50 0.55 0.78 0. 71 * 0.00 0.00 0.00 7.55 0.55 0.78 0.71* 0.00 0.00 0.00 7.60 0.55 0.78 0. 71 * 0.00 0.00 0.00 7.65 0.55 0.78 0.71* 0.00 0.00 0.00 7.70 0.55 0.78 0. 71* 0.00 0.00 0.00 7. 75 0.55 0.78 0. 71* 0.00 0.00 0.00 7.80 0. 55 0.78 0. 71* 0.00 0.00 0.00 7 .85 0.55 0.78 0. 71* 0.00 0.00 0.00 7.90 0.55 0.78 0.71* 0.00 0.00 0.00 7 .95 0.55 0.78 0. 71 * 0.00 0.00 0.00 8.00 0.55 0.79 0. 71* 0.00 0.00 0.00 8.05 0.55 0.79 0.71* 0.00 0.00 0.00 8.10 0.55 0.79 0. 71* 0.00 0.00 0.00 8.15 0.55 0.79 0.70* 0.00 0.00 0.00 8.20 0.55 0.79 0.70* 0.00 0.00 0.00 8.25 0.55 0.79 0.70* 0.00 0.00 0.00 8.30 0.55 0.79 0.70* 0.00 0.00 0.00 8.35 0.55 0.79 0.70* 0.00 0.00 0.00 8.40 0.55 0.79 0.70* 0.00 0.00 0.00 8.45 0.55 0.79 0.70* 0.00 0.00 0.00 8.50 0.55 0.79 0.70* 0.00 0.00 0 .00 8.55 0. 55 0.79 0.70* 0.00 0.00 0.00 8.60 0.55 0.79 0.70* 0.00 0.00 0.00 8.65 0.55 0.79 0.70* 0.00 0.00 0.00 8.70 0. 55 0.79 0.70* 0.00 0.00 0.00 8. 75 0.55 0.79 0.70* 0.00 0.00 0.00 8.80 0.55 0.80 0.70* 0.00 0.00 0.00 8.85 0. 55 0.80 0.70* 0.00 0.00 0.00 8.90 0.55 0.80 0.70* 0.00 0.00 0.00 8.95 0.55 0.80 0.70* 0.00 0.00 0.00 PA2022-0159 9.00 0.55 0.80 0.70* 0.00 0.00 0.00 9.05 0.55 0.80 0.70* 0.00 0.00 0.00 9.10 0.55 0.80 0.69* 0.00 0.00 0.00 9.15 0.55 0.80 0.69* 0.00 0.00 0.00 9.20 0.55 0.80 0.69* 0.00 0.00 0.00 9.25 0.55 0.80 0.69* 0.00 0.00 0.00 9.30 0.55 0.80 0.69* 0.00 0.00 0.00 9.35 0.55 0.80 0.69* 0.00 0.00 0.00 9.40 0.55 0.80 0.69* 0.00 0.00 0.00 9 .45 0.55 0.80 0.69* 0.00 0.00 0.00 9.50 0.55 0.80 0.69* 0.00 0.00 0.00 9.55 0.55 0.80 0.69* 0.00 0.00 0.00 9.60 0.55 0.80 0.69* 0.00 0.00 0.00 9.65 0.55 0.80 0.69* 0.00 0.00 0.00 9.70 0.55 0.80 0.69* 0.00 0.00 0.00 9.75 0.55 0.80 0.69* 0.00 0.00 0.00 9.80 0.55 0.81 0.69* 0.00 0.00 0.00 9.85 0.55 0.81 0.69* 0.00 0.00 0.00 9.90 0.55 0.81 0.69* 0.00 0.00 0.00 9.95 0.55 0.81 0.69* 0.00 0.00 0.00 10.00 0.55 0.81 0.69* 0.00 0.00 0.00 10.05 0.55 0.81 0.69* 0.00 0.00 0.00 10.10 0.55 0.81 0.69* 0.00 0.00 0.00 10.15 0.55 0.81 0.69* 0.00 0.00 0.00 10.20 0.55 0.81 0.69* 0.00 0.00 0.00 10.25 0.55 0.81 0.69* 0.00 0.00 0.00 10.30 0.55 0.81 0.69* 0.00 0.00 0.00 10. 35 0.55 0.81 0.69* 0.00 0.00 0.00 10.40 0.55 0.81 0.69* 0.00 0.00 0.00 10.45 0.55 0.81 0.68* 0.00 0.00 0.00 10.50 0.55 0.81 0.68* 0.00 0.00 0.00 10.55 0.55 0.81 0.68* 0.00 0.00 0.00 10.60 0.55 0.81 0.68* 0.00 0.00 0.00 10.65 0.55 0.81 0.68* 0.00 0.00 0.00 10.70 0.55 0.81 0.68* 0.00 0.00 0.00 10.75 0.55 0.81 0.68* 0.00 0.00 0.00 10.80 0.55 0.81 0.68* 0.00 0.00 0.00 10.85 0.55 0.81 0.68* 0.00 0.00 0.00 10.90 0.55 0.81 0.68* 0.00 0.00 0.00 10.95 0.55 0.81 0.68* 0.00 0.00 0.00 11.00 0.55 0.81 0.68* 0.00 0.00 0.00 11.05 0.55 0.81 0.68* 0.00 0.00 0.00 11.10 0.55 0.81 0.68* 0.00 0.00 0.00 11.15 0.55 0.82 0.68* 0.00 0.00 0.00 11. 