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Home My WebLink AboutSoils Report ns COAST GEOTECHNICAL, INC. ROW*...................... ......... ...... ........................ ................................................... ........................................................ ......................... Geotechnical Engineering Investigation of Proposed New Residence at 612 Via Lido Nord Newport Beach, California BY: COAST GEOTECHNICAL, INC. W. O. 578319-01,dated September 10,2019 FOR: Mr, and Mrs. Mark Kelesian 612 Via Lido Nord Newport Beach, CA 92663 COAST GEOTECHNICAL INC. 1200 W.Colmnonwealth Avenue,Fullerton,CA 92833-Ph:(714)870-1211 -Fax:(714)870-1222-E-mail:coast e� otec@sbcglobal.net September 10,2019 W.O. 578319-01 Mr. and Mrs. Mark Kelegian 612 Via Lido Nord Newport Beach, CA 92663 Subj ect: Geotechnical Engineering Investigation of Proposed New Residence at 612 Via Lido Nord,Newport Beach, California Dear Mr. and Mrs. Kelegian: 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 May 8, 2019 proposal. SITE DEVELOPMENT It is our understanding that the existing residence will be demolished and a new two-story, slab-on- grade residence constructed. 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. UOAST GEOTECHNICAL, INC. .................................................................................................................................................................................................................................................... Mr. and Mrs.Mark Kelegian 2 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 4. Laboratory analyses of soil samples including determination of in-situ and maximum density, in- situ and optimum moisture content, shear strength characteristics, expansion and consolidation potential, and sulfate content. 5. Evaluation of potential liquefaction hazards. 6. Preparation of this report presenting results of our investigation and recommendations of the proposed development. SITE CONDITIONS The project site is located at 612 Via Lido Nord, in the City of Newport Beach, California, and is shown on the attached Site Vicinity Map,Plate 1. The parcel is an irregular flag lot, near level, and bordered by Via Lido. Nord to the west, the Newport Bay to the east, and similarly developed lots to the north and south. The lot is currently developed with a single-family residence, hardscape, and landscape. Site configuration is further shown on the Site Plan, Plate 2. EXPLORATORY PROGRAM The field investigation was performed on August 13, 2019, consisting of the excavation of a boring by a 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 solid barrel 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 ring lined sampler 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. UOAST G*uEOTECHNICAL, INC. .................................................................................................................................................................................................................................................. Mr. and Mrs.Mark Kelegian 3 W.O. 578319-01 Geotechnical Engineering Investigation September 10,2019 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 for the upper level foundations in accordance with City guidelines. 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. EARTH MATERIALS 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 native soils to the maximum depth explored. Artificial fills encountered consisted of slightly silty, fine-grained sand, brown in color, moist and generally medium dense. The fills were encountered to a depth of about two feet below existing grade. Native soils encountered consisted of clean, fine-grained sand, gray tan to tan in color, damp to wet, and generally medium dense to dense with depth,to maximum depth explored of 12.5 feet. Logs of the exploratory borings are presented on the appended Plates B and C. GROUNDWATER Groundwater was encountered at nine feet below existing ground surface during the field investigation. This groundwater level is subject to fluctuation due to tidal changes. Plate 1.2 in Appendix B shows the subject site area to have a historic high groundwater depth of less than ten feet below existing ground surface. In our liquefaction and seismic settlement analyses, a groundwater elevation of seven 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 UOAST . .................................................................................................................................................................................................................................................... Mr. and Mrs.Mark Kelegian 4 W.O. 578319-01 Geotechnical Engineering Investigation September 10,2019 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 48 years, Southern California and vicinity have experienced an increase in seismic activity beginning with the San Francisco 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 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. 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 maj or 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 UOAST G� EOTECHNICAL, INC. .................................................................................................................................................................................................................................................. Mr. and Mrs.Mark Kelegian 5 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 estimated between 0.25 and 0.5 nun/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 site is located approximately one kilometer northeast of the Newport Inglewood fault. 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 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. Ground Shal�in The site is located in a seismically active area that has historically been affected by moderate to occasionally high levels of ground motion, and the 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. Residential structures are typically designed 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. UOAST UO.'.uEOTECHNICAL, o ...................................................................................................................................................................