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HomeMy WebLinkAboutPA2022-027_20220128_Geotechnical Report_1-31-22COAST GEOTECHNICAL, INC. Geotechnical Engineering Investigation of Proposed New Residence at 2631 Waverly Drive Newport Beach, California BY: COAST GEOTECHNICAL, INC. W. 0. 630722-01, January 31, 2022 FOR: Mr. Tom Mitchell 1441 Galaxy Drive Newport Beach, CA 92660 PA2022-027 COAST GEOTECHNICAL, INC. 1200 West Commonwealth Ave., Fullerton, CA 92833 • Ph: (714) 870-1211 • Fax: (714) 870-1222 • e-mail: coastgeotec@sbcglobal.net January 31, 2022 Mr. Tom Mitchell 1441 Galaxy Drive Newport Beach, CA 92660 Dear Mr. Mitchell: Subject: w.o. 630722-01 Geotechnical Engineering Investigation of Proposed New Residence at 2631 Waverly Drive, Newport Beach, California Pursuant to your request, a geotechnical engineering investigation has been performed at the subject site. The purposes of the investigation were to determine 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 September 27, 2021 proposal. SITE DEVELOPMENT It is our understanding that the existing site improvements are to be demolished and the site redeveloped with a three story slab on grade residential structure and swimming pool. Structural loads are anticipated to be light. Significant grade changes are not anticipated. PURPOSE AND SCOPE OF SERVICES The scope of the study was to obtain subsurface information 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 determine 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. 5. Preparation of this report presenting results of our investigation and recommendations of the proposed development. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 2 Geotechnical Engineering Investigation SITE CONDITIONS w. 0. 630722-01 January 31, 2022 The project site is located at 2631 Waverly Drive, City of Newport Beach, California, and is shown on the attached Site Vicinity Map, Plate 1. The parcel is near rectangular in shape and bordered by Waverly Drive to the south, an alley to the north, and developed residential properties to the east and west. The lot is currently developed with a single family residence, hardscape and landscape. The proposed site configuration is further shown on the Site Plan, Plate 2. FIELD INVESTIGATION The field investigation was performed on January 14, 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 Site Plan, Plate 2. As excavations progressed, a representative from this office visually classified the earth materials encountered, and secured representative samples for laboratory testing. Geotechnical characteristics 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 driving a sampling spoon into the earth material. A solid-barrel type spoon was used having 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 materials below the depth of borings approximately six inches. The central portion of this sample 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. 1, 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". Samplers from Boring No. 1 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), CB of 1.05 (for seven inch borehole diameter), and Cs of 1.2 (for sampler without liners) are used to calculate corrected N values. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 3 Geotechnical Engineering Investigation EARTH MATERIALS w. 0. 630722-01 January 31, 2022 Earth materials encountered within the exploratory borings were visually logged by a representative of COAST GEOTECHNICAL, Inc. The earth materials encountered were classified as artificial fill underlain by native soils to the maximum depth explored. Artificial fills encountered consisted of silty, fine-grained silty sand, moist and generally loose. The fills were encountered to a depth of about one and one half feet below existing grade. Native soils encountered consisted of fine to medium-grained clean to slightly silty sand, tan light gray to dark in color, damp to wet and generally medium dense with minor shells to a maximum depth explored of twelve and one half feet. Logs of the exploratory borings are presented on the appended Plates B and 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. GROUNDWATER Groundwater was encountered at eight feet below 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 six feet below ground surface is used for more conservative calculations in accordance with City policy. SEISMICITY 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 during 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 earthquake 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 unreco.gnized fault below the San Fernando Valley. The energy released by the earthquake propagated to the southeast, PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 4 Geotechnical Engineering Investigation w. 0. 630722-01 January 31, 2022 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, Southern California faults are classified as: active, potentially active, or inactive. Faults from past geologic periods of mountain building, but do not display any evidence of recent offset, are considered "inactive" or "potentially active". Faults that have historically produced earthquakes or show evidence of movement within the past 11,000 years are known as "active faults". There are no known active faults within the subject property, with the nearest being the Newport Inglewood Fault Zone and the San Joaquin Blind Thrust Fault. • 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. • 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 faults that are concealed at depths between 5 to 20 km, referred 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. We are of the opinion that the more active Newport Inglewood fault is the causative fault for the subject site. The fault is located approximately two kilometers to the southwest. 