20 0.55 0.82 0.68* 0.00 0.00 0.00 11.25 0.55 0.82 0.68* 0.00 0.00 0.00 11.30 0. 55 0.82 0.68* 0.00 0.00 0.00 11. 35 0.55 0.82 0.68* 0.00 0.00 0.00 11.40 0.55 0.82 0.68* 0.00 0.00 0.00 11.45 0. 55 0.82 0.68* 0.00 0.00 0.00 PA2022-0159 11. 50 0.55 0.82 0.68* 0.00 0.00 0.00 11. 55 0.55 0.82 0.68* 0.00 0.00 0.00 11.60 0.55 0.82 0.68* 0.00 0.00 0.00 11.65 0.55 0.82 0.68* 0.00 0.00 0.00 11. 70 0.55 0.82 0.68* 0.00 0.00 0.00 11.75 0. 55 0.82 0.68* 0.00 0.00 0.00 11.80 0.55 0.82 0.68* 0.00 0.00 0.00 11.85 0.55 0.82 0.68* 0.00 0.00 0.00 11.90 0.55 0.82 0.68* 0.00 0.00 0.00 11.95 0.55 0.82 0.68* 0.00 0.00 0.00 12.00 0.55 0.82 0.68* 0.00 0.00 0.00 12.05 0.55 0.82 0.68* 0.00 0.00 0.00 12.10 0.55 0.82 0.68* 0.00 0.00 0.00 12.15 0.55 0.82 0.68* 0.00 0.00 0.00 12.20 0.55 0.82 0.68* 0.00 0.00 0.00 12.25 0.55 0.82 0.68* 0.00 0.00 0.00 12.30 0.55 0.82 0.68* 0.00 0.00 0.00 12.35 0.55 0.82 0.67* 0.00 0.00 0.00 12.40 0.55 0.82 0.67* 0.00 0.00 0.00 12.45 0.55 0.82 0.67* 0.00 0.00 0.00 12.50 0.55 0.82 0.67* 0.00 0.00 0.00 * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure= atm ( 1. 0581 tsf); Unit Weight = pcf; Depth = ft; Settlement= in. 1 atm (atmosphere)= 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf s_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total settlement from Saturated and Unsaturated Sands Noliq No-Liquefy Soils PA2022-0159 5117122, 11:10AM U.S. Seismic Design Maps MicKool 3407 Finley Ave, Newport Beach, CA 92663, USA Latitude, Longitude: 33.6176442, -117 .9316508 Date Design Code Reference Document I Risk Category I Site Class Type Value : Ss 1.386 : S1 0.494 , Sr,,is 1.664 , 5M1 null -See Section 11.4.8 : sos 1,109 I S01 null -See Section 11.4.8 !Type Value ! soc nul!-See Section 11.4.8 : Fa 1.2 . '· null-See Section 11.4.8 : PGA 0.606 i FPGA 1.2 I 1 PGAM 0.728 Tc 8 i SsRT 1.386 ! SsUH 1.531 s,o 2.609 ! S1RT 0.494 S1UH 0.538 ism 0.827 ! PGAd 1.054 j CRs 0.906 i CR1 0,918 https://seismicmaps.org Description 5/17/2022, 11:10:18 AM ASCE7•16 0-Default (See Section 11.4.3) 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 amplifrcalion factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. {0.2 second) 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 determinisUc 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 OSHPD 112 PA2022-0159 SEISMIC FACTORS SM1 and S01 SM 1 and S01 Calculations based on ASCE7-16 Site Class = D -Default S1 = 0.494 Long Period Site Coefficient, Fv Site Class s, <= 0.1 s, = 0.2 C 1.5 D 2.4 Fv = 1.806 SM1 = Fv S1 = 1.806 * 0.494 = 0.892 = 2/3 * 0.892 = 0.595 1.5 2.2 s, = 0.3 s, = 0.4 1.5 1.5 2.0 1.9 s, = 0.5 s, => 0.6 1.5 1.4 1.8 1.7 Geotechnical Engineering Investigation 3407 Finley Avenue Work Order 636022 Newport Beach, California Plate X COAST GEOTECHNICAL, INC. PA2022-0159