-............................................................................. Mr. and Mrs.Mark Kelegian 6 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 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 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 0.709g PGAM and a groundwater level at seven 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. UOAST G4"EOTECHNICAL, INC . Mr. and Mrs.Mark Kelegian 7 W. O. 578319-01 Geotechnical Enggineering Investigation September 10,2019 Lateral Spreading The occurrence of liquefaction 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. The potential for lateral spreading is dependent upon the performance of the adjacent sea wall. Earthquake-induced Settlements Earthquake-induced settlements result from densif cation 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 for the at-grade structure was evaluated based on the "Evaluation of Settlement in Sands due to Earthquake Shaking" by Kahji Tokimatsu and H. Bolton Seed, dated August 1987. 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 seven feet below grade and shown in Appendix C, indicates that the estimated settlement(including dry and saturated sands) is 0.18 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. Earthquake-Induced Flooding 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 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. COAST GEOTECHNICAL, . .................................................................................................................................................................................................................................................... Mr. and Mrs.Mark Kelegian 8 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 Tsunamis Tsunamis are waves generated in large bodies of water as a result of change of seafloor topography caused by tectonic displacement or landslide. 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 H-I I, and is referenced on this plate to be areas below elevation 32 feet. For more information about tsunami run-up hazards and evacuation routes you are referred to the City website. GEOTECHNICAL DISCUSSION Based on analysis presented within this report and City guidelines concerning liquefaction study mitigation measures the proposed structure can be developed utilizing the City's "strengthened slab on grade foundation system" (minimum requirements) for support. Grading will be required for support of new foundations as stated within this report. The minimum requirements for the proposed residence are as follows: (1) the structure shall be placed on a compacted fill soil, (2) bottom of all footings shall be 24 inches below grade, (3) foundations shall be continuous or tied together with grade beams, (4) foundations shall be reinforced with a minimum of four#5 bars, two top and two bottom, (5) concrete slabs shall be a minimum of five inch actual thickness with #4 bars at 12 inches on center each way, and (6) footings shall be dowelled into slabs with #4 bars at 24 inches on center. Additional reinforcement may be required if the structural engineer's design is more stringent. The following option is presented to increase public awareness of the liquefaction hazard in this area and help in making an informed decision on the type of mitigation. The foundation for the structure is designed to withstand complete loss of ground support from major earthquake, along with possible large scale ground subsidence. Mat foundations and/or pile and grade beam foundation are necessary. If elected, additional recommendations will be necessary and can be provided upon request. 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. UOAST GEOTECHNICAL, INC. ................................................................................................................................................................................................................................................. Mr. and Mrs.Mark Kelegian 9 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 The following recommendations are subject to change based on review of final foundation and grading plans. CONCLUSION AND RECOMMENDATIONS Development of the site as understood 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. PROPOSED GRADING Grading plans were not available at the time this report was prepared. The following recommendations are subject to change based on review of final grading plans. Based on our understanding of proposed construction and existing soil conditions, earthwork is anticipated to consist of minimal grading to provide uniform support for slab and hardscape and to improve site drainage. GENERAL GRADING NOTES All existing structures in the area of the proposed addition shall be demolished and all vegetation and debris shall be stripped from the area 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 Existing artificial fills shall be overexcavated down to competent earth material. Competent earth material shall exhibit a relative compaction of 90% or better, as determined by the project geotechnical engineer. The overexcavation areas shall include areas proposed for foundations, slabs, hardscape, asphaltic concrete or other areas as determined by the geotechnical engineer. The excavations shall extend five feet beyond the structure's outline, except where contained by a designed wall or property lines. Removals of existing fills and native soils are estimated at three feet in depth or one foot below proposed footing bottom,whichever is deeper. 