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 contaimnent structures, 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. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 5 Geotechnical Engineering Investigation Ground Shaking w. 0. 630722-01 January 31, 2022 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: 1. 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. 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 Plate 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: 1) 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 Plate 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 PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 6 Geotechnical Engineering Investigation w. 0. 630722-01 January 31, 2022 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 0.725g, and a conservative groundwater level at six 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. Earthquake-Induced Settlements Earthquake-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 occurrence 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 Earthquakes" by Kenji Ishihara and Mitsutoshi Y oshimine, 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 six feet below ground surface and shown in Appendix C, indicates that the estimated settlement is 0.84 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. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 7 Geotechnical Engineering Investigation Earthquake-Induced Flooding w. 0. 630722-01 January 31, 2022 The failure of dams or other water-retaining structures as a result of earthquakes 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. 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 Plate 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. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 8 Geotechnical Engineering Investigation w. 0. 630722-01 January 31, 2022 Development of the site as proposed is considered feasible from a soils 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 was prepared. It is anticipated that grading will consist mainly of over-excavation and recompaction for unifonn support of the foundations and slabs. GENERAL GRADING NOTES 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 materials 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 import. 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 support 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, soils 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 structure; 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 determine final removal limits. To provide adequate support along property lines excavations shall be sloped at a 1: 1 (H:V) gradient from property 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 Plate 4. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 9 Geotechnical Engineering Investigation w. 0. 630722-01 January 31, 2022 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. 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, 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. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 10 Geotechnical Engineering Investigation w. 0. 630722-01 January 31, 2022 Where isolated pads are utilized, they shall be tied in two directions into adjacent foundations with grade beams. Footing excavations shall be observed by a representative of COAST GEOTECHNICAL, Inc., prior to placement of steel or concrete to verify competent soil 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. 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. Site soils are non-plastic. 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 subgrade 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. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 11 Geotechnical Engineering Investigation w. 0. 630722-01 January 31, 2022 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 capillary break materials and filter cloth. The capillary break materials should be compacted to a uniform condition prior to placement of the recommended filter cloth and vapor barrier. The vapor barrier should be properly lapped and sealed. SEISMIC DESIGN Based on the 2019 CBC and ASCE 7-16, the following seismic design parameters are provided. These seismic design values were determined utilizing latitude 33.6151355 and longitude - 117.9084458 and calculations from the SEAOC/OSHPD Seismic Design Tool. Data output is attached in Appendix B. The site class D-Default was assigned to site earth materials. • Site Class = D-Default • Mapped 0.2 Second Spectral Response Acceleration, Ss = 1.381g • Mapped One Second Spectral Response Acceleration S1 = 0.491g • Site Coefficient from Table 1613A5.3(1), Fa= 1.2 • Site Coefficient from Table 1613A5.3(2), Fv = 1.809 • Maximum Design Spectral Response Acceleration for short period, SMs = 1.658g • Maximum Design Spectral Response Acceleration for one-second period, SM1 = 0.888g • 5% Design Spectral Response Acceleration for short period, Sos= 1.105g • 5% Design Spectral Response Acceleration for one-second period, S01 = 0.592g The Fv, SM1, and SDI 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 ASCE7-16. SETTLEMENT The maximum total post-construction settlement is anticipated to be on the order of 3/4 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 & SHRINKAGE Subsidence over the site is anticipated to be negligible. Shrinkage of reworked materials should be in the range of 5% to 10%. EXPANSIVE SOILS Results of expansion tests indicate that the near surface soils have a very low expansion potential. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 12 Geotechnical Engineering Investigation UTILITY LINE BACKFILLS w. 0. 630722-01 January 31, 2022 All utility line backfills, both interior and exterior, shall be compacted to a mm1mum of 90% relative compaction and shall require testing at a maximum of two-foot vertical intervals. 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. HARDSCAPE AND SLABS 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 55 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 strong 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 corrugated 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 mm1mum. 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 PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 13 Geotechnical Engineering Investigation w. 0. 630722-01 January 31, 2022 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 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 sub grade 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 REVIEW 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 PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 14 Geotechnical Engineering Investigation w. 0. 630722-01 January 31, 2022 excavations. Our recommendations are based on the technical information, our understanding of the proposed construction, and our experience in the geotechnical field. We do not guarantee the performance 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 information 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 information 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 carry out such recommendations in the field. This report is subject to review by the controlling authorities for this project. We appreciate this opportunity to be of service to you. Respectfully submitted: COAST GEOTECHNICAL, INC. ~~\SG:_ Ming-Tarng Chen RCE 54011 Staff Geologist PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 15 Geotechnical Engineering Investigation APPENDIX A w. 0. 630722-01 January 31, 2022 This appendix contains a description of the field investigation, laboratory testing procedures and results, site plan, exploratory logs and expansive soil recommendations. FIELD INVESTIGATION The field investigation was performed on January 14, 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 Site Plan, Plate 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 E and F. 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 D. PA2022-027 COAST GEOTECHNICAL, INC. Mr. Mitchell 16 Geotechnical Engineering Investigation TEST RESULTS w. 0. 630722-01 January 31, 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) Boring Depth in Feet Cohesion Angle of Internal Friction (lbs./sq. ft.) (Degrees) 1 0 - 5 (remolded) 100 30 2 3 50 30 Expansion Index (ASTM:D-4829) Boring Depth in Feet Expansion Index Expansion Potential 1 0-5 0 Very Low Chemical Analysis (ASTM:D-519) Boring Depth in Feet Soluble Sulfate (ppm) 1 0-5 55 PA2022-027 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 COMPACTING 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 uniformity of material and moisture of each layer. Where moisture 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-1557 (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. PA2022-027 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. PA2022-027 SITE VICINITY PLAN NEWPORT BEACH QUADRANGLE CALIFORNIA -ORANGE CO. 7.5 MINUTE SERIES (TOPOGRAPHIC) Geotechnical Engineering Investigation 2631 Waverly Drive Newport Beach, California UNITED STATES DEPARTMENT OF THE INTERIOR · GEOLOGIC SURVEY 6" Work Order 630722 Plate No. 1 COAST GEOTECHNICAL, INC. PA2022-027 z :5 a. w I- (/) Q N ll ::: .... ~ -= ,:,I 00. ~~ . ~~ (37.36) ~ [1,@u ~'sev ~y··~ "' . ,...., '_(_p.1 ~· .· I (34.25) ~ ~12.113) . ,l?:l.J: LOT48 'TI'OO&©'TI' 00@□ il@il ~ [M]□ffifil□ ~~,~'(] (36.71)/ ~ k FL • ~ \? (19.:£.)ft ~ ' (13 •• ,-J-,.£. 13.10) • FL· [1,@"[j' ~~ 'TI'OO&©u 00@□ il@il ~ ffi'i\J□ffi'ill□ ~~/~'(] (37.55) ~ EXISTltG BUILDING EXISTJNG BUIU)JtG (13.91) --.m wo:::1•,1ya,,.,ig@:::JNIS,x3d10' OVtrtr-EEEt17 l L,J:X'lf.:i 9009-SBV{V L L,)::aN□Hd 9179ZEi v~o.:11,vo 1HOV3B-----1::i._D.LEJNI.LNnH ":>NI C\I C\I I'-0 (") I N co .... (I) "E 0 0 z .lo:: (I) .... ..... 0 (1l $ Cl. 1.~ ~ g ~ ro g: .Q> ro ~ en ·-Q) C > Q) ,._ C > -8 -·c = e> o ro -~ >-(.) ,._ -~ Q) ,._ .c Q) Q) u C > CU ·-ro a> AC PAVEi I g> s co w ...... 1:'. -('I') 0 ro co c.. .S:2 C\I ~ C Q) .c z u Q) +-' 0 Q) (9 -eNISA.llns GNV"'I 1Cad'V- !!OGl!IO!;_l!l3ro~d ti ~ ... J· ~ ~ ~ ~ 0 ~ .... Cl) ~ (.,) PA2022-027 STATE OF CALIFORNIA SEISMIC HAZARDS ZONES "[!ellneated In 'Wmpllance wfth Chapter 7.8, Dlvl$1on 2 of the Calffomla Publlc Resources Code f,t;e/sm/c Haards. Mapping Act}. . NEWPORT BEACH QUADRANGLE OFFICIAL MAP Liquefaction Zone Released: April 7, 1997 Landslide Zone Released: April 15, 1998 G eotech n icaLEng i neeri ng Investigation 2631 Waverly Drive Newport Beach, California MAP EXPLANATION Zones of Required Investigation: Liquefaction Areas where historic occurrence of liquefaction, or local geological, geotechnical and groundwater conditions indicate· a potential for permanent ground displacements such that mitigation as defined in. Public Resources Code Section 2693(c) would be required. · l;arthquake-lnduced Landslides Areas where previous occurrence of landslide movement, or local topographic, geologlca/, geotechnical and subsurface water conditions indicate a potential for permanent ground displacements such that mitigation as de~ned in Public Resources Code Section 2693(c) would be required. Work Order 630722 Plate No. 3 COAST GEOTECHNICAL, INC. PA2022-027 TEMPORARY EXCAVATION ALONG PROPERTY LINES BUILDING FACE -- F.F. NEW ~ FOOTING---- (24") / 4 // / SCALE: 1"~ 2' WALL ORP.L. vv /: / // !