1009&M "O� UOAST UEOTECHNICAL, INC. ............................................... .............................................................................................................................................................................................. Mr. and Mrs.Mark Kelegian 10 W. O.578319-01 Geotechnical Engineering Investigation September 10,2019 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. Exposed excavation bottoms shall be observed by the geotechnical engineer prior to processing. Field recommendations will be made depending on conditions encountered. Upon approval, the excavation bottoms shall be processed, moisture conditioned approximately to optimum moisture content and compacted to a minimum of 90%relative compaction. Subsequent fills shall be placed in six to eight inch lifts, moisturized to approximately optimum moisture content and compacted to a minimum of 90% relative compaction. This process shall be followed to finish grade. Grading and/or foundation plans shall be reviewed by the soil engineer and geologist. All recommendations are subject to modification upon review of such plans. Foundations for the structure and improvements will derive support from compacted fills placed under the observation and testing of COAST GEOTECHNICAL, Inc. FOUNDATIONS The proposed new residence shall be supported by a mat foundation or a conventional foundation system. Conventional foundations shall utilize spread footings and/or isolated pad footings placed a minimum depth of 24 inches below lowest adjacent grade utilizing an allowable bearing value of 1,800 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. The structural engineer's reinforcing requirements should be followed if more stringent. Calculations are provided on Plate G. Where isolated pads are utilized, they shall be tied in two directions into adjacent foundations with grade beams. If a mat slab design is utilized, 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 footings 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. reinforcement (;OAST GEOTECHNICAL, INC. ......................................................................................................................................................................................................................................... Mr. and Mrs.Mark Kelegian 11 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 shall be determined by the structural engineer. Calculations for the subgrade reaction are provided on Plate H. Foundations for property line walls and planter walls 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. 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. Geotechnical recommendations for foundation reinforcement are given under the liquefaction section of this report. 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 250 pounds per square foot of depth to a maximum value of 2,500 pounds per square foot, may be used for compacted fill at this site. Calculations are provided on Plate I. 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 Slab on grades shall be designed in accordance with 2016 CBC codes. Site soils are non plastic. Minimum geotechnical recommendations for slab design are five inches actual thickness with #4 bars at 12 inches on center each way. Slabs shall be tied into perimeter foundations with#4 bars at 24 inch centers. Structural design may require additional reinforcement and slab thickness. Subgrade soils shall exhibit a minimum of 90%relative compaction to the depth determined by the geotechnical engineer. The 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. UOAST UEOTECHNICAL, INC. ..................................................................................I..................................I............................................................................................................................ Mr. and Mrs.Mark Kelegian 12 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 COAST GEOTECHNICAL, Inc. to verify adequacy of subgrade soils prior to placement of sand or visqueen. 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. 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 0.01 perms (consistent with ACI 3 02.2R-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. Since the vapor barrier will prevent moisture from draining from fresh concrete, a better concrete finish can usually be obtained if at least two inches of sand is spread over the vapor barrier prior to placement of concrete. BULKHEAD PARAMETERS The bulkhead upgrade may utilize the following design values with submerged conditions: Bearing Value 1,500 psf& 1,200 psf submerged Passive Pressure 250 psf/ft & 160 psf/ft submerged Coefficient of Friction 0.35 Soil Parameters Unit weight= 110 pcf(moist) Unit weight= 125 pcf(saturated) Cohesion= 100 pcf Angle of internal Friction= 32' Walls restrained from deflection should be designed for "at-rest" earth pressures. For the level backfill conditions, an equivalent fluid pressure of 51.7 pounds per cubic foot may be used for UOAST INC. UEOTECHNICAL, ................................................................................................................................................................................................................................................. Mr. and Mrs.Mark Kelegian 13 W. 0. 578319-01 Geotechnical Engineering Investigation September 10,2019 design. Walls unrestrained from deflection should be designed for"active" earth pressures. For the level backfill conditions, an equivalent fluid pressure of 30.3 pounds per cubic foot may be used for design. The structural engineer shall determine if at-rest pressure or active pressure will be used for the wall design. Calculations for the stated equivalent fluid pressures are provided on Plate J&K. 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 City of Newport Beach utilizes SDS 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 L. For unrestrained conditions a Kh value of 0.229 was determined. Use of this value in a simplified analysis method allowed by the reviewer, determines that a seismic load of 18.9 pcf should be utilized by the structural engineer. For restrained conditions a Kh value of 0.389 was determined. Use of this value in a simplified analysis method, determines that a seismic load of 32.1 pcf should be utilized by the structural engineer. SEISMIC DESIGN Based on 2016 CBC the following seismic design parameters are provided. These seismic design values were determined utilizing latitude 33.6127667 and longitude -117.915298 and calculations from the SEAOC/OSHPD seismic design map calculator. A conservative site class D was assigned to site earth materials. • Site Class=D • Mapped 0.2 Second Spectral Response Acceleration, Ss= 1.718g • Mapped One Second Spectral Response Acceleration S1=0.634g • Site Coefficient from Table 1613A.3.3(1),Fa= 1.0 Site Coefficient from Table 1613A.3.3(2),Fv= 1.5 • Maximum Design Spectral Response Acceleration for short period, SMS= 1.718g • Maximum Design Spectral Response Acceleration for one-second period, SM1=0.952g • 5%Design Spectral Response Acceleration for short period, SDS= 1.145g • 5%Design Spectral Response Acceleration for one-second period, SD1 =0.634g UOAS-i- UEOTECHNICAL, INC . .............................................................................................................................................................................................................I.................................. Mr. and Mrs.Mark Kelegian 14 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 SETTLEMENT The maximum total post-construction static 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 & 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 BACRFILLS All utility line backfills, both interior and exterior, shall be compacted to a minimum 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 back-fill soils. If shallow pipes are not capable of withstanding the forces of back-fill compaction, slurry backfill will be recommended. HARD S CAPE 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 64 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. UOAST GEOTECHNICAL, INC. ........................................................................................................................................................................ .....................-............................................... Mr. and Mrs.Mark Kelegian 15 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 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 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 2016 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 2016 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 bottomless trench drains to conform with infiltration best management practice (BMP) such as infiltration trenches, infiltration basins, dry wells, permeable pavements or similar systems designed primarily to percolate water into the subsurface soils within five 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. COAST GEOTECHNICAL, INC. ...........................................................................................................................................-.................................................................................................... Mr. and Mrs.Mark Kelegian 16 W. O.578319-01 Geotechnical Engineering Investigation September 10,2019 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 by the City of Newport Beach, the following site reviews are advised, some of which will probably be required by the City: • Site grading • Foundation excavation review for the all structures • Reinforcement placement for all foundations • Slab subgrade compaction testing • Slab steel placement,primary and appurtenant structures • Compaction of utility trench backfill • Hardscape subgrade testing • Bulkhead wall backfills • Temporary construction cuts AGENCY REVIEW All soil, geologic and structural aspects of the proposed addition 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 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 .0"ftm 'a� UOAST UEOTECHNICAL, I a ................ ....................................................................................................................... ............................................................................................... Mr. and Mrs.Mark Kelegian 17 W. O. 578319-01 Geotechnical En ineeriny,Investigation September 10,2019 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. Ming-Tarng Chen RCE 54011 UOAS-r UEOTECHNICAL, . ........................................................................................................................................................................................................................................ Mr. and Mrs.Mark Kelegian 18 W. 0. 578319-01 Geotechnical Engineering Investigation September 10,2019 APPENDIX A 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 August 13, 2019, consisting of the excavation of a boring by a 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. 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 location 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 natural soils 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. A~ jom4''s UOAST UEOTECHNICAL, INC. ..................................................................�................................................................................................................................................................................. Mr. and Mrs.Mark Kelegian 19 W. O. 578319-01 Geotechnical Engineering Investigation September 10,2019 TEST 12ESULTS Maximum Density/Optimum Moisture LASTM: D-1557) ,ax-." ,:iiii��iiiiil!!�!i�i��!�iii��lil�iiiiiiiii!��l��l��I��l�l�::::::::.:. . : --........ .:..:..:,:;:;.:.:::.::;:...,:,.:.,:.::::;::*,:,::::.:i;i:i:::::;:�-.*.::::::..:.�.::::::;:::::::.::::: .�.''.�,-::::-:::-:-:-:-::.;.:.:.*...'.*..........,****'** .*...*,.,******'.**.**"'"-...I.......I.......... :::-:.::........: -�i�i��:��i:i:i;i.,f`:)�:q M: 1 I s1t !�iii!!!��i!��l�lil��i�il�ii!ililil��l!�iiii�!�l��iii�i!i�!i��.",!i.,* --��., --*�i:::�:�]: un ._ n _ �:...:: .. ...-, 0 .... . .... 1��.,� ....'.......'...., O r1 .:. ; Ike th�n Feet t1lnlin� Malture o . . g . ..,. . . ............ e 1 0—5 112.0 10.0 Direct Shear(ASTM: D3080) . .............................. ..1............. :t1on e 1.1 n An o�Tntern rn .____.. .. �h s ,...;...:::.. :: a� -.,.::::::��ii�i:�:ii��i:�:i:;:�:�i�:��i��:��:�: .-:X:::::*:-:;:-::':::::: ---'-:::::::::; -.-:,::::::;::::::::::::*-::, I---1- ):'':,:,;,:`—'',::::: 1.1.q -::: -,. ,.... . :,::-. ,--*......................... ...."..............'...-........ ..::,:::.:- -* e ah 1n.Feet:. ..................... : : - ............... .. ........ �..,......,.,.,.........,......�.......................''. -...... .,:..;.;::............. . . -:::*:***::::.-......''...-;:''..::::,*;*::*,:*,:,:*,:* --**`**:*-:�:,-, .: -.*.:.:.:.-:-:-:-:-:-:-::-::-:..:;I.: . ! I.,...........-'..,...,......,.:::::-:::::::.:.. . .::.:.:.:........:::-:-:-::-:-:-:-::-:-:-::::-::-:*.