~EMPORARY ,f-----..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 2631 Waverly Drive Work Order 630722 Newport Beach, California Plate No. 4 COAST GEOTECHN/CAL, INC. PA2022-027 POTENTIAL TSUNAMI RUNUP INUNDATION CAUSED BY A SUBMARINE LANDSLIDE / ., ' 0 "', ,, ' --~ "' ' ·, ,, .. "' ~, "~, " "~ Ela,e: Map: USGS To p:,graph ic Map from Sure:! MAPS RASTER ' Source:: City of N:ewp:,rt Ele:a:h, 2007 ba1e:d on unpubliihe:d •," re:se,arc h by J. C. Elo rre,ro and othe:n at Un ivien ity of Southe:rn Califurn ia NOTES: ~,. This; m;;rp is; inb.:nd~fur~,;ual liil.nd us..i:planning; only. lnfc.irm:ui.:inonthriii m.ap r.i1 ID: '- s;1ifrci,::rt b:i ~.....-.;: iZii as;ub:titLtG: lbrd:.:l:;;i.ik:d ~lozic: i~ig,..ticrr.of individu.1.Js;it..s:., '-, rnr dc,;s it .atisfy th..: ,;:ya_luatbn r,;qu illii:m-.:rts :.,;;t forth in zr;abzic ha.za.r.d ~ulat ~ns;. 'ili\, "· .~~ -Earth Co 115iU ba.nt:s: I m.:rrw icn.1.I (EC~ rllia.~ na r.:p~ntuici rr. or 'rYilrr.i..nti..s ~cling; thr.: accu lilCY cJ t hr.; d;;at;;i. from which th.srw: rmps; w,;:r,;: d..:IT~Y.!d. EC I sh;;i.1/ nc.t b.: liabki: urri...::r OUl'f ci ii::u m.tano.s for o1.ny d ii..d., indi ,;.-,:t,. sp.:cia.l ind:krnlill or a:ins,;qu..:rt iii.I dia.m~ with~ b:ianycb.im byiil.ny us.-.:ri:irthirdp:1.tycan ill:Cl:lurtof,.i:ir;uis;;inz fl,.., th,o =ofthi, ""Pj Project Num b::r: 2706 Date: 2006 Geotechnical Engineering Investigation 2631 Waverly Drive Newport Beach, California , ......... Seale: 1 :60,000 O~-'==""""""~o._, __ .._....,....,~1"5 Miles Area that would be inundated by a tlunami generated by a ;ubmarire land;lid9 offshore of N9wport Beach (areas at or lower than 3 2 foot elevation N9wport Beach City Boundary Sphere of Influence Work Order 630722 Plate No. 5 COAST GEOTECHNICAL, INC. PA2022-027 UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOGS UNITED SOIL CLASSIFICATION SYSTEM (ASTM D-2487) PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS GW WELL-GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE GRAVEL AND CLEAN GRAVELS OR NO FINES GRAVELLY (LITTLE OR NO SOILS FINES) GP POORLY-GRADED GRAVELS, GRAVEL-SAND MIXTURES, COARSE LITTLE OR NO FINES GRAINED SOILS MORE THAN 50% GRAVELS WITH OF COARSE GM SIL TY GRAVELS, GRAVELS-SAND-SILT MIXTURES FRACTION FINES RETAINED ON (APPRECIABLE NO.4SIEVE AMOUNT OF FINES) GC CLAYEY GRAVELS, GRAVELS-SAND-CLAY MIXTURES SW WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO SAND AND CLEAN SAND FINES SANDY SOILS (LITTLE OR NO MORE THAN 50% FINES) SP POORLY-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO OF MATERIAL IS FINES LARGER THAN NO. MORE THAN 50% 200 SIEVE SIZE OF COARSE SAND WITH SM SIL TY SANDS, SAND-SILT MIXTURES FRACTION FINES PASSING NO. 4 (APPRECIABLE SIEVE AMOUNT OF FINES) SC CLAYEY SANDS, SAND-CLAY MIXTURES INORGANIC SIL TS AND VERY FINE SANDS, ROCK FLOUR, ML SIL TY OR CLAYEY FINE SANDS OR CLAYEY SIL TS WITH SLIGHT PLASTICITY FINE GRAINED SILTS AND LIQUID LIMIT INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, SOILS CLAYS LESS THAN 50 CL GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SIL TY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE MORE THAN 50% SAND OR SIL TY SOILS OF MATERIAL IS SILTS AND LIQUID LIMIT SMALLER THAN CLAYS GREATER THAN CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS NO. 200 SIEVE 50 SIZE OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SIL TS HIGHLY ORGANIC SOILS PT ORGANIC SIL TS AND ORGANIC SIL TY CLA VS OF LOW PLASTICITY COARSE GRAINED SOILS FINE GRAINED SOILS CONSISTENCY BLOWS/FT" CONSISTENCY BLOWS/FT" VERY LOOSE 0-4 VERY SOFT 0-2 LOOSE 4-10 SOFT 2-4 MEDIUM DENSE 10 • 30 FIRM 4-8 DENSE 30-50 STIFF 8 -15 VERY DENSE OVER50 VERY STIFF 15-30 HARD OVER30 * BLOWS/FT FOR A 140-POUND HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D., 1-3/8 INCH I.D. SPLIT SPOON SAMPLER (STANDARD PENETRATION TEST) KEY TO SAMPLE TYPE: U = UNDISTURBED SAMPLE B = BULK S = SPT SAMPLE COAST GEOTECHNICAL, INC. PA2022-027 COAST GEOTECHNICAL, INC. (Text Supercedes) 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 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 DepthofFtg. (No Testing) 1. Basement slabs shall have a minimum thickness of six inches. 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 110% of Opt MIC to Depth Footing 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 PLATEA 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 130% of Opt 130% of Opt MIC to Depth MIC to Depth Footing Footing 2. Floor slab shall be constructed over a 15 mil plastic membrane. The membrane shall be properly lapped, sealed and in contact with the slab bottom. 3. Aggregate should be ½-inch or larger. PA2022-027 Date: Q) f-.2 0.. cu (/) > z 17 20 15 11 25 SUMMARY OF BORING NO. 1 1/14/2022 -C (I) Q) Q) f:? C a> Li: 0.. 3 3 5 13 11 (/) ~~ .,...; Q) ci u.. -1n C' E ..c Description ·o o cu -Cl. ~?ft. (/) Q) 0 -U B Artificial Fill: SAND ---silty, fine-grained, moist NATIVE: SAND ---clean, fine to medium- grained, damp SAND ---clean, fine to medium-grained, damp 5.5 5 SAND ---slightly silty, fine to medium- 6.0 grained, damp SAND ---clean, fine to medium-grained, wet 24.4 SAND ---silty, fine to medium-grained, wet 27.1 10 SAND ---silty, fine-grained, wet 25.6 End of boring at 12.5 feet Groundwater at 8 feet Sands are subject to caving 15 Geotechnical Engineering Investigation 2631 Waverly Drive Newport Beach, California Elevation: .... 0 0 0 Brown Tan/ Lt. Gray Tan/ Lt. Gray Lt. Gray Lt. Gray Dark Gray Dark Gray E.G. >, (..) C Q) -(/) ·u5 C 0 0 Loose Medium Dense Medium Dense Medium Dense Medium Dense Medium Dense Medium Dense Work Order 630722 Plate B COAST GEOTECHNICAL, INC. PA2022-027 SUMMARY OF BORING NO. 2 Date: 1/14/2022 Elevation: E.G. >, -(/) -r,' -(D _: (D _: ·oo 5s C. LL C cc ,._ (D ....... 0 -(D (.) 1ii ~ E ..c Description 0 (/) 0 a.. ·o o co -"iii ~-en a. (.) C ~'?/2. (D 0 0 ....... 0 (.) U 8 FILL: SAND ---silty, fine-grained, moist Brown Loose NATIVE: SAND ---clean, fine to medium-Tan I Lt. Medium grained, dry to damp Gray Dense 2 - - 98.5 4.0 SAND ---clean, fine to medium-grained, damp Tan I Lt. Medium Gray Dense 4 - - 99.3 4.1 SAND ---clean, fine to medium-grained, damp Tan I Lt. Medium Gray Dense 6 - - 97.8 22.2 SAND ---silty, fine to medium-grained, very moist Tan I Lt. Medium Gray Dense 8 End of boring at 8 feet Groundwater at 8 feet -Sands are subject to caving 10- - Geotechnical Engineering Investigation Work Order 630722 2631 Waverly Drive Newport Beach, California Plate C COAST GEOTECHNICAL, INC. PA2022-027 CONSOLIDATION TEST RESULTS [ Boring No. 2 @ 3.0 Feet ) Pressure (Kips Per Square Foot) 0.1 1 10 0.00 v--~---.,, __ 1.00 -..... -..... ·~ ........._ ........ 2.00 "--"'---' ---...... --........ 3.00 ----C G) ~ 4.00 G) C. -C 0 5.00 ;; ns :E 0 6.00 Cl) C 0 (.) 7.00 8.00 9.00 10.00 0 Test Specimen at In-Situ Moisture • Test Specimen Submerged Geotechnical Engineering Investigation Work Order 630722 2631 Waverly Drive Newport Beach, California Plate No. D COAST GEOTECHN/CAL, INC. PA2022-027 SHEAR TEST RESULT f Boring No.1 @Oto 5 Feet (Remolded to 90%) ) en en 5 4 ~ 2 u5 0 0 1 2 3 4 Confining Pressure (kips/sq. ft.) Remolded soil samples were tested at saturated conditions. 5 The sample had a dry density of 102 lbs./cu.ft. and a moisture content of 23.8 %. Cohesion = 100 psf Friction Angle = 30 degrees Based on 80% peak strength or ultimate strength, whichever is lower Geotechnical Engineering Investigation 2631 Waverly Drive Work Order 630722 Newport Beach, California Plate No. E COAST GEOTECHNICAL, INC. PA2022-027 en en ( 5 4 ~ 2 u5 SHEAR TEST RESULT Boring No. 2 @ 3 feet 0 1 2 3 4 Confining Pressure (kips/sq. ft.) Native soil samples were tested at saturated conditions. ) 5 The sample had a dry density of 98.5 lbs./cu.ft. and a moisture content of 26 %. Cohesion = 50 psf Friction Angle = 30 degrees Based on 80% peak strength or ultimate strength, whichever is lower Geotechnical Engineering Investigation 2631 Waverly Drive Work Order 630722 Newport Beach, California Plate No. F COAST GEOTECHNICAL, INC. PA2022-027 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 (¢) = 30 degrees Footing Depth (D) = 2 feet Footing Width (B) = 1.3 feet Factor of Safety = 3.0 Calculations -Ultimate Bearing Capacity from Table 3.1 on page 127 of "Foundation Engineering Handbook", 1975 Ne= 30.14 Nq = 18.4 Ny = 22.4 Ou = 1.3 C Ne+ y D Nq + 0.4 y B Ny (Square Footing) = 1.3 * 100 * 30.14 + 110 * 2 * 18.4 + 0.4 * 110 * 1.25 * 22.4 = 3918 + 4048 + 1232 = 9198 psf Allowable Bearing Capacity for Square Footing Oa11= Ou/F.S. = Use 1800 psf 3066 psf Ou = 1.0 C Ne + y D Nq + 0.5 y B Ny (Continuous Footing) = 1.0 * 100 * 30.14 + 110 * 2 * 18.4 + 0.5 * 110 * 1.25 * 22.4 = 3014 + 4048 + 1540 = 8602 psf Allowable Bearing Capacity for Continuous Footing 2867 psf Use 1800 psf Increases: 750 psf / ft in depth over 2 feet 350 psf / ft in width over 1.25 feet Geotechnical Engineering Investigation 2631 Waverly Drive Work Order 630722 Newport Beach, California Plate G COAST GEOTECHNICAL, INC. PA2022-027 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: Compacted fill Wet Density (y) Cohesion (C) = = 110 pcf 100 psf Angle of Friction (<P) = 30 degrees Coefficient of Friction = tan <I> Therefore, Coefficient of Friction = tan <I> = tan <P = 0.577 Assumed H = 2 feet Use 0.35 Pp= 0.5 y H2 tan2 ( 45° + <P 12 ) + 2 C H tan ( 45° + <P 12) = 0.5*110*4*3+2*100*2*1.732 = 660 + 693 = 1353 lbs/ LF 1/2 EFP H2 = 1353 EFP = 677 psf / LF EFP: passive pressure Allowable Passive Pressure = 300 psf / LF ( with F.S. = 2.26 ) Geotechnical Engineering Investigation 2631 Waverly Drive Work Order 630722 Newport Beach, California Plate H COAST GEOTECHN/CAL, INC. PA2022-027 CALCULATION OF SUBGRADE REACTION Subgrade reaction calculations are based on "Foundation Analysis and Design" Fourth Edition, by Joseph E. Bowles. Ks = 24 quit (for ~H = 1 /2 inch) Where: Ks = subgrade reaction in k / ft3 quit = ultimate bearing capacity For quit = 8.6 ksf (from bearing capacity calculations) Ks = 24 * 8.6 k / ft3 = 206.4* 1000 I ( 12 * 12 * 12) lb/ in3 = 119.4 lb/ in3 Use 100 pound per cubic inch Geotechnical Engineering Investigation 2631 Waverly Drive Newport Beach, California COAST GEOTECHNICAL Work Order 630722 Plate No. I PA2022-027 COAST GEOTECHNICAL, INC. APPENDIXB Liquefaction analysis by SPT PA2022-027 LIQUEFACTION ANALYSIS BY SPT FOR BORING NO. 1 CN = (Pa/ G0' )112 < 1.7, Pa= 2089 psf (N1)50 = Nm CN CE Cs CR Cs CSR = ~av I Go' = 0.65 ( Go I Go' ) rd ( amax / g ) l!l1~1~~~111l lllll!l[~Il1111llllill!lllll11!1~1■~11111~111 1lllij~III 1111~~111 lllllllll llllllll llil~IIJt!11 !llt1\illlll ~~~~; !~■II ~~I~ 1~11 lijli! llttti111111~1~ill!lllllllt; I 3 315.o 315.o I 11 1.10 1.00 1.05 o.75 1.20 21.3 o.99 o.47 3 o.34 1.15 o.39 o.84 5 525.0 I 525.0 20 1.70 I 1.00 I 1.05 I o.75 I 1.20 32.1 0.99 I 0.47 3 0.60 I 1.15 I 0.69 7 755.0 I 692.6 15 1.70 I 1.00 I 1.05 I 0.75 I 1.20 24.1 0.99 I o.51 5 0.27 I 1.15 I 0.31 9 1005.0 I 817.8 11 1.60 I 1.00 I 1.05 I 0.75 I 1.20 16.6 0.98 I o.57 13 o .22 I 1 .15 I o .25 11 1255.0 I 943.0 25 1.49 I 1.00 I 1.05 I 0.75 I 1.20 35.2 0.98 I 0.61 11 0.60 I 1.15 I 0.69 Note: 1. Moist unit weight ol 105 pcf, saturated unit weight of 125 pcf, and groundwater at 6 feet 2. Magnitude of 7.2 and peak ground acceleration of 0.725 g 3. According to Figur 2, soil layers having (N 1)60 higher than 30 are not considered liquefiable. Geqtechnical Engineering Investigation 2631 Waverly Drive Work Order 630722 Newport Beach, California Plate M COAST GEOTECHNICAL, INC. 1.48 0.61 0.45 1.12 PA2022-027 Open-File Report 97-08 Newport Beach SITE Base map enlarged from u.s,a.s. 30 x 60-mlnute sanes 1!7"52'30" ONE MILE • Borehole Site -Jo ..-Depth to ground water in feet SCALE Plate 1.2 Historically Highest Ground Water Contours and Borehole Log Data Locations, Newport Beach Quadrangle. PA2022-027 5 E -..c: ....., 0.. 10 (I) 0 Stress Reduction Coefficient, rd 0.2 0.4 0.6 0.8 Average valu~s by Seed & 1-------+------1---ldri ss (1971) Approximate average values from Eq. 2 Range for different soil profiles by Seed & Idriss (1971) 1.0 FIG. 1. rd versus Depth Curves Developed by Seed and Idriss (1971) with Added Mean-Value Lines Plotted from Eq. (2) PA2022-027 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 -CN (Pa lo-'.x,)9.s Overburden pressure -CN CN:::;; 1.7 Energy ratio Donut hammer Cs 0.5-1.0 Energy ratio Safety hammer Cs 0.7-1.2 Energy ratio Automatic-trip Donut-CE 0.8-1.3 type hammer Borehole dimneter 65-115 mm Cs 1.0 Borehole diameter 150 mm CB 1.05 Borehole diameter 200mm 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 m 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 PA2022-027 0.6 .------,-----,m=-,3-1--.------,-----..-------. Percent Fines = 35 15 I I fi? 0.5 tr I I I I I I I I I f I I t u - I., 0 r I I I I I I I r , I I 0,4 1--------1------1-~----r-t-----1-------1 I t I , / SPT Clean Sand Base Curve I I 0.3 ,__ __ ___,2_0-+-----1---,.;.'--if.-----+------1 ,.,.... , 1 Adjustment Recommended By Workshop 10 Pan• America data Japanese data Chinese dela 20 Marginal No Liquefac!ion Liquefaction Liquefaction • ta 30 40 Corrected Blow Count, (N1)60 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) PA2022-027 4.5 --t-Seed and Idriss, ( 1982) -+----..----:::-i---=------4,-..-l R nge of recommen ed -.-Idriss 5.0 6.0 SF from NCEE x Ambraseys (1985) Workshop ◊ Arango (1996) 7.0 ♦ Arango (1996) -t-Andrus and S tokoe A Youd and Nobie, PL<20% A Youd and Noble1 PL<32% .l 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) PA2022-027 Influence qf Fines Content In the original development, Seed et al. (1985) noted an apparent . increase of CRR with increased fines content. Whether this increase is caus~d 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 (N1)60 to an equiv- alent clean sand value, (N1)6oc.r: (5) where a and [3 = coefficients determineq from the following relationships: · a = 0 for FC :S 5% (6a) a = exp[l.76 -(190/FC2)] for 5% < FC < 35% (6b) a. = 5.0 . for FC 2: 35% (6c) f3 = 1.0 for FC :S 5% (7a) 13 = [0.99 + (FC1.5/l,000)] for 5% < FC < 35% (7b) f3 ~ 1.2 for FC 2: 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. PA2022-027 Recommended Procedures for Implementation of DMG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in California 0.6r-----.---.-----r------,---- Volumetric S!ro in -% 0.5 10 5 4 3 2 0.5 I I 0.4 Io.v... a;.' a 0.3 0.2 ·0.1 I I I I ) /,0.2 I 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 I I / I / / I ,/ I / / / / / / / / / ,, /// /,, // I/ 'I/ '// '// 1// 1/1' 1/ oo"'--__ __.. ___ __.J. ___ -..l.. ___ _..J._ ___ ......J 10 20 30 40 50 Figure 7.11. Relationship Between Cyclic Stress Ratio, (N,)60 and Volumetric Strain for Saturated Clean Sands and Magnitude= 7.5 (After Tolcimatsu and Seed, 1987) 60 PA2022-027 COAST GEOTECHNICAL, INC. APPENDIXC Seismic Settlement Calculations & Seismic Data Output PA2022-027 LIQUEFACTION ANALYSIS (ft) 0 2 4 6 8 10 12 £ 14 f rr ::J Hole No.=1 Water Depth=6 ft Shear Stress Ratio 0 I I I fs1 =1 I CRR ~ CSR fs~ I I I Shaded Zone has Liquefaction Potential I I CivilTech Corporation Mitchell Factor of Safety 0 1 5 I I I I I I I I Settlement 0 (in.) S = 0.84 in. Saturated Unsaturat. - Magnitude=7.2 Acceleration=. 725g Soil Description Plate A-1 PA2022-027 ************************************************************************************ ******************* LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to, 1/27/2022 1:06:32 PM Input File Name: F:\LiquefyS\Mitchell, 2631 Waverly Dr.NB.liq Title: Mitchell Subtitle: Surface Elev.= Hole No.=1 Depth of Hole= 12.50 ft Water Table during Earthquake= 6.00 ft Water Table during In-Situ Testing= 6.00 ft Max. Acceleration= 0.73 g Earthquake Magnitude= 7.20 Input Data: Surface Elev.= Hole No.=1 Depth of Hole=12.50 ft Water Table during Earthquake= 6.00 ft Water Table during In-Situ Testing= 6.00 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* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce= 1 7. Borehole Diameter, 8. Sampling Method, 9. User request factor of safety (apply to CSR), Plot one CSR curve (fsl=l) 10. Use Curve Smoothing: Yes* * Recommended Options In-Situ Test Data: Depth SPT gamma Fines User= 1 Cb= 1.05 Cs= 1.2 PA2022-027 ft pcf % 0.00 17.00 105.00 3.00 2.00 17.00 105.00 3.00 3.00 17.00 105.00 3.00 5.00 20.00 125.00 3.00 7.00 15.00 125.00 5.00 9.00 11.00 125.00 13.00 11.00 25.00 125.00 11.00 Output Results: Settlement of Saturated Sands=0.81 in. Settlement of Unsaturated Sands=0.03 in. Total Settlement of Saturated and Unsaturated Sands=0.84 in. Differential Settlement=0.421 to 0.555 in. Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in. 0.00 0.36 0.47 5.00 0.81 0.03 0.84 · 0.05 0.36 0.47 5.00 0.81 0.03 0.84 0.10 0.36 0.47 5.00 0.81 0.03 0.84 0.15 0.36 0.47 5.00 0.81 0.03 0.84 0.20 0.36 0.47 5.00 0.81 0.03 0.84 0.25 0.36 0.47 5.00 0.81 0.03 0.84 0.30 0.36 0.47 5.00 0.81 0.03 0.84 0.35 0.36 0.47 5.00 0.81 0.03 0.84 0.40 0.36 0.47 5.00 0.81 0.03 0.84 0.45 0.36 0.47 5.00 0.81 0.03 0.84 0.50 0.36 0.47 5.00 0.81 0.03 0.84 0.55 0.36 0.47 5.00 0.81 0.03 0.84 0.60 0.36 0.47 5.00 0.81 0.03 0.84 0.65 0.36 0.47 5.00 0.81 0.03 0.84 0.70 0.36 0.47 5.00 0.81 0.03 0.84 0.75 0.36 0.47 5.00 0.81 0.03 0.84 0.80 0.36 0.47 5.00 0.81 0.03 0.84 0.85 0.36 0.47 5.00 0.81 0.03 0.84 0.90 0.36 0.47 5.00 0.81 0.03 0.84 0.95 0.36 0.47 5.00 0.81 0.03 0.84 1.00 0.36 0.47 5.00 0.81 0.03 0.84 1.05 0.36 0.47 5.00 0.81 0.03 0.84 1.10 0.36 0.47 5.00 0.81 0.03 0.84 1.15 0.36 0.47 5.00 0.81 0.03 0.84 1.20 0.36 0.47 5.00 0.81 0.03 0.84 1.25 0.36 0.47 5.00 0.81 0.03 0.84 1.30 0.36 0.47 5.00 0.81 0.03 0.84 1.35 0.36 0.47 5.00 0.81 0.03 0.84 1.40 0.36 0.47 5.00 0.81 0.03 0.84 1.45 0.36 0.47 5.00 0.81 0.03 0.84 PA2022-027 1.50 0.36 0.47 5.00 0.81 0.03 0.84 1.55 0.36 0.47 5.00 0.81 0.02 0.84 1.60 0.36 0.47 5.00 0.81 0.02 0.84 1.65 0.36 0.47 5.00 0.81 0.02 0.84 1.70 0.36 0.47 5.00 0.81 0.02 0.84 1.75 0.36 0.47 5.00 0.81 0.02 0.84 1.80 0.36 0.47 5.00 0.81 0.02 0.84 1.85 0.36 0.47 5.00 0.81 0.02 0.84 1.90 0.36 0.47 5.00 0.81 0.02 0.84 1.95 0.36 0.47 5.00 0.81 0.02 0.84 2.00 0.36 0.47 5.00 0.81 0.02 0.84 2.05 0.36 0.47 5.00 0.81 0.02 0.84 2.10 0.36 0.47 5.00 0.81 0.02 0.84 2.15 0.36 0.47 5.00 0.81 0.02 0.84 2.20 0.36 0.47 5.00 0.81 0.02 0.84 2.25 0.36 0.47 5.00 0.81 0.02 0.83 2.30 0.36 0.47 5.00 0.81 0.02 0.83 2.35 0.36 0.47 5.00 0.81 0.02 0.83 2.40 0.36 0.47 5.00 0.81 0.02 0.83 2.45 0.36 0.47 5.00 0.81 0.02 0.83 2.50 0.36 0.47 5.00 0.81 0.02 0.83 2.55 0.36 0.47 5.00 0.81 0.02 0.83 2.60 0.36 0.47 5.00 0.81 0.02 0.83 2.65 0.36 0.47 5.00 0.81 0.02 0.83 2.70 0.36 0.47 5.00 0.81 0.02 0.83 2.75 0.36 0.47 5.00 0.81 0.02 0.83 2.80 0.36 0.47 5.00 0.81 0.02 0.83 2.85 0.36 0.47 5.00 0.81 0.02 0.83 2.90 0.36 0.47 5.00 0.81 0.02 0.83 2.95 0.36 0.47 5.00 0.81 0.02 0.83 3.00 0.36 0.47 5.00 0.81 0.02 0.83 3.05 0.37 0.47 5.00 0.81 0.02 0.83 3.10 0.37 0.47 5.00 0.81 0.02 0.83 3.15 0.37 0.47 5.00 0.81 0.02 0.83 3.20 0.37 0.47 5.00 0.81 0.02 0.83 3.25 0.38 0.47 5.00 0.81 0.02 0.83 3.30 0.38 0.47 5.00 0.81 0.02 0.83 3.35 0.39 0.47 5.00 0.81 0.02 0.83 3.40 0.39 0.47 5.00 0.81 0.02 0.83 3.45 0.39 0.47 5.00 0.81 0.02 0.83 3.50 0.40 0.47 5.00 0.81 0.02 0.83 3.55 0.40 0.47 5.00 0.81 0.02 0.83 3.60 0.41 0.47 5.00 0.81 0.02 0.83 3.65 0.41 0.47 5.00 0.81 0.01 0.83 3.70 0.42 0.47 5.00 0.81 0.01 0.83 3.75 0.42 0.47 5.00 0.81 0.01 0.83 3.80 0.43 0.47 5.00 0.81 0.01 0.83 3.85 0.43 0.47 5.00 0.81 0.01 0.83 3.90 0.44 0.47 5.00 0.81 0.01 0.83 3.95 0.45 0.47 5.00 0.81 0.01 0.83 PA2022-027 4.00 0.46 0.47 5.00 0.81 0.01 0.83 4.05 0.48 0.47 5.00 0.81 0.01 0.83 4.10 0.50 0.47 5.00 0.81 0.01 0.82 4.15 0.53 0.47 5.00 0.81 0.01 0.82 4.20 0.55 0.47 5.00 0.81 0.01 0.82 4.25 0.55 0.47 5.00 0.81 0.01 0.82 4.30 0.55 0.47 5.00 0.81 0.01 0.82 4.35 0.55 0.47 5.00 0.81 0.01 0.82 4.40 0.55 0.47 5.00 0.81 0.01 0.82 4.45 0.55 0.47 5.00 0.81 0.01 0.82 4.50 0.55 0.47 5.00 0.81 0.01 0.82 4.55 0.55 0.47 5.00 0.81 0.01 0.82 4.60 0.55 0.47 5.00 0.81 0.01 0.82 4.65 0.55 0.47 5.00 0.81 0.01 0.82 4.70 0.55 0.47 5.00 0.81 0.01 0.82 4.75 0.55 0.47 5.00 0.81 0.01 0.82 4.80 0.55 0.47 5.00 0.81 0.01 0.82 4.85 0.55 0.47 5.00 0.81 0.01 0.82 4.90 0.55 0.47 5.00 0.81 0.01 0.82 4.95 0.55 0.47 5.00 0.81 0.01 0.82 5.00 0.55 0.47 5.00 0.81 0.01 0.82 5.05 0.55 0.47 5.00 0.81 0.01 0.82 5.10 0.55 0.47 5.00 0.81 0.01 0.82 5.15 0.55 0.47 5.00 0.81 0.01 0.82 5.20 0.55 0.47 5.00 0.81 0.01 0.82 5.25 0.55 0.47 5.00 0.81 0.01 0.82 5.30 0.55 0.47 5.00 0.81 0.00 0.82 5.35 0.55 0.47 5.00 0.81 0.00 0.82 5.40 0.55 0.47 5.00 0.81 0.00 0.82 5.45 0.55 0.47 5.00 0.81 0.00 0.82 5.50 0.55 0.47 5.00 0.81 0.00 0.82 5.55 0.49 0.47 5.00 0.81 0.00 0.82 5.60 0.46 0.47 5.00 0.81 0.00 0.82 5.65 0.45 0.47 5.00 0.81 0.00 0.82 5.70 0.43 0.46 5.00 0.81 0.00 0.82 5.75 0.42 0.46 5.00 0.81 0.00 0.81 5.80 0.41 0.46 5.00 0.81 0.00 0.81 5.85 0.40 0.46 5.00 0.81 0.00 0.81 5.90 0.40 0.46 5.00 0.81 0.00 0.81 5.95 0.39 0.46 5.00 0.81 0.00 0.81 6.00 0.38 0.46 0.83* 0.81 0.00 0.81 6.05 0.38 0.47 0.81* 0.81 0.00 0.81 6.10 0.37 0.47 0.79* 0.80 0.00 0.80 6.15 0.37 0.47 0.78* 0.80 0.00 0.80 6.20 0.36 0.47 0.77* 0.79 0.00 0.79 6.25 0.36 0.47 0.75* 0.78 0.00 0.78 6.30 0.35 0.48 0.74* 0.78 0.00 0.78 6.35 0.35 0.48 0.73* 0.77 0.00 0. 77 6.40 0.34 0.48 0.71* 0.76 0.00 0.76 6.45 0.34 0.48 0.70* 0.75 0.00 0.75 PA2022-027 6.50 0.33 0.48 0.69* 0.75 0.00 0.75 6.55 0.33 0.49 0.68* 0.74 0.00 0.74 6.60 0.33 0.49 0.67* 0.73 0.00 0.73 6.65 0.32 0.49 0.66* 0.72 0.00 0.72 6.70 0.32 0.49 0.65* 0.71 0.00 0.71 6.75 0.32 0.49 0.64* 0.70 0.00 0. 70 6.80 0.31 0.50 0.63* 0.69 0.00 0.69 6.85 0.31 0.50 0.62* 0.68 0.00 0.68 6.90 0.30 0.50 0.61* 0.67 0.00 0.67 6.95 0.30 0.50 0.60* 0.66 0.00 0.66 7.00 0.30 0.50 0.59* 0.65 0.00 0.65 7.05 0.30 0.50 0.59* 0.64 0.00 0.64 7.10 0.29 0.51 0.58* 0.63 0.00 0.63 7.15 0.29 0.51 0.57* 0.62 0.00 0.62 7.20 0.29 0.51 0.56* 0.61 0.00 0.61 7.25 0.28 0.51 0.55* 0.60 0.00 0.60 7.30 0.28 0.51 0.55* 0.59 0.00 0.59 7.35 0.28 0.51 0.54* 0.58 0.00 0.58 7.40 0.28 0.52 0.53* 0.56 0.00 0.56 7.45 0.27 0.52 0.53* 0.55 0.00 0.55 7.50 0.27 0.52 0.52* 0.54 0.00 0.54 7.55 0.27 0.52 0.52* 0. 53 0.00 0.53 7.60 0.27 0.52 0.51* 0.52 0.00 0.52 7.65 0.26 0.52 0.50* 0.51 0.00 0. 51 7.70 0.26 0. 53 0.50* 0.49 0.00 0.49 7.75 0.26 0.53 0.49* 0.48 0.00 0.48 7.80 0.26 0.53 0.49* 0.47 0.00 0.47 7.85 0.26 0. 53 0.48* 0.46 0.00 0.46 7.90 0.26 0.53 0.48* 0.44 0.00 0.44 7.95 0.25 0.53 0.48* 0.43 0.00 0.43 8.00 0.25 0.54 0.47* 0.42 0.00 0.42 8.05 0.25 0.54 0.47* 0.41 0.00 0.41 8.10 0.25 0.54 0.46* 0.39 0.00 0.39 8.15 0.25 0.54 0.46* 0.38 0.00 0.38 8.20 0.25 0.54 0.46* 0.37 0.00 0.37 8.25 0.28 0.54 0.52* 0.36 0.00 0.36 8.30 0.28 0.54 0.51* 0.34 0.00 0.34 8.35 0.28 0.55 0.51* 0.33 0.00 0.33 8.40 0.27 0. 55 0.50* 0.32 0.00 0.32 8.45 0.27 0.55 0.50* 0.31 0.00 0.31 8.50 0.27 0. 55 0.49* 0.30 0.00 0.30 8.55 0.27 0. 55 0.49* 0.29 0.00 0.29 8.60 0.27 0.55 0.48* 0.27 0.00 0.27 8.65 0.27 0. 55 0.48* 0.26 0.00 0.26 8.70 0.26 0.55 0.48* 0.25 0.00 0.25 8.75 0.26 0. 56 0.47* 0.24 0.00 0.24 8.80 0.26 0.56 0.47* 0.23 0.00 0.23 8.85 0.26 0.56 0.46* 0.21 0.00 0.21 8.90 0.26 0. 56 0.46* 0.20 0.00 0.20 8.95 0.26 0.56 0.46* 0.19 0.00 0.19 PA2022-027 9.00 0.25 0.56 0.45* 0.18 0.00 0.18 9.05 0.26 0.56 0.46* 0.16 0.00 0.16 9.10 0.27 0.56 0.48* 0.15 0.00 0.15 9.15 0.28 0.57 0.49* 0.14 0.00 0.14 9.20 0.29 0.57 0.50* 0.13 0.00 0.13 9.25 0.29 0.57 0.52* 0.12 0.00 0.12 9.30 0.30 0.57 0.53* 0.10 0.00 0.10 9.35 0.31 0.57 0.55* 0.09 0.00 0.09 9.40 0.32 0.57 0.56* 0.08 0.00 0.08 9.45 0.33 0.57 0.58* 0.07 0.00 0.07 9.50 0.34 0.57 0.60* 0.06 0.00 0.06 9.55 0.36 0.58 0.62* 0.05 0.00 0.05 9.60 0.37 0.58 0.64* 0.05 0.00 0.05 9.65 0.38 0.58 0.66* 0.04 0.00 0.04 9.70 0.40 0.58 0.69* 0.03 0.00 0.03 9.75 0.42 0.58 0.73* 0.02 0.00 0.02 9.80 0.46 0.58 0.79* 0.02 0.00 0.02 9.85 0.55 0.58 0.95* 0.01 0.00 0.01 9.90 0.55 0.58 0.95* 0.01 0.00 0.01 9.95 0.55 0.58 0.95* 0.01 0.00 0.01 10.00 0.55 0.59 0.95* 0.01 0.00 0.01 10.05 0.55 0.59 0.95* 0.00 0.00 0.00 10.10 0.55 0.59 0.94* 0.00 0.00 0.00 10.15 0.55 0.59 0.94* 0.00 0.00 0.00 10.20 0.55 0.59 0.94* 0.00 0.00 0.00 10.25 0.55 0.59 0.94* 0.00 0.00 0.00 10.30 0.55 0.59 0.94* 0.00 0.00 0.00 10.35 0.55 0.59 0.94* 0.00 0.00 0.00 10.40 0.55 0.59 0.94* 0.00 0.00 0.00 10.45 0.55 0.59 0.93* 0.00 0.00 0.00 10.50 0.55 0.60 0.93* 0.00 0.00 0.00 10.55 0.55 0.60 0.93* 0.00 0.00 0.00 10.60 0.55 0.60 0.93* 0.00 0.00 0.00 10.65 0.55 0.60 0.93* 0.00 0.00 0.00 10.70 0.55 0.60 0.93* 0.00 0.00 0.00 10.75 0.55 0.60 0.92* 0.00 0.00 0.00 10.80 0.55 0.60 0.92* 0.00 0.00 0.00 10.85 0.55 0.60 0.92* 0.00 0.00 0.00 10.90 0.55 0.60 0.92* 0.00 0.00 0.00 10.95 0.55 0.60 0.92* 0.00 0.00 0.00 11.00 0.55 0.60 0.92* 0.00 0.00 0.00 11.05 0.55 0.61 0.92* 0.00 0.00 0.00 11.10 0.55 0.61 0.91* 0.00 0.00 0.00 11.15 0.55 0.61 0.91* 0.00 0.00 0.00 11.20 0.55 0.61 0.91* 0.00 0.00 0.00 11.25 0.55 0.61 0.91* 0.00 0.00 0.00 11.30 0.55 0.61 0.91* 0.00 0.00 0.00 11.35 0.55 0.61 0.91* 0.00 0.00 0.00 11.40 0.55 0.61 0.91* 0.00 0.00 0.00 11.45 0.55 0.61 0.91* 0.00 0.00 0.00 PA2022-027 11. 50 0.55 0.61 0.90* 0.00 0.00 0.00 11. 55 0.55 0.61 0.90* 0.00 0.00 0.00 11.60 0.55 0.62 0.90* 0.00 0.00 0.00 11.65 0.55 0.62 0.90* 0.00 0.00 0.00 11. 70 0.55 0.62 0.90* 0.00 0.00 0.00 11. 75 0.55 0.62 0.90* 0.00 0.00 0.00 11.80 0.55 0.62 0.90* 0.00 0.00 0.00 11.85 0.55 0.62 0.90* 0.00 0.00 0.00 11.90 0.55 0.62 0.89* 0.00 0.00 0.00 11.95 0.55 0.62 0.89* 0.00 0.00 0.00 12.00 0.55 0.62 0.89* 0.00 0.00 0.00 12.05 0.55 0.62 0.89* 0.00 0.00 0.00 12.10 0.55 0.62 0.89* 0.00 0.00 0.00 12.15 0.55 0.62 0.89* 0.00 0.00 0.00 12.20 0.55 0.63 0.89* 0.00 0.00 0.00 12.25 0.55 0.63 0.89* 0.00 0.00 0.00 12.30 0.55 0.63 0.89* 0.00 0.00 0.00 12.35 0.55 0.63 0.88* 0.00 0.00 0.00 12.40 0.55 0.63 0.88* 0.00 0.00 0.00 12.45 0.55 0.63 0.88* 0.00 0.00 0.00 12.50 0.55 0.63 0.88* 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 (1.0581tsf); 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 PA2022-027 L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 2631 Waverly Dr, Newport Beach, CA 92663, USA 33.6151355, -117.9084458 15 ft 2022-01-18T22:08:01.307Z Seismic ASCE7-16 Ill D-default Basic Parameters Name Value Description Ss 1.381 MCER ground motion (period=0.2s) S1 0.491 MCER ground motion (period=1.0s) SMs 1.658 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value Sos 1.105 Numeric seismic design value at 0.2s SA So1 * null Numeric seismic ~esign value at 1.0s SA * See Section 11.4.8 ..,Additional Information Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.907 Coefficient of risk (0.2s) CR1 0.92 Coefficient of risk (1.0s) PGA 0.604 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.725 Site modified peak ground acceleration PA2022-027 h 8 SsRT 1.381 SsUH 1.523 SsD 2.611 S1RT 0.491 S1UH 0.534 S1D 0.826 PGAd 1.055 * See Section 11.4.8 Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) 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. PA2022-027 SEISMIC FACTORS SM 1 and S01 SM1 and S01 Calculations based on ASCE?-16 Site Class = D S1 = 0.491 Long Period Site Coefficient, Fv Site Class S1 <= 0.1 S1 = 0.2 S1 = 0.3 S1 = 0.4 S1 = 0.5 S1 => 0.6 C 1.5 D 2.4 Fv = 1.809 SM1 = Fv S1 = 1.809 * 0.491 = 0.888 = 2/3 * 0.888 = 0.592 1.5 1.5 1.5 1.5 1.4 2.2 2.0 1.9 1.8 1.7 Geotechnical Engineering Investigation 2631 Waverly Drive Work Order 630722 Newport Beach, California Plate X COAST GEOTECHNICAL, INC. PA2022-027