**.**..*.*.'.'..--"'...."...-..-..........................�..............................,............ lb . s .- `t. n es .: : .).: .; ( ' 1 0—5 (remolded) 100 32 2 3 50 32 Expansion Index(ASTM: D4829) ..: �.: . : : B orin - :: %e th gin.F eet E %an era Inde :Ex.;M j o'- l 1.a: . : . :.::: . owx; 1 0-5 0 Very Low Soluble Sulfate Anal-vsis (ESEPA Method 375.4) S bye Sulfate xn B ru I)e t xn�' t o . ) ;:X: . ... ._ ::::..... ..... . . 1 0-5 64 UOAST UEOTECHNICAL, 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). MA TTRL4LS 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. PLA CING,SPREADING AND COMPA CTING FILL MA TTRJALS 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 moist-Lire 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 moist-Lire 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. UOAS'TI I . . INC. ^:rt r:rrr'• txr,.a.:.,C.y::: rt:r.•: .:...:.....::.vc::.:............:.:.....:.....::t.....;tns::y..tx:r.^:;:.c t:•.y SPECIFICATIONS FOR GRADING PAGE 2 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. att� � `y�i b •a' � 4r it , pit' �$ RYA.@ � f i • F Pp UZZ 101 ,\ �ig� ®fd �' rlw� IfA I901 ILI a� r r fh� '"ate �R� :.� ±e"°m `♦ Ii�� REFA �r ' 111 pot wo RINA 11 a` 1 i 1 C �.:, • y � ..� ® i is� _ .y e •� - __rac m �o m ••,�'�� a ,��, m m e,fir •• a ice.N • SITE PLAN Scale ' 16 1 I I ,r 'ter--�'/-�:��///,,r,r/• EXISTING I o nOn❑ O2 n O� 0 o BUILDING (36.11) r Lr Uz1 Lr' L� CHIMNEY TOP � NEWPORT 12.22 FL (12.28) (18.63)TWBAY EG(13.02) I WM o 12.79 FS 6' TALL (12.73) AC (12.66)TC (18.79)TW (13.04) WALL (13.70) (13.52) PROPERTY (15.55)TW FS (12.20 FL 12.82 FS NG ��. N29000'00"E 90.00' NG LINE 12.78 NG NLEJM (12.32) (12.64)FS EG �. (13.64)TW \0 3.12) 13.14 (13.10) (12.97)1 (13.77)TWr 2.89 NG I® (12.70) (12.86)FS FS _ r_ FS IFS r FS (12.77)FS /�,,r /i /,./,,-,//�///,/�!/,/�,/s.--./,''r-',i''--i'/,r--I-'r-/-,/-'-irr-'-'/'r'--�/'f'�'/r�'f/�'-��r-�/r/r fir//-/-rEn (12.70) rc- ' (12.85) (26.60) . 12.76)-' DOCK (8.85) (12.32)DO , FS RIDGE RIDGE FS , (12.72) DOCK (12.32) TS (12.97) EG (12.64)TC ! 6 STEPS I (12.20)FL '� (8•77) DOCK DO K9) ( DD�K (12.22)DO RAMP 83 (12.fi3)TC 8.70)DOCK (8.74) (3.98) Q (12.17 FL (12.8') DOCK (3.83) (12.93) (12.31) o EXISTING POR■ OF LOT 68 AND LOT 6� !'`!%��;% {8.66)DOCK DOCK (3.76) DOCK DOCK AC S �! BUILDING �n ��nn � (12.94) (13.39)FS (3.58) DCUK (� p I ¢ lJ& @0 W aS (2.53)NG DOCK SC 6)(12.14) > n ❑n ❑ �2/2900J- L6 DOCK o 0 12.90 (12.29)EG FFG ) (13.25); CURB & B-2:% �o I GUTTER � r PROPERTY (13.28) LINE (13.20) - L r (3.56) (12.27) ;;:(12.69) (13.11) /!` D K r -r /' • Z DOCK {12.82 EG ) (12.59)TC t-t� `''jf'i,rr.r-,f,,,;/r/!- , ^ %...,. //. %/. /.. -/ r.,/=%r r- '-• (n V! �' :.� PROPERTY DOCK AC1 PA -�. / (12.12)FL 12.78)FS (�-:98) LINE (3.79) I 13.11)FS B-1 /-,. / // !/ � 13.62 TW DOCK (3.74) (12.66) _ (12.78) r.> ;r`%//-- .;% /!� //%/ - v:. .4- li 12.74)FS ( (13.05)FS 12°?95 N 12.�4 FS�, �ti�;%',: 2.55 NG DOCK (12.24) �..' = PA (19.20)TW,(12.69)AD (12.80) F � E = (12.15)NG PA 15`r72 TW FS �, PAS`'. `!, Ate. (12.64)TC ?�'<'' N29°00`00"E 90.00' EPDXY TAG (12.77) B {12.47) PROPERTY 8" PALM ' I (12.08)FL .�, �(12.57) FS �A�ALL. 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Zones of Required Investigation: Dellneated in compliance with Chapter 7.8,Dividon 2 of the CAlfomia Public Resources Code �`�� , Liquefaction Seismic Hazards-Mapping_Acts,, •_`��' Areas where historic occurrence of liquefaction,or local geological, GD geotechnical.and groundwater conditions indicate'a potential for t: permanent ground displacements such that mitigation as defined in,. N EU'JP O R� BEACH QUADRANGLE Publid Resources Code Section 2693(c)would be required. OFFICIAL MAP earthquake-Induced Landslides __. Areas where previous occurrence of landslide movement,or local -- --" ``-- topographic,geological,geotechnical and subsurface water conditions Liquefaction Zone Released:April 7,1997 �—j2$ ~'�� indicate a potential for permanent ground displacements such that Landslide Zone Released:April 15,1998 mitigation as defined in Public Resources Code Section 2693(c)would be required. 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I +. ,;-'�;%*: .� . � UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOGS UNITED SOIL CLASSIFICATION SYSTEM (ASTM D-2487) PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS WELL-GRADED GRAVELS,GRAVEL-SAND MIXTURES,LITTLE GRAVEL AND CLEAN GRAVELS GW 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% OF COARSE GRAVELS WITH GM SILTY GRAVELS,GRAVELS-SAND-SILT MIXTURES FRACTION FINES RETAINED ON (APPRECIABLE CLAYEY GRAVELS,GRAVELS-SAND-CLAY MIXTURES NO.4 SIEVE AMOUNT OF FINES) GC WELL-GRADED SANDS,GRAVELLY SANDS,LITTLE OR NO SAND AND CLEAN SAND SW FINES SANDY SOILS LITTLE OR NO MORE THAN 50% FINES) S.P 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 SILTY SANDS,SAND-SILT MIXTURES FRACTION FINES PASSING NO.4 APPRECIABLE CLAYEY SANDS,SAND-CLAY MIXTURES SIEVE AMOUNT OF FINES) SC INORGANIC SILTS AND VERY FINE SANDS,ROCK FLOUR, ML SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS 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 SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS,MICACEOUS OR DIATOMACEOUS FINE MORE THAN 50% MH SAND OR SILTY SOILS OF MATERIAL IS SILTS AND LIQUID LIMIT INORGANIC CLAYS OF HIGH PLASTICITY,FAT CLAYS SMALLER THAN CLAYS GREATER THAN CH NO.200 SIEVE 50 SIZE off ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW HIGHLY ORGANIC SOILS PT PLASTICITY COARSE GRAINED SOILS FINE GRAINED SOILS CONSISTENCY BLOWS/F1'* 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 OVER 50 VERY STIFF 15-30 HARD OVER 30 BLOWS/FT FORA 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. SUMMARY OF BORING NO. 1 Date: 8/13/2019 Elevation: E.G. 42 U) 0 q > M E Description U) C/) r-L z a. 2 o Q S B L) FILL: SAND---fine-grained,slightly silty, dry,with Brown Medium roots Dense NATIVE:SAND---fine-grained,clean, dry, with Light Gray Medium shells Tan Dense 17 2 2.9 5 SAND---fine-grained,clean, damp, with shells Light Gray Medium 12 3 3.5 Tan Dense SAND---fine-grained, clean,wet Light Gray Medium 16 5 13.4 Tan Dense SAND---fine-grained, clean,wet Light Gray Medium 28 4 24.5 10— Dense SAND---fine-grained, clean,wet Light Gray Dense 31 1 25.8 Tan — End of boring at 12.5 feet Groundwater at 9 feet — Sands are subject to caving 15— Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate B COAST GEOTECHNICAL9 INC. SUMMARY OF BORING NO. 2 Date: 8/13/2019 Elevation: E.G. U) 1711 a C4-1 ,� o n M r Description o �U) o 0 CU C: o 0 � U U B FILL: SAND---fine-grained, slightly silty, dry Brown Medium Dense NATIVE:SAND---fine-grained, clean, damp to Light Gray/ Medium 2 wet Tan Dense 100 5.8 4 99 6.4 6 101 12.8 8 10 End of boring at 9.5 feet Groundwater at 9 feet Sands are subject to caving Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord N-ewpo rt Beach, California Plate C COAST GEOTECHNICALY INC. SHEAR TEST RESULT Boring No.1 @ 0 to 5 Feet(Remolded to 90%) 5 4 � 3 a � 2 1 0 0 1 2 3 4 5 Confining Pressure (kips/sq. ft.) Remolded soil samples were tested at saturated conditions. The sample had a dry density of 101 lbs./cu.ft. and a moisture content of 24.4%. Cohesion = 100 psf Friction Angle = 32 degrees Based on 80% peak strength or ultimate strength, whichever is lower Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate No. D COAST GEOTECHNICAL, INC. SHEAR TEST RESULT Borin g No.2 @ 3 Feet 4- CL U) Confining Pressure (kips/sq. ft.) Native soil samples were tested at saturated conditions. The sample had a dry density of 100 lbs./cu.ft. and a moisture content of 25 Cohesion 50 psf Friction Angle 32 degrees Based on 80% peak strength or ultimate strength, whichever is lower Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate No. E CnAST GEOTECHNICAL ING. wrn Y CONSOLIDATION TEST RESULTS Boring No. 2 @ 4 Feet Pressure(Kips Per Square Foot) 0.1 1 10 0.00 1.00 2.00 3.00 c a� i 4.00 d a O 5.00 O tq 6.00 C O V 7.00 8.00 9.00 10.00 Q Test Specimen at In-Situ Moisture 0 Test Specimen Submerged Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate No. F COAST GEOTECHNICAL., INC. 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 32 degrees Footing Depth (D) 2 feet Footing Width (B) 1.0 foot Factor of Safety 3.0 Calculations - Ultimate Bearing Capacity from Table 3.1 on page 127 of "Foundation Engineering Handbook" 1975 Nc= 35.49 Nq = 23.18 Ny 30.22 QU 1.3 CNC +yD Nq+ 0.4y B NY (Square Footing) 1.3* 100*35.49 + 110*2 *23.18 + 0.4 * 110* 1 * 30.22 4613 + 5099 + 1329 = 11041 psf Allowable Bearing Capacity for Square Footing Qau= Q./ F.S. 3680 psf Use 1800 psf QU 1.0 CNC +yD Nq+ 0.5y B NY (Continuous Footing) 1.0* 100 *35.49 + 110*2*23.18 + 0.5 * 110 1 30.22 3549 + 5099 + 1662 = 10310 psf Allowable Bearing Capacity for Continuous Footing Qaii= Qu/ F.S. 3436 psf Use 1800 psf Increases: 750 psf/ft in depth over 2 feet 250 psf/ft in width over 1 foot Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate G COAST GEOTECHNICAL., INCJ. CALCULATION OF SUBGRADE REACTION Subgrade reaction calculations are based on "Foundation Analysis and Design" Fourth Edition, by Joseph E. Bowles. Ks = 24 quit(for AH = 1/2 inch) Where: Ks subgrade reaction in k/ ft3 quit ultimate bearing capacity For quit 10.3 ksf(from bearing capacity calculations) Ks 24 10.3 k/ ft3 247.2* 1000 12 * 12 * 12) lb in 3 143.1 lb / in 3 Use 100 pound per cubic inch Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate No. H COAST GEOTECHNICAL 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) = 110 pCf Cohesion (C) = 100 psf Angle of Friction (0) = 32 degrees Coefficient of Friction = tan � Therefore, Coefficient of Friction = tan � = tan 0 = 0.625 Use 0.35 Assumed H = 2 feet Pp =0.5yH2 tan 2(45°+0/2 ) +2CHtan (45° +4)/2 ) = 0.5 * 110 *4*3.254 +2 * 100 *2 *1.804 = 716 + 722 = 1438 Ibs/LF 1/2 EFP H2 = 1438 EFP: passive pressure EFP = 719 psf/LF Allowable Passive Pressure = 250 psf/ LF ( with F.S. = 2.88 ) Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate COAST GEOTECHNICAL., INC. ACTIVE EARTH PRESSURE BY COULOMB THEORY The total active thrust can be expressed as PA= 0.5KAy Hz where the active earth pressure coefficient, KA, is given by cost(�-B) Ka = sin(d +0)sin(�i-�3) cos29 cos( +B){ 1 + [ 10.5 }z cos(a +e)cos(3-e) Where: e = slope of the back of the wall with respect to the vertical d = angle of friction between the wall and the soil = slope of the backfill with respect to the horizontal Properties of earth material: Wet Density(y) = 110 pcf Cohesion (C) = 100 psf Angle of Friction 32 degrees e = o a = 20 Caculate KA based on slope of the backfill Surface Slope Slope Angle KA EFP [=y* KA], pcf Level 0.0 0.276 30.3 5:1 (H:V) 11.3 0.319 35.1 4:1 (H:V) 14.0 0.333 36.6 3:1 (H:V) 18.4 0.361 39.7 2:1 (H:V) 26.6 0.454 50.0 1.5:1 (H:V) 33.7 0.765 84.2 Geotechnical Engineering Investigattion Work Order 578319 612 Via Lido Nord Newport Beach, California Plate J COAST GEOTECHNICAL, INC. 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) 110 pcf Cohesion (C) 100 psf Angle of Friction (0) 32 degrees Coefficient of earth pressure at rest (Jaky, 1944), K0 1 - sin Ko 0.470 Therefore, Earth pressure at rest Y Ko 51.7 psf LF Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate K COAST GEOTECHNICAL., INC. CALCULATION OF APAE SDS 1.145 g Moist Density (y) 110 pcf For restrained condition with level backfill Kh 0.4 * SDS * 0.85 0.389 APAE 3/4 V Kh 32.1 pcf For unrestrained condition with level backfill Kh 0.4 * SDS * 0.5 0.229 APAE 3/4 V Kh 18.9 pcf Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate No. L COAST GEOTECHNICAL APPENDIX B Liquefaction Analysis by SPT Geotechnical Engineering Investigation 612 Via Lido Nord Newport Beach, California COAST GEOTECHNICAL., INCR ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. . cy') (U C) N : :..... LO cfl I� C7 N .• ..... :.�;:. ................. e.. -L ''''''. O ' 1•• O .... (0 C�) CO9 cOfl O O O O.... �.': r ';�;'''''' i M�— �- i)c— 00 : : ..... O LO O O O s— :L�''::''':: o N co cfl c0 (D :dam.. 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'r ,''k�• •`'�y.* '4 ,yy+kr•.. may.' 0 f rwlr�et+rwww.w.ww-•. wrww•r�r+•.r•- ++""• 1 * N. V i - 0 'FIG» - RANGE OF VALUES OF rd FOR DIFFERENT SOIL PROFILES . .. .... ... ..... .. . . ... .... . ..... ..... ..... .. . .. ..... . ... . . Recommended Procedures for Implementation cif l)lt G Special Publication 117 Guidelines for Analyzing and Mitigating,Liquefaction Hazards in California Table 5.2. Corrections to.Field SPT N'Values(modified from.Youd and Idriss, 1997) Factor Equipment Variable Term Correction Overburden Pressure CN (Pa la 9 vn)0.5 0.4< N e 2 Energy Ratio Safety Hamner. CE 0.60 to 1.17 Donut Hammer 0.45 to 1.00 Automatic Trip 0.9 to 1.6 Hammer Borehole Diameter 65 min to 115 mm CR 1.0 150 mm 1.05 200 mm, 1.15 Rod Length" 3 m to 4 m CR 0.75 4mto6m 0.85 6mto10m 0.95 10mto30m 1..0 >30 rn_ _ <1.0 Sampling Method Standard Sampler CS 1.0 Sampler without liners 1.2 The Implementation Committee recommends using a minimum of 0.4, :Actual total rod length,not depth below ground surface 12 Recommended Procedures for Implementation of.1 MG Special Publication 117 Guidelines for Analyzing and Mitigating Liquefaction,hazards in California 0l6. 37 U 2g 25 M Percent Pines!=35 15 e.,t 5 t � 0.5 t # � 1 1_ � t i f AI0 t 0.4 2C r ! t W.- 31 ! 1 � CRR,curves for 5,15,and 0 f 35 percent fines,respectively *Oki 20 f l p 0.3 � 12 s Elm } 17 Cn 180 O?.,,'7 pf 10 , *10 tCJ !1 U 50 100 2,J Q 204 12 300 o20 " At2 22* /1 i2 12 FINES CONTENT 5% if ed Chinese Code Proposal canter 5 0.1 60i? 0 o-o _ P � Y � f . . 27 o Marcrinal o Liquefaction Liqueacticn Liquefaction Adjustment Pan-American data ■ 0 Recommended Japanese data, • 0 0 L[By Workshop Chinese data A 0mop 0 10 20 30 40 50 Corrected BIPW Count, (Nl-)6-0 F igure 7.1. Simplified Base Curve Recommended for Determination of CR,R.from SPT Data for Moment Magnitude 7.5 Along with Empirical Liquefaction Data (after Youd and Idriss,1997) 50 Recommended procedures for.Implementation of DMG ,special .publication 117 Guidelines for Analyzing and Mitigating Liquefaction Hazards in California 4.5 --. -.Seed and Idriss,(1982) ;Z-4 4 Ri nge of reco en �R Idriss WSF3.5 front C EE x Ambraseys(1985) Workshop 0 AM90 099 ) 3 Aran o(1996 �-Andrus and Stokoe 2.5 Youd and Noble,PL<20% Youd and Noble PL<32% A Youd and Noble,PL<50% 0 _ 1.5 0.5 5.0 6.0 7.0 8.0 9.0 Earthquake Magnitude, Mw Figure 7.2. Magnitude Scaling Factors DeT.ved by Various Investigators (After Youd and Idriss, 1997) 51 APPENDIX C Calculations of Seismically Induced Settlement Geotechnical Engineering Investigation 612 Via Lido Nord Newport Beach, California COAST GEOTECHNICAL, ING. CALCULATIONS OF SEISMICALLY-INDUCED SETTLEMENT Calculations of seismically-induced settlement for the subject site are performed based on the " Evaluation Of Settlement In Sands Due To Earthquake Shaking " by Kohji Tokimatsu and H. Bolton Seed, dated August 1987. The calculations of the seismically-induced settlement are as follows: 1. Calculate the effective overburden pressure at the center of each layer. 2. The SPT N-value needs to be corrected depending on equipment used and ao'. (N 1)60 NmCN CE CB CR CS WhereCN Pa/ao' )1/2 < 2) Pa = 2089 psf (N,)60 corrected N value NM field N value CN correction factor depending on effective overburden pressure a0l effective overburden pressure, in psf 3. Calculate the maximum shear modulus Gmax 20 (N,)601/3 ( a0v ) 1/2 Gmax maximum shear modulus, in ksf (Yof effective overburden pressure, in psf 4. From the depth in Figure 1, find the stress reduction coefficient, rd 5. Calculate yeff( Geff Grn,,, ) yeff( Geff/ Gnc,, ) 0.65 anax oro rd g Gmax amax 0.709 g and M = 7.2 ( for the subject site) Yeff effective shear strain induced by earthquake shaking Geff effective shear modulus at induced strain level contd Geotechnical Engineering Investigation Work Order 578319 612 Via Lido Nord Newport Beach, California Plate N1 COAST GEOTECHNICALY ING. ................. : : :4. - ;. .; O O O O :�13• :, : ................. ......... Op CM LO i�... ... N 00 Q O O O f- ::N F- tY) 00 :ram::':':•'•'''.• d' r-• I` Ln :: ::: ..: O O O i. } . O O Z :r�::':::''''' LOd- m O O O O (� • 'S a. z LO LO L CO O O O ..... r- r- p CY) r" I.L N ' ..... LL ... ti LO• N C� r 0 V TT J a) O J C. o 0 0 �— •.• co cfl oo�. _uj .......... O L7 �0 ............... O Cfl � 4- o � ca U ® 0 ui N N +-' 4-- � . LL. �. � � � -040— � L� ° _ :� O Imo• N p x Z �M" r .� � cn U � •� O �- -0 U a) J Q .... U O LOLO C`7 (D N 00 m N CM LO C.0 �� Q .......... : 1-3 _ \ CO U ca O o W LO LO co:.:.....::... �.:: N X G7.'.'.' ... N co V. m U co LO CD E W LOQ. o ..... O bLo z U) '' CO O O r _ Cfl U :: :: N N �, 4 � M O � II O .. .....' ..... O I` e-`•0 N .. ... :;. o CDo Z CY) LO • •'•'•'••'• N X .� :;.'.'.'. O O CDCo 'o m E :'Q:' N CY5 1t ................. ................. ..:.:.:...:.;.. ... .......:. ..:•;.... co O O g:::: O .�..C. N co .. .•�•. to0 Mop k"m tsf 0.5 1 404 wow Rpm Am NNW goo ef (Gef f/Gn"cx) FIG. , PLOT FOR DETERMINATION OF INDUCED STRIA IN SAND .DEPOSIT Cyclic Shear Strain, ) percent I To 2. 10-1_ I 10 30 - 10 CL c.aown 10 Lwow "pop "RAW 10 FIG. 3 RELATIONSHIP BETWEEN VOLUMETRIC STRAI 't SHEAR STRAIN , AND PENETRATION RES I STANCE .F qR DRY SANDS. _. TABLE 1 -- INFLUENCE OF EARTHQUAKE MAGNITUDE ON VOLUMETRIC STRAIN RATIO FOR DRY SANDS Ear + ae NCr r of representatiVe Volumetric strain ratio, magnitude cyclesat 0.65 Tr xx (2) (3) -1/ 7-1/2 15 1.0 6-3/4 1 0.6 1 4 2-3 �.� ................. ................. ................. ................. ................. ................. :c•: O O d' O O O O . O O :4}. . . ................. 0 :>.......... : . O 4-1 0 W :t : LO LO LO .: j.: J H : oo •.. ® ti �- c; 4- :: lCj C-! LLI r, ..... N d- d- O ... ui co W of o 0 0 O m uj W m c� cn � _ Q; o 0 o a as L 0 -0 W o 0 0 - U .. ° c�z 15 LO d- N C: Q LO c.i O : '::::'::': N "It It CUcu H .� O O O Z W ... N N -�-� (� o •. ..f..... CD CU ^ C= :•�":•:•:•s::::: O O h• z -� N -� cn U :.;..'.. 4-1 ......;�,�;. .� U � 75 p....,.,/' CD (0 > ; :... L �:: 0 .F-. :t r- N C7 ................. ................. N CY N ' Z Thomas F. Blake (Fugro-West,.,Inc.,Ventura, Calif.,written eons .) approximated the simplified base curve plotted on.Figure 2 by the following equation: Ilk CR.R7.5 a + cx + ex 2 + 09X (4) l + bx + dx 1 -� -3 + hX4 where CR.R.7.5 is the cyclic resistance ratio for magnitude 7.5 earthquakes; x (NI)60; a 0,048; b --- -0.1248; c =-0.004721; d`- 0.009578; e =0,0006136; f"-0.00032 5; g =- 1.673E-0S, and h-� 3.714E-05, This equation is valid for 060 less than 30 and may be used in spreadsheets and other analytical techniques to approximate the simplified base curve for engineering calculations. Robertson and wride(this report)indicate that Equation 4 is not applicable for(N I),,less than three, but the general consensus of workshop participants is that the curve defined by Equation 4 should be extended to intersect the intercept at a C .R.value of about 0.05. Correlations for Fines Content and. Soil Plasticity Another change was the quantification of the fines content correction to better fit the empirical data and to support computations with spreadsheets and other electronic computational aids. In the onginal development, Seed et al. (1985)fazed that for a given(N,),,CRR increases with increased fines-content. It is not clear,however,-whether the CR.R increase is because of greater liquefaction resistance or smaller penetration resistance as a consequence of fe general increase of compressibility and decrease of penneability with increased fines content. Based on the empirical data available, Seed et al. developed CRC.curves for various fines contents as shown on Figure 2. After a lengthy review by the workshop participants,, consensus was,gained that the correction for fines content should be a function of penetration resistance as well as fines content. The participants also agreed that other grain characteristics,such as soil plasticity may affect liquefaction resistance hence any correlation based solely on penetration resistance and fines content should be used with engineering judgement. and caution.. The following equations, developed by I. C. 1driss-wig assistance from R.B. Seed are recommended for correcting standard penetration resistance determined for silty sands to an equivalent Mclean sand penetration resistance: (N t)60cs + P(N060 A (5) where a and P are coefficients determined from,the following equations: a -0 for FC % (6a) a=exp l.7 - (190/FC2)] for 5% <FC<35% (6b) a 5.0 for FC ;-> 35% (6c) -1.0 for FC 5 5% _ (7a) [0.99 +(FC 1.5/1000) for 5% <FC C 35% (7b) 1. for FC ;-> 35% (7c) where FC is the fines content measured from laboratory gradation tests on retrieved soilsamples. 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Risk Category 11 11. '. .. .. .. .. .. Site Class D-Stiff Soil .. " .. .1 '. . .. -.11-111111. ...-..-..,---,-.,--,.,-,...-,-",.----%...,-,.-%-...,.-...-.."..-.%.....,-..%-.-%.--,.%"%-."....%....%.-",.....,.".-...-,."..",.".".--,-,.%%.,..-.-,..-,..".,-."%----------%%..--.-...-..---"-.%.".",...-%-,.,%.--""%.,.,.--.-...-----1-1...,.-%.----...-"..,."""- . ' """""""""""""""""""""'*-*"""""-",",*"�",-,-,,""',-"","","","",""""""""""""""""....................._'---*"""""""""'*""""""",-","",-","","","",""'*""""*........................*.........*................._"""'"""''........."""-","",*"",""""""""""""""""""""""""""-"""-""""""*"""""""""""-""*...*""-"""","",,,-"*","",""-""""""""""""""""-""i I .I : .1 : � :1 Type Value Description i .. : *' i 'I " � .I ' � .. � : i� SS 1.718 MCER ground motion.(for 0.2 second period) : : i: : ; : !: : : : . i: : : : i: : S1 0.634 MCER ground motion.(for I.Os period) : : i: : : ! �: : : : �: : �:: " SMS 1.718 Site-modified spectral acceleration value i: .1 : " i: I ... : .. i: ` : I ... .. ` .. SM1 0.952 Site-modified spectral acceleration value " " " .. II .1 .. .. " *' " SDS 1.145 Numeric seismic design value at 0.2 second SA .1 .1 .. .. .. .. " " *' ` *' .. SD1 0.634 Numeric seismic design value at 1.0 second SA I .1 .. .. .. ..' .. ... ;- .,------"-".-.-.-"-------.."-..-.--,-"ll.-"...--,-....----,-.."."..-"...-..--".,----�.11--l-l---..---,----,-".--,.-....-..--,..--.--,.".,.,--,-,..,-------.-,.--%--.-...."-.-.--"""--,.,--,,,-"-,---.- :j-'-I:---'I..........,.-.,.".:.:.:...X.:...........:.-,...:.:.:.:.:.�":.-".:.:",�",.:,.:.-...:.:.........:,.,:."."."""."".:..,.....".".,-..."..!.:-,.."."",.:.:.:.!,.:..,,:.,�......-.,,.:-.,,:."".",,.:.,:...,..:.!.",..,.,:.".:.,:.",...�.,�'ll.....:.�--l-11,1111.....,..,..".I...1.11----.:.:.:,...".:.:.,!..,..:-.",-":",:,".:,�.:.:.:.":.:.-.:"-...�',..".....",".:."-:.:.:.:.:":.�:.,..:.,:,.,..":.,:,.,:.:.:.:-,.:.:."..,:.:-:.,:.,:,.,",.,.:.:.:-,.:",:.-:.,-:.:",.,:.:.....:,..:.:,.".....,:."..".:.!..,.:�.��..:,..,.-...-...".,....,.,..".,:,,-.:",-...:,.".,:,.,,-"ll-l."- j: : . :: �i ype Value Description il 11 SDC D Seismic design category i� Fa 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.709 MCEG peak ground acceleration ` .. .1 ii FPGA 1 Site amplification factor at PGA PGAM 0.709 Site modified peak ground acceleration TL 8 Long-period transition period in seconds .. SsRT 1.718 Probabilistic risk-targeted ground motion.(0.2 second) " SsUH 1.914 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration 11 � .1 I. "I .. .1 SsD 3.289 Factored deterministic acceleration value.(0.2 second) i: i: : S1 RT 0.634 Probabilistic risk-targeted ground motion.(1.0 second) i: : ,a,,-`P'�� ' 11-.17 , -�� , , �", I 11 � - � ��i 2 S1UH 0.694 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. " ` S1D 1.117 Factored deterministic acceleration value.(1.0 second) ' ` .. - .. .. .. , .. Type Value Description PGAd 1.207 Factored deterministic acceleration value.(Peak Ground Acceleration) CRs 0.897 Mapped value of the risk coefficient at short periods CR1 0.914 Mapped value of the risk coefficient at a period of 1 s MCER Response Spectrum .0 ...::,. .........:..............:... ....,.,........,.,.,,..K..,..,.,.,,,.:........,,. r...................:........:.. 1.5 ......... ,..............:.........,..1.0 ...:.....,.....,... »....,...........................,..,........,......�........ a 0.5 A.....:........:... Y..........:..................:...:.,.............................. : 0.0 0.0 2.5 5.0 7. Period, T(sec) Sa(g) Design Response Spectrum 1.5 1.0 c� ..................... ..................................................................................................................... ....... ......... ...................................... .................................... 0.5 :::............:................. :...............:..:::.:... :................:.......::..,.:::::::::::..::::::.........:::....... ::......:.......-..............:..:::....:..:.:......:...:.::..:... :.:...:::::::...:......:..::::::::.......:. 0.0 0.0 2.5 5.0 7.5 Period, T(sec) Sa(g) DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/ OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie.