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07 - Appendix E Geotechnical Assessment and Paleo MemoD RAFT E NVIRONMENTAL I MPACT R EPORT F EBRUARY 2020 C YPRESS C ITY C ENTER P ROJECT C YPRESS, C ALIFORNIA \\VCORP12\Projects\CCP1902\Screencheck Draft EIR\Appendices\Appendix E Cover.docx (02/03/20) APPENDIX E GEOTECHNICAL ASSESSMENT AND PALEONTOLOGICAL MEMORANDUM C YPRESS C ITY C ENTER P ROJECT C YPRESS, C ALIFORNIA D RAFT E NVIRONMENTAL I MPACT R EPORT F EBRUARY 2020 \\VCORP12\Projects\CCP1902\Screencheck Draft EIR\Appendices\Appendix E Cover.docx (02/03/20) This page intentionally left blank 17991 Fitch • Irvine, California 92614 • PHONE (949) 442-2442 • FAX (949) 476-8322 • www.nmggeotechnical.com June 13, 2019 Project No. 19046-01 To: Shea Properties 130 Vantis, Suite 200 Aliso Viejo, California, 92656 Attention: Mr. Rick Rutecki, Vice President of Commercial Construction Subject: Geotechnical Due Diligence Study for Proposed Mixed-Use Development at NE Quadrant of Siboney Street and Katella Avenue, City of Cypress, California INTRODUCTION In accordance with your request and authorization, NMG Geotechnical, Inc. (NMG) has performed a geotechnical feasibility study for the subject mixed-use development site in the City of Cypress , California. The approximately 13-acre site, located on the northeastern corner of Siboney Street and Katella Avenue, is currently a vacant lot covered primarily with mature asphalt pavement. The primary purpose of our study was to provide a summary of the geologic and geotechnical conditions of the site, along with an evaluation of the feasibility of the project with respect to geotechnical constraints. From these data, this report provides preliminary design recommendations to be used for your development cost estimating. The site geologic conditions include the following: • Predominantly silty and sandy soils in the upper 2 to 10 feet with relatively low expansion potentials; • Compressible clayey and silty alluvium with some sand layers below 10 feet; • Shallow groundwater; • Located in a mapped liquefaction hazard zone; • Not located within an Alquist-Priolo Fault Zone; • No mapped faults in the immediate site area; and • Subject to seismic shaking resulting from earthquakes produced by nearby active faults. Seismic shaking, potential liquefaction induced ground settlement/deformation, shallow groundwater, and settlement of the heavier structures planned at the site are the primary geotechnical design constraints. Some type of ground improvement, such as rammed aggregate piers or stone columns, will significantly mitigate these constraints. Groundwater and wet soil conditions will require proactive measures during grading and construction of underground infrastructure. Based on our review, we conclude that the subject property is feasible for the planned development from a geotechnical viewpoint provided the recommendations herein are utilized during design and implemented during grading and construction. 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 2 NMG ATTACHMENTS Figure 1 - Site Location Map – Rear of Text Figure 2 - Boring, Well and CPT Location Map – Rear of Text Appendix A - References Appendix B - Boring and CPT Logs Appendix C - Laboratory Test Results Appendix D - Liquefaction Analysis SCOPE OF SERVICES Our scope of services for this study included the following: • Research and review of in-house data (referenced in Appendix A) and our recent experience of this locale pertaining to the geologic conditions in the vicinity of the project, including underlying soil types, recent and historic groundwater levels, and grading impacts of saturated soil; • Review of historic, site-specific project geotechnical reports related to prior studies at the site (referenced in Appendix A); • Archive search for prior geotechnical reports through the City of Cypress; • Site reconnaissance to observe existing conditions, locate existing groundwater observation wells and obtain current groundwater data; • Observation and measurement of groundwater level in open excavation at construction site on the south side of Katella across from the subject site; • Review of available online historic aerial photographs and topographic maps dating back to 1927; • Obtaining a groundwater well permit from the County of Orange; • Excavation of 5 small-diameter borings (one hollow-stem-auger boring to 20 feet below ground surface (bgs) and four hand-augered borings to 5 feet bgs). Disturbed bulk soil samples were collected from the upper 5 feet of each boring. After hand-augering the upper 5 feet, the deeper boring (OW-1) was excavated with a truck-mounted drill rig. Soil was sampled at select intervals using a California-type, split-spoon sampler with 2.5-inch- diameter brass rings, driven with a 140-pound automatic hammer dropping 30 inches. Resistance to driving was recorded in blows per foot and is shown on the boring logs in Appendix B. The drill rig was also used to collect ring samples from the bottom of the four hand-excavated borings. • Collection of bulk soil samples and relatively undisturbed soil samples in the five borings; • Laboratory testing of selected soil samples for classification and engineering properties; • Conversion of the 20 foot boring (OW-1) to a groundwater observation well; • Evaluation of site seismicity; 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 3 NMG • Liquefaction analyses using cone penetrometer (CPT) data from a prior study (Leighton, 2017); • Seismic settlement analysis; • Static settlement analysis of planned major structures using the above mentioned CPT test results, along with assumed typical foundation loads; • Review of ground improvement alternatives, including proposal from Western Ground Improvement; • Preparation of this report summarizing our findings, conclusions and recommendations. The approximate location of the borings excavated for this study and the three groundwater observation wells are shown on Figure 2, Boring, Well and CPT Location Map, at rear of text. The CPT soundings used in our settlement and liquefaction analyses are also shown on that figure. The CPT logs are included in Appendix B and the liquefaction analysis and settlement analyses from the CPT data are included in Appendix D. SITE DESCRIPTION The subject site is located just south of the Los Alamitos Race Track in the city of Cypress, California. Specifically, the site is bounded by Winners Circle street on the east, a large asphalt parking area to the north, Siboney Street on the west and Katella Avenue on the south. The site location is shown on Figure 1, Site Location Map. The site is currently vacant and used for event parking. Temporary parking of trucks and trailers for a commercial business on a portion of the site (southwestern quadrant) was also observed during this study. Most of the site is covered by older degraded asphalt, with a small unpaved dirt area adjacent to the terminus of Winners Circle (cul-du-sac). The south and southwestern boundaries of the site along Katella Avenue consist of some landscaping, including mature eucalyptus trees, shrubs, and turf. There are existing light poles and various electrical utility boxes and lines within the site. The site is drained by two sets of drainage ditches that flow south toward storm drain grates that flow into underground storm drain pipes. A water main valve is present along Siboney Street near the southwest corner of the site. There are two groundwater observation wells which were installed by an unknown party sometime before 2008, during a previous investigation (GPI, 2008). Also, NMG recently installed a groundwater observation well in the southwest quadrant of the site. 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 4 NMG PROPOSED DEVELOPMENT The conceptual site plan (Option 1) by Architects Orange shows a mixed-use development with the following: • A rectangular-shaped four-story hotel approximately 50 to 60 feet wide by 300 feet long at the southwest corner; • Three stand-alone retail buildings ranging from 5,000 to 7,000 square feet each at the southeast corner; a 842-seat theater at the northeast corner; • A four-story multi-family residential wrap-type structure roughly 380 feet by 370 feet, including an internal five-story parking structure, pool and two open court yard areas. These proposed buildings are connected with pedestrian walkways and parking areas. Vehicular access to the site will be from multiple entry points off Katella Avenue (one), Siboney Street (two), and Winner's Circle (two off the cul-du-sac). The preliminary grading plan by the project civil engineer, Kimley-Horn, shows large areas of fill on the order of 1 to 1.5 feet thick above existing elevations. Existing 4- to 5-foot-high berms along Katella Avenue and Siboney Street will be removed during grading. We understand that an onsite below-ground storm water retention system, such as a Contech corrugated metal pipe system (8-foot-diameter pipes), will be required. The preliminary sizing of this system is on the order of 90 feet wide and over 300 feet long. SITE HISTORY Historic aerial photographs of the vicinity show that the subject site was used for agriculture prior to 1962. A ranch house, approximately ¼ mile to the west, was constructed in 1931. Plow rows can also be seen within the site as early as 1927. In 1947, a small horse-racing track was constructed near the ranch house. In 1953, a large horse-racing track was being constructed just north of the site. In 1963, the racetrack was completed, and the site was paved and used as a parking area for the track. During this time, residential neighborhoods were also constructed south of the site. By 1972, the horse race track had moved slightly to its current location. By 1994, Siboney Street was extended toward the race track and marked the western boundary of the site. The existing landscaped areas were also present by this time. By 2002, Winner's Circle was constructed, marking the eastern boundary of the site. By 2005, the retail buildings on the west of the subject site were constructed. The Costco store on the east was also being constructed in 2005. Since 2005, the site has remained in the same condition as present day. 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 5 NMG PRIOR GEOTECHNICAL STUDIES Available reports of prior geotechnical investigations of the subject site include those by Geotechnical Professionals, Inc., in 2008, and later by Leighton and Associates for potential commercial land developers in 2017 and 2019. A summary of these studies is provided below: • The 2008 study evaluated the site for a potential retail development. It included subsurface exploration consisting of 10 CPTs to 50 feet and 8 hollow-stem borings up to 31.5 feet deep. Laboratory testing was performed on samples collected from the borings. They also measured groundwater levels in the borings and reported the existence of two previously installed groundwater monitoring wells (no origin given). The report provided recommendations for the retail development planned at that time (GPI, 2008). • The 2017 study was performed to assist in a due diligence review for a different commercial development. The subsurface exploration consisted of 12 CPTs to 50 feet and shallow hand excavations for near-surface soil sampling. Limited laboratory testing was performed on those bulk soil samples. The report provided recommendations for the commercial development planned at that time (Leighton, 2017). • The geotechnical study in 2019 was performed to evaluate a different potential retail development. This study included 8 new CPTs to 50 feet and 9 hollow-stem borings up to 53 feet deep. Laboratory testing was performed on samples collected from the borings. They also measured groundwater levels in the borings. The report provided recommendations for the retail development planned at that time (Leighton, 2019). Additional studies and associated reports may exist but they were not discovered during this study. NMG explored and graded the Lyon Homes project currently being constructed near the subject site (NMG, 2017a, 2017b, 2018a, 2018b, 2018c). A list of these and other references are included in Appendix A. SUMMARY OF GEOTECHNICAL CONDITIONS Regional Geologic Setting: The subject site is located within the Downey Plain, a sub-basin of the larger Los Angeles basin. The site is underlain by approximately 100 feet of Holocene sediments and a total of approximately 2,600 feet of Quaternary sediments (CDMG, 1980). Earth Units and Soil Characteristics: Below the asphalt pavement, prior studies reported between 2 to 9 feet of undocumented artificial fill consisting of moist to wet, moderately to poorly compacted sand, silty to clayey sands and silty clays. Borings across the site indicate the undocumented fill is generally 2 to 5 feet thick with dry densities in the upper 5 feet over 100 pcf (only one test of 98 pcf and one as high as 114 pcf). The deepest undocumented fill appears to be in the southeast corner of the site where two borings encountered 7 to 9 feet of fill. The boring logs reported fragments of fabric, asphalt, brick, concrete and clay pipe (GPI, 2008 and Leighton, 2019). The underlying alluvium consists of similar materials: sands, and silts to 10 feet below ground surface (bgs), and silty clays and clay with thin sand layers from 10 to 30 feet. The alluvial material was described as moist to wet and medium dense/stiff to firm. Significant sand 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 6 NMG layers were observed below 30 feet interlayered with the silty clay and clay. The near-surface soil (undocumented fill) is predominantly silty and sandy. Moisture contents of soil at 5 feet bgs ranged from ranged from 20.8 to 26.9 percent. Dry densities ranged from 92.0 to 102.7 pcf. Four expansion index tests for this study resulted in "very low" potentials. Soluble sulfate contents were in the "S0" category (negligible). Two R- value tests had R-values of 16 and 60. Test results are included and summarized in Appendix C and the boring logs are included in Appendix B. Settlement analyses using prior CPT data resulted in static settlements on the order of 2 to 3 inches for shallow foundations with assumed typical structural loads for the proposed buildings. In addition, seismically induced settlements were calculated to be on the order of 1 to 3 inches. Existing Asphalt Section: Existing asphalt concrete (AC) and aggregate base (AB) was observed in three of the five borings for this study. AC thicknesses ranged from 2 to 3 inches and the AB layer was approximately 2 inches thick. At the two other boring locations, the existing pavement was so deteriorated that there were no distinct AC or AB sections. Prior borings by others did not report any AC or AB thicknesses. Groundwater: Groundwater at the site is very shallow, ranging from approximately 4½ to 6 feet bgs as measured on April 16, 2019 in two groundwater monitoring wells (MW-1 and MW-2) located onsite (Figure 1). In addition, we measured groundwater at approximately 6 feet BGS in an open trench at the construction site on the southwest corner of Katella Avenue and Winners Circle on April 16, 2019. These measured levels are consistent with the prior study by GPI in 2008, where they measured very similar depths, and NMG's recent subsurface exploration and grading experience (2017 through 2019) at the Ovation Flora Park development located ¼ mile to the west, where we encountered groundwater as shallow as 3½ feet bgs. Also, Geotracker data from sites near the subject property have reported groundwater anywhere from 1 to 7 feet bgs in recent years. These recent data indicate that historic high groundwater reported by CGS (approximately 10 feet bgs) is obsolete. Groundwater level readings for our study from the two existing wells and the newly installed well are summarized below: Well No. Approximate Ground Elevation in Feet Above msl Depth to Groundwater (Below Ground Surface) April 16, 2019 May 21, 2019 OW-1 31 -- 4.75 MW-1 32 4.6' 4.55' MW-2 32 5.92' 5.8' The direction of groundwater flow appears to have a slight gradient toward the south to southwest. 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 7 NMG Seismicity, Faulting, and Seismic Hazards: Based on background review, no known active faults are located within or immediately adjacent to the subject site, nor is it located within an Alquist-Priolo Fault Rupture Hazard Zone (CGS, 2007). Therefore, the potential for primary ground rupture is considered very low at the site. The site is mapped by the State of California as having potentially liquefiable soil (CGS, 1998). Leighton reported a PGA of 0.55 at the site with a seismic category of D according to their draft report. The primary seismic hazard at the subject site is ground shaking due to a future earthquake on one of the major regional active faults and potential ground deformation due to liquefaction. Using the USGS de-aggregation computer program (USGS, 2017) and the site coordinates of 33.804 degrees north latitude and 118.042 degrees west longitude, the closest major active faults to the site are the Newport-Inglewood Fault, approximately 4.6 miles southwest of the site, and the Puente Hills Blind-Thrust Fault (Coyote Hills) located 6.1 miles northeast of the site, at depth. The site is not located within a zone of earthquake induced landslide as mapped by the (CGS, 1998). Tsunami and seiche are not considered secondary seismic hazards at this site due to the elevation and location. Historic Seismicity: Based on the Environmental Geology of Orange County California (CDMG, 1976), there were reports of water/sand boils, earth and pavement cracks in the city of Cypress and surrounding cities during the March 10, 1933, Long Beach earthquake. Seismic settlement (induced subsidence) from this earthquake was measured to be approximately 0.5 inch through Los Alamitos, Cypress, and La Habra (CDMG, 1976). This earthquake occurred along the Newport-Inglewood Fault system. Storm Water Treatment/Storage: The subject site is underlain by relatively fine sands, silts and clays in the upper 20 feet, with low permeabilities and shallow groundwater ranging from 4½ to 6 feet bgs. Therefore, the site is not suitable for storm water infiltration systems. Underground treatment and/or storage systems must account for hydrostatic uplift (buoyant) forces due to the shallow groundwater. 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 8 NMG CONCLUSIONS AND GENERAL RECOMMENDATIONS Based on our feasibility-level study, the proposed development is feasible provided the main geotechnical constraints of compressible soils, seismically induced settlement, and seismic shaking are mitigated. The primary grading and construction phase issue will be the presence of shallow groundwater and associated saturated soil conditions which will be encountered during excavations for remedial removals and underground improvements. These and other conditions are discussed below. 1. Site Demolition Aggregate derived from crushing existing AC and the existing AB may be suitable for stabilizing saturated excavation bottoms or as bedding under pipelines. These materials often can be tested and classified for use as crushed miscellaneous base (CMB), which can also be used for future pavements and below structural slabs-on-grade. Existing buried structures, foundations, utilities and pipelines and prior backfill should be removed, with resulting excavations backfilled with engineered fill. 2. Foundation Types and Remedial Measures Compressible and liquefiable soils at the site will require either deep foundations or some type of ground improvement for the larger buildings. The best suited ground improvement to mitigate settlement of the large structures should be stone columns or rammed aggregate piers (RAP) on the order of 15 feet deep. For the RAP method, we concur with the preliminary design values provided to you by a RAP specialty contractor using Geopier brand RAPs: bearing value of 7,000 psf; a coefficient of sliding resistance of 0.40; and total static and differential settlements limited to less than 1 inch and 1/2 inch in 30 feet, respectively. Additional differential seismic settlement on the order of 1 to 1.5 inches may be expected with RAPs. Building areas where ground is improved with RAPs or stone columns should be provided with a minimum 2-foot-thick layer of newly compacted fill. Commonly, a surface layer of aggregate is recommended with RAPs or stone columns. This layer may be counted toward the 2-foot-thick layer recommendation. In other words, building pads may be graded with a 1-foot-thick layer of fill, left low by one foot, then capped with one foot of aggregate following RAP installation. The smaller retail buildings may be supported on a combination of newly compacted fill and shallower ground improvement, such as aggregate and geogrid reinforcement. The fill material, including aggregate, should be a minimum of 5 feet below finish grade or 3 feet below bottom of foundations, whichever is deeper. The bottom of the excavation should have a layer of geogrid, such as Tensar 130 or BX1515 and a minimum of 2 feet of aggregate base. The remaining fill may be compacted native soil. The deeper undocumented fill in the southeast corner of the site (future retail shops area) as described in the Summary of Geotechnical Conditions, should be completely removed and replaced with engineered fill. Significant amounts of debris and/or larger sized debris should be culled from the removed soil prior to it being placed as compacted fill. These removals and replacement operations very likely will be below the groundwater table. Therefore, local dewatering and excavation bottom stabilization should be anticipated. With the 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 9 NMG aforementioned remedial measures, total and differential settlements of the smaller retail buildings should be less than 1-inch and ½-inch over a 30-foot span. RAPs or the above described geogrid and aggregate system is also recommended for larger walls, monuments, signs, etc. if designed with shallow spread footings. 3. Remedial Grading of Non-structural Areas All other areas of the site which may have vehicular paving or hardscape improvements should be provided with a minimum of 2 feet of newly compacted fill below the bottom of pavements and slabs-on-grade. This grading should not be impacted by groundwater or wet soil conditions unless it is during the rainy season. 4. Shallow Groundwater and Wet Soil Excavations deeper than 3 feet in some areas and 4 feet in others are likely to encounter shallow groundwater and/or soft, wet soil. Grading in these conditions will require some type of ground stabilization, such as cement treatment or aggregate or a combination of both. (Onsite soils are not suitable for lime treatment due to the primarily sandy composition.) Geofabric or geogrid is recommended in combination with aggregate to reduce the required depth of treatment, amount of aggregate and time required to backfill the excavations. Excavations and grading from existing ground surface to within 2 feet of the groundwater table, such as the grading for parking lot areas, will likely not require soft ground stabilization. From our experience, 1.5 to 2 feet of cement-treated soil mixed at 6 percent cement content by weight was sufficient to stabilize wet excavation bottoms. For aggregate method, a geogrid, such as Tensar 130 placed on the bottom with approximately 1 to 2 feet aggregate, was sufficient to stabilize the bottoms enough to place native soil as compacted fill. Success factors for these methods included experienced contractor/operators for excavating wet ground without getting equipment mired; placement and spreading of stabilization materials; skilled soil treatment contractors using proper equipment and techniques; and good planning/staging for timely excavation and stabilization/fill placement. Site soil conditions are not suited for pre-construction dewatering using a well point system; while there are abundant sandy soils, many of the sands have high silt and some clay content, which result in low permeabilities. Local sump pumps should be sufficient for areas where groundwater rises in an excavation. At the nearby Lyon Homes (Ovation) site, smaller excavation areas allowed for more rapid stabilization and backfilling without the need for significant use of sumps. Deeper excavations left open for longer periods or overnight will be prone to filling with standing groundwater. Larger underground structures may require extra thickness of aggregate bedding due to the shallow groundwater and saturated soils. Cement-treated soil stabilization is also a viable option. Buried structures, such as storm water retention/treatment systems, must consider potential hydrostatic uplift forces in their design. 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 10 NMG 5. Slabs-on-Grade for Structures Concrete slabs-on-grade under the structures should be a minimum of 4 inches thick and may be constructed over the aggregate layer above the RAPs or stone columns. The smaller retail building slabs may be constructed over the anticipated sandy subgrade fill. 6. Vehicular Pavements Prior studies did not perform any R-value tests of onsite soil for vehicular paving design but assumed R-values are in the 40 to 60 range, owing to the near-surface soil being predominantly sandy. We believe these assumptions to be overly optimistic based on our local experience. The sands at the site are predominantly fine sands with significant amounts of silt and some clay. From our very limited testing (two R-value tests), we used a design R-value of 25 and assumed traffic indices (TIs) in order to arrive at the following preliminary pavement sections: • Parking Stalls (little or no potential for heavier truck traffic): 3.5" AC/6" AB. • Drive Aisles/Secondary Loop Roads (passenger cars, light duty trucks): 3.5" AC/ 7" AB. • Main Entry Drives with Some Truck Traffic: 4" AC over 10" AB. Final sections may change depending on postgrading soil testing for R-values and site specific traffic index values, which should be calculated by a traffic engineer. Truck ramps and loading docks will require thicker AC/AB sections or PCC pavements. 7. Earthwork Bulking and Shrinkage Factors For estimating grading quantities, the following shrinkage factors are provided: • Existing Fill: 0 to 2 percent shrinkage • Native Alluvium: 10 to 15 percent shrinkage Ground subsidence due to grading operations should be less than 0.1 inch due to the age and prior use of the site. 8. Cement Type and Corrosivity Soluble sulfate contents of soil at this and adjacent sites are in the "S0" category (negligible) and soil corrosivity is in the "moderately corrosive" category. Other soil chemical constituent contents, such as chlorides, were not particularly high as reported by others (Leighton, 2019 and GPI, 2008). 9. Exterior Hardscape Following site grading, near-surface fills are expected to have "very low" to "low" expansion potential, though some occurrences of "medium" expansive soils cannot be completely ruled out. For estimating purposes, you may assume concrete hardscape designed and constructed for "low" expansion potentials, overall. Final hardscape design should be based on soil sampling and laboratory testing following the completion of site grading. 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 11 NMG Concrete flatwork for people spaces, walkways, sidewalk, etc., may be 4 inches thick with appropriate control and expansion joints, as specified by a landscape architect to mitigate concrete shrinkage cracking. No reinforcement, subbase or AB is required from an expansive soil standpoint. 10. Additional Exploration, Testing, and Analyses • The need for additional exploration (borings, test pits or CPTs) and laboratory testing of soil should be evaluated once the development plan is finalized, especially the structural characteristics and structure locations. • Exploration with a backhoe is recommended to further investigate the extent and depths of the undocumented fill. • Settlement analyses should be refined once actual rather than the assumed structural foundation loads are available. • The final grading plan should be reviewed by the geotechnical consultant and the remedial grading recommendations in this report should be re-evaluated in light of the planned cuts and fills and extent of ground improvement measures. • Pavement designs should be finalized based on TIs provided by a traffic engineer and R- value testing of near-surface soil following grading of the site. • The groundwater monitoring wells should be read periodically leading up to the start of grading. We recommend two readings during the summer months and two in the fall and winter. • The design parameters and recommendations herein are based on the anticipated engineering properties of the onsite soil. Import soils, if required, should be evaluated and tested as necessary to verify their engineering properties are similar or better than the onsite soils. 11. Limitations This report has been prepared for the exclusive use of our client, Shea Properties, within the specific scope of services requested by them for the Cypress mixed use project. This report or its contents should not be used or relied upon for other projects or purposes or by other parties without the written consent of Shea Properties and NMG. Our methodology for this study is based on local geotechnical standards of practice, care, and requirements of governing agencies for a given time. No warranty or guarantee, express or implied is given. The findings, conclusions, and recommendations are professional opinions based on interpretations and inferences made from geologic and engineering data from specific locations and depths, observed or collected at a given time. By nature, geologic conditions can be very different in between data points, and can also change over time. Our conclusions and recommendations are subject to verification and/or modification with more exploration and/or during grading and construction when more subsurface conditions are exposed. NMG's expertise and scope of services did not include assessment of potential subsurface environmental contaminants or environmental health hazards. 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report 12 NMG If you have any questions regarding this report, please contact our office. We appreciate the opportunity to provide our services. Respectfully submitted, NMG GEOTECHNICAL, INC. Ted Miyake, RCE 44864 William Goodman, CEG 1577 Principal Engineer Principal Geologist ZKH/TM/WG/grd Distribution: (1) Addressee (E-Mail) (1)Mr. Sean McEachern, Shea Properties (E-Mail) (1)Mr. Kevin McCook, Shea Properties (E-Mail) (1) Ms. Elizabeth Cobb, Shea Properties (E-Mail) (1) Mr. Jon Stephani, Shea Properties (E-Mail) (1) Mr. Jeff Cunningham, Shea Properties (E-Mail) (1) Mr. Joe Hall, CSI (E-Mail) (1) Mr. Greg Harlock, Snyder-Langston (E-Mail) (1) Mr. Jason Marechal, Kimley-Horn (E-Mail) SHEA PROPERTIES CITY OF CYPRESS COUNTY OF ORANGE, CALIFORNIA Project Number: 19046-01 Project Name: Shea Properties / Cypress Date: 6/13/2019 By: TM Figure 1 Service Layer Credits: Esri, HERE, Garmin, © OpenStreetMap contributorsSource: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS,AeroGRID, IGN, and the GIS User Community SITE LOCATION MAP 0 375 750Feet 1 inch = 750 feet ± Subject Site P:\2019\19046-01 Shea Properties Cypress\Drafting\ArcGIS\SiteLocation.mxd NMGGeotechnical, Inc.HA-4BORING, WELL AND CPT LOCATION MAPPROPOSED MIXED-USE DEVELOPMENTSIBONEY STREET AND KATELLA AVENUE CITY OF CYPRESS, CALIFORNIAProject Number: 19046-01Project Name: Shea Prop / CypressDate: 6/13/19Figure 2HAHAAAAAA-4Auger BoringHA-4LEGENDLOCATIONS ARE APPROXIMATECPT-12Previous Cone Penetration Test (Leighton, 2017)Boring and New Groundwater WellOW-1Existing Groundwater WellMW-2CPT-2CPT-3CPT-4CPT-5CPT-12CPT-6CPT-7CPT-8CPT-9CPT-10CPT-11CPT-1OW-1MW-1MW-2HA-1HA-3HA-4HA-2 APPENDIX A 19046-01 June 13, 2019 190613 Final Cypress Feasibility Report A-1 APPENDIX A REFERENCES Albus-Keefe & Associates, Inc., 2016, Rough Grading Plan Review Report, Proposed Senior Residential Community (Barton Place) and Commercial/Retail Development, Northeast of Katella Avenue and Enterprise Drive, City of Cypress, California, Job No. 2469.00, dated March 18, 2016. California Division of Mines and Geology (CDMG), 1976, Environmental Geology of Orange County, California Open-File Report 79-8 LA. California Division of Mines and Geology (CDMG), 1980, Classification and Mapping of Quaternary Sedimentary Deposits for Purposes of Seismic Zonation, South Coastal Los Angeles Basin, Orange County California, Annual Technical Report, F.Y. Sept. 19, 1979 - Sept. 18, 1980, Open File Report 81-966 O.F. R 80-19L.A. Plate No. 1, Map Nos. 1 through 4, Authored by Davis, J. F. California Geological Survey, Department of Conservation 1998, Seismic Hazard Zone Report for The Los Alamitos 7.5-Minute Quadrangle, Orange County California, Seismic Hazard Zone Report 019. California Geological Survey, Department of Conservation, 1999, Seismic Hazard Zones Los Alamitos Quadrangle, Orange County California, Seismic Hazard Zone, Released; March 25, 1997. Geotechnical Professionals Inc. (GPI), 2008, Geotechnical Investigation Proposed Cypress Retail Center, NWC of Winners Circle and Katella Avenue, Cypress, California, Project No. 2241.1, dated August 26, 2008. Hart, E. W. and Bryant, W.A., 2007, Fault Rupture Hazard Zones in California, Alquist Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault zones Maps, Department of Conservation, Division of Mines and Geology, Special Publication 42, Revised 1997, Interim Revision 2007. Jennings, Charles W., 2010, Fault Activity Map of California and Adjacent Areas, Department of Conservation, Division of Mines and Geology, Geologic Data Map No. 6. Leighton Consulting, Inc., 2017, Due Diligence Geotechnical Evaluation Proposed Commercial Development Northeast Corner of Katella Avenue and Siboney Street, Cypress, California, Project No. 11829.001, dated November 14, 2017. Leighton Consulting, Inc., 2019, Report of Geotechnical Investigation, Proposed Retail Development, Northeast of Katella Avenue and Siboney Street, City of Cypress, California, Project No. 11829.005, Draft Report dated February 18, 2019. NMG Geotechnical, Inc., 2017a, Preliminary Summary of Findings from Geotechnical Due Diligence Study, Barton Place Project, County of Orange, Cypress, California, Project No. 17020-01, draft memorandum dated March 7, 2017. 19046-01 June 13, 2019 APPENDIX A REFERENCES (Continued) 190613 Final Cypress Feasibility Report A-2 NMG Geotechnical, Inc., 2017b, Geotechnical Due Diligence Study, Barton Place Project, 4921 Katella Avenue, Northeast Corner of Enterprise and Katella Avenues, City of Cypress, County of Orange, California, Project No. 17007-01, dated March 13, 2017. NMG Geotechnical, Inc., 2018a, Geotechnical Report of Observation and Testing during Rough Grading and Construction of Sanitary Sewer, Storm Trap System and Associated Storm Drain for the Commercial/Retail portion of Ovation at Flora Park, City of Cypress, California, Project No. 17007-02, dated March 6, 2018. NMG Geotechnical, Inc., 2018b, Geotechnical Review of Production Precise Grading Plan, Ovation at Flora Park, 4701 Katella Avenue, City of Cypress, California, Project No. 17007-02, dated April 12, 2018. NMG Geotechnical, Inc., 2018c, Geotechnical Report of Observation and Testing during Rough Grading of the Ovation Residential Development at Flora Park, City of Cypress, California, Project No. 17007-02, dated May 8, 2018. U.S. Geological Survey, 2004, Preliminary Digital Geologic Map of the Santa Ana 30' X 60' Quadrangle, Southern California, dated 2004, CGS Open File Report 99-172. U.S. Geological Survey, 2017, Unified Hazard Tool, Dynamic: Conterminous US 2008 (v3.3.1) Deaggregation Program; web site address: https://earthquake.usgs.gov/hazards/interactive/ AERIAL PHOTOGRAPHS REVIEWED Date Flight Photo No. Scale (1"=) Source 12/31/1927 C-300 M-256 1,500' U. C. Santa Barbara 9/26/1931 C-1700 92 1,500' U. C. Santa Barbara 5/23/1938 AXK-1938 28-56 1,666' U. C. Santa Barbara 6/17/1947 C-11351 7-62 2,000' U. C. Santa Barbara 11/17/1952 AXK-1953 1K-33 1,666' U. C. Santa Barbara Aerial Photos from 1952 to present were reviewed using the following online source: Nationwide Environmental Title Research, LLC., 2018, Historic Aerials by NETR Online, Version 0.2.4, website address: https://www.historicaerials.com APPENDIX B Unconsolidated Shear StrengthUU COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE SILTS AND CLAYS SILTS AND CLAYS HIGHLY ORGANIC SOILS CLEAN GRAVELS (LITTLE OR NO FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS (LITTLE OR NO FINES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) LIQUID LIMIT LESS THAN 50 LIQUID LIMIT GREATER THAN 50 WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES POORLY GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: Dual symbols are used to indicate gravels or sand with 5-12% fines and soils with fines classifying as CL-ML. Symbols separated by a slash indicate borderline soil classifications. SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT Template: NMGKEY; Prj ID: 19046-01.GPJ; Printed: 5/22/19 KEY TO LOG OF BORING Shea Properties/Cypress Mixed-Use PROJECT NO. 19046-01 Cypress, California Geotechnical, Inc. Sampler and Symbol Descriptions Laboratory and Field Test Abbreviations GS GENERAL NOTES AL Atterberg limits DS Direct shear test CN Consolidation test CC Chemical Testing incl. Soluble Sulfate RV 1. Soil classifications are based on the Unified Soil System and include color, moisture, and relative density or consistency. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate. Bedrock descriptions are based on visual classification and include rock type, moisture, color, grain size, strength, and weathering. MD Compaction test SE Sand Equivalent EI Expansion Index 2. Descriptions on these boring logs apply only at the specific boring locations and at the time the borings were made. They are not warranted to be representative of subsurface conditions at other locations or times. Modified California sample (D-#) Standard Penetration Test (S-#) Undisturbed pushed tube sample (U-#) Large bulk sample (B-#) Small bulk sample (b-#) Resistance Value (R-Value) Grain Size Analysis (Sieve, Hydro. and/or -No. 200)Approximate depth of groundwater during drilling Approximate depth of static groundwater Note: Number of blows required to advance driven sample 12 inches (or length noted) is recorded. 22.8 23.8 22.0 22.5 98.6 92.0 102.7 102.4 B-1 @ 1'-5' EI, CC B-2 @ 7.5'-15' ML-CL SM SM-SC SM ML CL 17 12 12 9 11 B-1 D-1 D-2 D-3 B-2 D-4 D-5 Surface: 2" AC over 2" AB. Parking Lot. Alluvium (Qal) @ 1'-5': Dark brown clayey SILT/silty CLAY, moist. @ 5': Olive gray silty fine SAND, very moist, medium dense, some silty layers, trace root hairs, micaceous. @ 7.5': Brown to dark brown silty clayey very fine SAND, wet to saturated, loose, micaceous, trace silty clay layer. @ 10': No Recovery. Cuttings showed silty fine SAND, saturated, loose. @ 15': Grayish brown clayey/sandy SILT, saturated, medium stiff, micaceous. @ 18.5': Dark brown silty/sandy CLAY, saturated, medium stiff, trace root hairs, pinhole pores, micaceous. Notes: Total Depth: 20.0 Feet. Groundwater Encountered at 12.05 Feet After Drilling. Groundwater 7.80 Feet After Well Construction. Screened Pipe From 4 to 20 Feet, With Monterey #3 In Annulus. Solid Pipe from 0 to 4 Feet, With Annular Seal at 2 to 4 Feet. Concrete Flush Mount Well Cover from 0 to 2 Feet.Graphic LogBlows perfootSAMPLES NumberMATERIAL DESCRIPTION MoistureContent (%)Depth (ft)DryDensity (pcf)USCSOTHER TESTS and REMARKSElevation (ft)Type OW-1 Sheet 1 of 1 20.07.8 Feet CME 95 Drill BitSize/Type Total DepthDrilled (ft) 31.0 mslApproximate GroundSurface Elevation (ft) Drill RigType Date(s)Drilled DrillingCompany Comments 5/13/19 ZKH 10" SamplingMethod(s) LoggedBy Bulk, Modified California Approximate Groundwater Depth: BC2 Environmental HammerData 140lb @ 30" Drop 30 20 10 LOG OF BORING Shea Properties/Cypress Mixed-Use 0 5 10 15 20 25 Cypress, California PROJECT NO. 19046-01Report: HOLLOW STEM; Project: 19046-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 5/22/19 20.8 99.4 B-1 @ 1'-5' RV, EI, CC CL SC CL SM 12 B-1 D-1 Surface: 3" AC over 2" AB. Parking Lot. Alluvium (Qal) @ 0.5'-3': Brown to dark brown silty CLAY, very moist. @ 3'-5': Brown clayey fine SAND, wet, micaceous. @ 5': Upper: Dark brown sandy CLAY, saturated, stiff. Lower: Grayish brown silty fine to medium SAND, saturated, loose, micaceous. Notes: Total Depth: 6.5 Feet. No Groundwater Encountered. Backfilled with Cuttings and Tamped. Capped with Concrete and Black Dye.Graphic LogBlows perfootSAMPLES NumberMATERIAL DESCRIPTION MoistureContent (%)Depth (ft)DryDensity (pcf)USCSOTHER TESTS and REMARKSElevation (ft)Type HA-1 Sheet 1 of 1 6.5N/A CME 95 Drill BitSize/Type Total DepthDrilled (ft) 31.5 mslApproximate GroundSurface Elevation (ft) Drill RigType Date(s)Drilled DrillingCompany Comments 5/13/19 ZKH 10" SamplingMethod(s) LoggedBy Bulk, Modified California Approximate Groundwater Depth: BC2 Environmental HammerData 140lb @ 30" Drop 30 20 10 LOG OF BORING Shea Properties/Cypress Mixed-Use 0 5 10 15 20 25 Cypress, California PROJECT NO. 19046-01Report: HOLLOW STEM; Project: 19046-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 5/22/19 21.5 97.1 B-1 @ 1'-5' EI, CC CL SM-SC SM 12 B-1 D-1 Surface: 2.5" AC over 2" AB. Parking Lot. Alluvium (Qal) @ 0.5'-1': Dark brown silty CLAY, very moist. @ 1'-5': Grayish brown silty/clayey fine SAND, saturated, micaceous. @ 5': Grayish brown silty fine to medium SAND, saturated, loose, micaceous. Notes: Total Depth: 6.5 Feet. Groundwater at 4.75 Feet After Drilling. Backfilled with Cuttings and Tamped. Capped with Concrete and Black Dye.Graphic LogBlows perfootSAMPLES NumberMATERIAL DESCRIPTION MoistureContent (%)Depth (ft)DryDensity (pcf)USCSOTHER TESTS and REMARKSElevation (ft)Type HA-2 Sheet 1 of 1 6.54.75 Feet CME 95 Drill BitSize/Type Total DepthDrilled (ft) 31.5 mslApproximate GroundSurface Elevation (ft) Drill RigType Date(s)Drilled DrillingCompany Comments 5/13/19 ZKH 10" SamplingMethod(s) LoggedBy Bulk, Modified California Approximate Groundwater Depth: BC2 Environmental HammerData 140lb @ 30" Drop 30 20 10 LOG OF BORING Shea Properties/Cypress Mixed-Use 0 5 10 15 20 25 Cypress, California PROJECT NO. 19046-01Report: HOLLOW STEM; Project: 19046-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 5/22/19 26.9 B-1 @ 1'-5'SM-SC SM 8 B-1 D-1 Surface: Dirt/damaged asphalt parking lot. Some gravel and asphalt fragments in upper foot. Very weathered old asphalt parking lot. Alluvium (Qal) @ 1'-5': Olive brown silty fine to medium SAND, saturated, loose, micaceous. @ 5': Olive brown silty fine to medium SAND, saturated, loose, micaceous. Notes: Total Depth: 6.5 Feet. No Groundwater Encountered. Backfilled with Cuttings and Tamped.Graphic LogBlows perfootSAMPLES NumberMATERIAL DESCRIPTION MoistureContent (%)Depth (ft)DryDensity (pcf)USCSOTHER TESTS and REMARKSElevation (ft)Type HA-3 Sheet 1 of 1 6.5N/A CME 95 Drill BitSize/Type Total DepthDrilled (ft) 32.0 mslApproximate GroundSurface Elevation (ft) Drill RigType Date(s)Drilled DrillingCompany Comments 5/13/19 ZKH 10" SamplingMethod(s) LoggedBy Bulk, Modified California Approximate Groundwater Depth: BC2 Environmental HammerData 140lb @ 30" Drop 30 20 10 LOG OF BORING Shea Properties/Cypress Mixed-Use 0 5 10 15 20 25 Cypress, California PROJECT NO. 19046-01Report: HOLLOW STEM; Project: 19046-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 5/22/19 B-1 @ 1'-5' RV, EI, CC SM 5 B-1 D-1 Surface: Dirt/damaged asphalt parking lot. Some gravel and asphalt fragments in upper foot. Very weathered old asphalt parking lot. Alluvium (Qal) @ 0'-5': Olive brown to light olive brown silty fine SAND, very moist to wet. @ 5': No Recovery. Notes: Total Depth: 6.5 Feet. Groundwater 4.5 Feet After Drilling. Backfilled with Cuttings and Tamped.Graphic LogBlows perfootSAMPLES NumberMATERIAL DESCRIPTION MoistureContent (%)Depth (ft)DryDensity (pcf)USCSOTHER TESTS and REMARKSElevation (ft)Type HA-4 Sheet 1 of 1 6.54.5 Feet CME 95 Drill BitSize/Type Total DepthDrilled (ft) 32.0 mslApproximate GroundSurface Elevation (ft) Drill RigType Date(s)Drilled DrillingCompany Comments 5/13/19 ZKH 10" SamplingMethod(s) LoggedBy Bulk, Modified California Approximate Groundwater Depth: BC2 Environmental HammerData 140lb @ 30" Drop 30 20 10 LOG OF BORING Shea Properties/Cypress Mixed-Use 0 5 10 15 20 25 Cypress, California PROJECT NO. 19046-01Report: HOLLOW STEM; Project: 19046-01.GPJ; Data Template: NMG_GINT_2016.GDT; Printed: 5/22/19 APPENDIX C APPENDIX D NMG Geotechnical, Inc.17991 FitchIrvine, CA 92614Overall vertical settlements reportProject title : Shea Properties/CypressLocation : Cypress, CaliforniaCPTu NameCPT- 1CPT- 2CPT- 3CPT- 4CPT- 5CPT- 6CPT- 7CPT- 8CPT- 9CPT-10CPT-11CPT-12Vertical settlement (in)3.203.103.002.902.802.702.602.502.402.302.202.102.001.901.801.701.601.501.401.301.201.101.000.900.800.700.600.500.400.300.200.101.7881.3681.1911.0881.6042.6830.5061.1091.0892.5192.8672.524CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software1Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq T A B L E O F C O N T E N T S 1 5 6 10 11 15 16 20 21 25 26 30 31 35 36 40 41 45 46 50 51 55 56 60 CPT- 1 results Summary data report Vertical settlements summary report CPT- 2 results Summary data report Vertical settlements summary report CPT- 3 results Summary data report Vertical settlements summary report CPT- 4 results Summary data report Vertical settlements summary report CPT- 5 results Summary data report Vertical settlements summary report CPT- 6 results Summary data report Vertical settlements summary report CPT- 7 results Summary data report Vertical settlements summary report CPT- 8 results Summary data report Vertical settlements summary report CPT- 9 results Summary data report Vertical settlements summary report CPT-10 results Summary data report Vertical settlements summary report CPT-11 results Summary data report Vertical settlements summary report CPT-12 results Summary data report Vertical settlements summary report CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:03 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT- 1 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 10050Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:52 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 1 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 1Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)5048464442403836343230282624222018161412108642SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty claySand & silty sandClay & silty clayClayClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClaySand & silty sandClay & silty claySand & silty sandClayClayClay & silty clayClay & silty clayClayClay & silty clayClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltSilty sand & sandy siltClayClay & silty clayClay & silty clayClay & silty clayClaySilty sand & sandy siltClay & silty clayCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:52 PM2Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 1CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)1.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:52 PM3Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 1Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT- 1 (9.40)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:52 PM4Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 1Cone resistanceqt (tsf)10050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)5048464442403836343230282624222018161412108642SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)1.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:52 PM5Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT- 2 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 300200100Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:53 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 6 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 2Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClayClay & silty clayClayClay & silty claySilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandClayClayClay & silty clayClayClay & silty claySand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSand & silty sandClayClay & silty claySand & silty sandCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:53 PM7Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 2CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)10.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:53 PM8Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 2Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT- 2 (6.99)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:53 PM9Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 2Cone resistanceqt (tsf)300200100Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)10.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:53 PM10Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT- 3 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 100Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:54 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 11 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 3Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltClaySilty sand & sandy siltSilty sand & sandy siltClayClayClay & silty claySilty sand & sandy siltClayClay & silty clayClayClaySilty sand & sandy siltSilty sand & sandy siltClay & silty clayClayClay & silty clayClayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltClayClay & silty claySilty sand & sandy siltClay & silty clayCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:54 PM12Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 3CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)1.210.80.60.40.20Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:54 PM13Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 3Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT- 3 (5.56)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:54 PM14Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 3Cone resistanceqt (tsf)15010050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)1.210.80.60.40.20Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:54 PM15Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT- 4 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 200100Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:55 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 16 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 4Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSilty sand & sandy siltSilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltClayClay & silty clayClayClay & silty clayClayClay & silty clayClay & silty clayClayClay & silty claySand & silty sandClay & silty clayClayClay & silty claySand & silty sandSilty sand & sandy siltClay & silty clayClayClay & silty claySand & silty sandCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:55 PM17Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 4CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)10.80.60.40.20Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:55 PM18Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 4Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT- 4 (4.60)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:55 PM19Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 4Cone resistanceqt (tsf)20015010050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)10.80.60.40.20Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:55 PM20Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT- 5 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 200100Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:56 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 21 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 5Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty claySand & silty sandSilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty clayClay & silty clayClay & silty claySand & silty sandClay & silty clayClay & silty clayClayClay & silty clayClay & silty clayClayClay & silty claySand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty claySilty sand & sandy siltClaySand & silty sandSilty sand & sandy siltCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:56 PM22Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 5CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)1.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:56 PM23Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 5Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT- 5 (8.55)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:56 PM24Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 5Cone resistanceqt (tsf)25020015010050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)1.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:56 PM25Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT- 6 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 200100Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 26 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 6Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeClay & silty claySand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSand & silty sandSand & silty sandSilty sand & sandy siltClayClay & silty clayClayClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClaySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClay & silty claySand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltClayCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM27Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 6CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)2.521.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM28Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 6Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT- 6 (13.88)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM29Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 6Cone resistanceqt (tsf)20015010050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)2.521.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM30Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT- 7 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 200100Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 31 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 7Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClayClayClay & silty clayClay & silty claySilty sand & sandy siltClayClay & silty clayClayClay & silty claySilty sand & sandy siltClayClay & silty claySand & silty sandSilty sand & sandy siltClayClay & silty claySand & silty sandSilty sand & sandy siltClayClay & silty clayCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM32Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 7CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)0.50.40.30.20.10Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM33Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 7Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT- 7 (2.07)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM34Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 7Cone resistanceqt (tsf)200100Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)0.50.40.30.20.10Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:57 PM35Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT- 8 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 200100Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:58 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 36 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 8Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSilty sand & sandy siltClay & silty clayClay & silty claySand & silty sandSand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClay & silty clayClayClay & silty clayClay & silty clayClay & silty clayClayClay & silty clayClay & silty clayClayClay & silty clayClay & silty clayClayClay & silty claySand & silty sandSilty sand & sandy siltClayClay & silty clayClay & silty clayClay & silty clayCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:58 PM37Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 8CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)10.80.60.40.20Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:58 PM38Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 8Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT- 8 (5.77)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:58 PM39Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 8Cone resistanceqt (tsf)20015010050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)10.80.60.40.20Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:58 PM40Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT- 9 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 200100Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:59 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 41 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 9Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty claySand & silty sandClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty clayClayClayClay & silty clayClaySilty sand & sandy siltClayClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClay & silty claySand & silty sandSilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty clayClayClay & silty clayCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:59 PM42Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 9CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)10.80.60.40.20Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:59 PM43Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 9Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT- 9 (5.46)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:59 PM44Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT- 9Cone resistanceqt (tsf)20015010050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)10.80.60.40.20Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:50:59 PM45Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT-10 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 200100Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:00 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 46 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-10Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandClay & silty clayClaySilty sand & sandy siltClay & silty clayClay & silty clayClayClay & silty clayClay & silty claySilty sand & sandy siltClaySilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty claySand & silty sandSilty sand & sandy siltClayClayClay & silty claySand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClay & silty clayClay & silty clayClayClay & silty clayClay & silty clayClayClay & silty claySilty sand & sandy siltCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:00 PM47Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-10CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)2.521.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:00 PM48Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-10Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT-10 (11.81)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:00 PM49Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-10Cone resistanceqt (tsf)20015010050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)2.521.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:00 PM50Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT-11 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 10050Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:01 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 51 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-11Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClayClayClay & silty claySand & silty sandClaySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty clayClaySilty sand & sandy siltCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:01 PM52Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-11CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)2.521.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:01 PM53Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-11Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT-11 (16.80)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:01 PM54Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-11Cone resistanceqt (tsf)10050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)2.521.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:01 PM55Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain LIQUEFACTION ANALYSIS REPORT Input parameters and analysis data Analysis method: Fines correction method: Points to test: Earthquake magnitude Mw: Peak ground acceleration: NCEER (1998) NCEER (1998) Based on Ic value 6.70 0.55 . G.W.T. (in-situ): G.W.T. (earthq.): Average results interval: Ic cut-off value: Unit weight calculation: Project title : Shea Properties/Cypress Location : Cypress, California NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 CPT file : CPT-12 5.00 ft 5.00 ft 3 2.60 Based on SBT Use fill: Fill height: Fill weight: Trans. detect. applied: K applied: No N/A N/A Yes Yes Clay like behavior applied: Limit depth applied: Limit depth: MSF method: Sands only No N/A Method based Cone resistance qt (tsf) 10050Depth (ft)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Cone resistance SBTn Plot Ic (Robertson 1990) 4321 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 SBTn Plot CRR plot CRR & CSR 0.60.40.20 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 CRR plot During earthq. Qtn,cs 200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 Liquefaction No Liquefaction Normalized friction ratio (%) 0.1 1 10Normalized CPT penetration resistance1 10 100 1,000 Friction Ratio Rf (%) 1086420 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Friction Ratio Mw=71/2, sigma'=1 atm base curve Summary of liquefaction potential FS Plot Factor of safety 21.510.50 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 FS Plot During earthq. Zone A1: Cyclic liquefaction likely depending on size and duration of cyclic loading Zone A2: Cyclic liquefaction and strength loss likely depending on loading and ground geometry Zone B: Liquefaction and post-earthquake strength loss unlikely, check cyclic softening Zone C: Cyclic liquefaction and strength loss possible depending on soil plasticity, brittleness/sensitivity, strain to peak undrained strength and ground geometry CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:02 PM Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clq 56 This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-12Norm. cone resistanceQtn200150100500Depth (ft)50484644424038363432302826242220181614121086420Norm. cone resistanceC P T b a s i c i n t e r p r e t a t i o n p l o t s ( n o r m a l i z e d )Norm. friction ratioFr (%)1086420Depth (ft)50484644424038363432302826242220181614121086420Norm. friction ratioNom. pore pressure ratioBq10.80.60.40.20-0.2Depth (ft)50484644424038363432302826242220181614121086420Nom. pore pressure ratioSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotNorm. Soil Behaviour TypeSBTn (Robertson 1990)1817161514131211109876543210Depth (ft)50484644424038363432302826242220181614121086420Norm. Soil Behaviour TypeSensitive fine grainedSilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sandClay & silty clayClay & silty claySilty sand & sandy siltClay & silty clayClayClay & silty clayClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClay & silty claySilty sand & sandy siltClay & silty claySand & silty sandClay & silty claySilty sand & sandy siltSilty sand & sandy siltClayClaySilty sand & sandy siltClayClayClay & silty clayCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:02 PM57Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqSBTn legend1. Sensitive fine grained2. Organic material3. Clay to silty clay4. Clayey silt to siltyclay5. Silty sand to sandy silt6. Clean sand to silty sand7. Gravely sand to sand8. Very stiff sand toclayey sand9. Very stiff fine grainedInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-12CRR plotCRR & CSR0.60.40.20Depth (ft)50484644424038363432302826242220181614121086420CRR plotDuring earthq.L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.LPILiquefaction potential20151050Depth (ft)50484644424038363432302826242220181614121086420LPIVertical settlementsSettlement (in)2.521.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsLateral displacementsDisplacement (in)0Depth (ft)50484644424038363432302826242220181614121086420Lateral displacementsCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:02 PM58Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqF.S. color schemeLPI color schemeInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/AAlmost certain it will liquefyVery likely to liquefyLiquefaction and no liq. are equally likelyUnlike to liquefyAlmost certain it will not liquefyVery high riskHigh riskLow risk This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-12Normalized friction ratio (%)0.1 1 10Normalized CPT penetration resistance1101001,000L i q u e f a c t i o n a n a l y s i s s u m m a r y p l o t sQtn,cs200180160140120100806040200Cyclic Stress Ratio* (CSR*)0.80.70.60.50.40.30.20.10LiquefactionNo LiquefactionThickness of surface layer, H1 (m)109876543210Thickness of liquefiable sand layer, H2 (m)12.011.010.09.08.07.06.05.04.03.02.01.00.0CPT-12 (14.33)Analysis PGA: 0.55PGA 0.40g - 0.50gCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:02 PM59Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqInput parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):NCEER (1998)NCEER (1998)Based on Ic value6.700.555.00 ftDepth to water table (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:5.00 ft32.60Based on SBTNoN/AFill weight:Transition detect. applied:K applied:Clay like behavior applied:Limit depth applied:Limit depth:N/AYesYesSands onlyNoN/A This software is licensed to: NMG Geotechnical, Inc.CPT name: CPT-12Cone resistanceqt (tsf)10050Depth (ft)50484644424038363432302826242220181614121086420Cone resistanceSBTn PlotIc (Robertson 1990)4321Depth (ft)50484644424038363432302826242220181614121086420SBTn PlotFS PlotFactor of safety21.510.50Depth (ft)50484644424038363432302826242220181614121086420FS PlotDuring earthq.Vertical settlementsSettlement (in)2.521.510.50Depth (ft)50484644424038363432302826242220181614121086420Vertical settlementsE s t i m a t i o n o f p o s t - e a r t h q u a k e s e t t l e m e n t sStrain plotVolumentric strain (%)6543210Depth (ft)50484644424038363432302826242220181614121086420Strain plotCLiq v.2.2.1.7 - CPT Liquefaction Assessment Software - Report created on: 5/22/2019, 1:51:02 PM60Project file: P:\2019\19046-01 Shea Properties Cypress\CLiq\19046-01.clqAbbreviationsqt:Ic:FS:Volumentric strain:Total cone resistance (cone resistance qc corrected for pore water effects)Soil Behaviour Type IndexCalculated Factor of Safety against liquefactionPost-liquefaction volumentric strain Procedure for the evaluation of soil liquefaction resistance, NCEER (1998) Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. The procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a flowchart1: 1 "Estimating liquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachman CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software 61 Procedure for the evaluation of soil liquefaction resistance (all soils), Robertson (2010) Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. This procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a flowchart1: 1 P.K. Robertson, 2009. “Performance based earthquake design using the CPT”, Keynote Lecture, International Conference on Performance-based Design in Earthquake Geotechnical Engineering – from case history to practice, IS-Tokyo, June 2009 CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software 62 Procedure for the evaluation of soil liquefaction resistance, Idriss & Boulanger (2008) CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software 63 Procedure for the evaluation of soil liquefaction resistance (sandy soils), Moss et al. (2006) CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software 64 Procedure for the evaluation of soil liquefaction resistance, Boulanger & Idriss(2014)CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software65 Procedure for the evaluation of liquefaction-induced lateral spreading displacements Site investigation with SPT or CPT Design earthquake Ground geometry SPT data with fines content measurements or CPT data Moment magnitude of earthquake (M w ) and peak surface acceleration ( a max ) Geometric parameters for each of different zones in level (or gently sloping) ground with (or without) a free face Liquefaction potential analysis to calculate FS, (N 1 ) 60cs or (q c1N ) cs ( using the NCEER SPT- or CPT-based method ( Youd et al. 2001)) Calculation of the lateral displacement index (LDI) ( using Figure 1 and Equation [3]) Zones with three major geometric parameters or less - free face height (H), the distance to a free face (L), or/and slope (S) Zones with more than three major geometric parameters L/H or/and S Estimated lateral displacement, LD For gently sloping ground without a free face, LD = (S + 0.20) · LDI (for 0.2% < S < 3.5%) For level ground with a free face, LD = 6 · (L/H)-0.8 · LDI (for 5 < L/H < 40) Evaluation of lateral displacements based on other approaches and engineering judgment If (N 1 ) 60cs < 14 or ( q c1N ) cs < 70 evaluate potential of flow liquefaction 1 Flow chart illustrating major steps in estimating liquefaction-induced lateral spreading displacements using the proposed approach 1 Figure 1 1 Equation [3] CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software 66 1 "Estimating liquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachman Procedure for the estimation of seismic induced settlements in dry sands Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH INTERNATIONAL CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, San Diego, CA CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software 67 Liquefaction Potential Index (LPI) calculation procedure Graphical presentation of the LPI calculation procedure Calculation of the Liquefaction Potential Index (LPI) is used to interpret the liquefaction assessment calculations in terms of severity over depth. The calculation procedure is based on the methology developed by Iwasaki (1982) and is adopted by AFPS. To estimate the severity of liquefaction extent at a given site, LPI is calculated based on the following equation: LPI = where: FL = 1 - F.S. when F.S. less than 1 FL = 0 when F.S. greater than 1 z depth of measurment in meters Values of LPI range between zero (0) when no test point is characterized as liquefiable and 100 when all points are characterized as susceptible to liquefaction. Iwasaki proposed four (4) discrete categories based on the numeric value of LPI: • LPI = 0 : Liquefaction risk is very low • 0 < LPI <= 5 : Liquefaction risk is low • 5 < LPI <= 15 : Liquefaction risk is high • LPI > 15 : Liquefaction risk is very high CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software 68 Shear-Induced Building Settlement (Ds) calculation procedure The shear-induced building settlement (Ds) due to liquefaction below the building can be estimated using the relationship developed by Bray and Macedo (2017): where Ds is in the units of mm, c1= -8.35 and c2= 0.072 for LBS 16, and c1= -7.48 and c2= 0.014 othe rwise. Q is the building contact pressure in units of kPa, HL is the cumulative thickness of the liquefiable layers in the units of m, B is the building width in the units of m, CAVdp is a standardized version of the cumulative absolute velocity in the units of g-s, Sa1 is 5%-damped pseudo-acceleration response spectral value at a period of 1 s in the units of g, and is a normal random variable with zero mean and 0.50 standard deviation in Ln units. The liquefaction-induced building settlement index (LBS) is: where z (m) is the depth measured from the ground surface > 0, W is a foundation-weighting factor wherein W = 0.0 for z less than Df, which is the embedment depth of the foundation, and W = 1.0 otherwise. The shear strain parameter (_shear) is the liquefaction-induced free-field shear strain (in %) estimated using Zhang et al. (2004). It is calculated based on the estimated Dr of the liquefied soil layer and the calculated safety factor against liquefaction triggering (FSL). CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software 69 References • Lunne, T., Robertson, P.K., and Powell, J.J.M 1997. Cone penetration testing in geotechnical practice, E & FN Spon Routledge, 352 p, ISBN 0-7514-0393-8. • Boulanger, R.W. and Idriss, I. M., 2007. Evaluation of Cyclic Softening in Silts and Clays. ASCE Journal of Geotechnical and Geoenvironmental Engineering June, Vol. 133, No. 6 pp 641-652 • Boulanger, R.W. and Idriss, I. M., 2014. CPT AND SPT BASED LIQUEFACTION TRIGGERING PROCEDURES. DEPARTMENT OF CIVIL & ENVIRONMENTAL ENGINEERING COLLEGE OF ENGINEERING UNIVERSITY OF CALIFORNIA AT DAVIS • Robertson, P.K. and Cabal, K.L., 2007, Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at http://www.geologismiki.gr/ • Robertson, P.K. 1990. Soil classification using the cone penetration test. Canadian Geotechnical Journal, 27 (1), 151-8. • Robertson, P.K. and Wride, C.E., 1998. Cyclic Liquefaction and its Evaluation based on the CPT Canadian Geotechnical Journal, 1998, Vol. 35, August. • Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E., Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 127, October, pp 817-833 • Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian Geotechnical Journal, 39: pp 1168-1180 • Zhang, G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 130, No. 8, 861-871 • Pradel, D., 1998, Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering, Vol. 124, No. 4, 364-368 • Iwasaki, T., 1986, Soil liquefaction studies in Japan: state-of-the-art, Soil Dynamics and Earthquake Engineering, Vol. 5, No. 1, 2-70 • Papathanassiou G., 2008, LPI-based approach for calibrating the severity of liquefaction-induced failures and for assessing the probability of liquefaction surface evidence, Eng. Geol. 96:94–104 • P.K. Robertson, 2009, Interpretation of Cone Penetration Tests - a unified approach., Canadian Geotechnical Journal, Vol. 46, No. 11, pp 1337-1355 • P.K. Robertson, 2009. “Performance based earthquake design using the CPT”, Keynote Lecture, International Conference on Performance-based Design in Earthquake Geotechnical Engineering - from case history to practice, IS-Tokyo, June 2009 • Robertson, P.K. and Lisheng, S., 2010, “Estimation of seismic compression in dry soils using the CPT” FIFTH INTERNATIONAL CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in honor of professor I. M. Idriss, SAN diego, CA • R. E. S. Moss, R. B. Seed, R. E. Kayen, J. P. Stewart, A. Der Kiureghian, K. O. Cetin, CPT-Based Probabilistic and Deterministic Assessment of In Situ Seismic Soil Liquefaction Potential, Journal of Geotechnical and Geoenvironmental Engineering, Vol. 132, No. 8, August 1, 2006 • I. M. Idriss and R. W. Boulanger, 2008. Soil liquefaction during earthquakes, Earthquake Engineering Research Institute MNO- 12 • Jonathan D. Bray & Jorge Macedo, Department of Civil & Environmental Engineering, Univ. of California, Berkeley, CA, USA, Simplified procedure for estimating liquefaction-induced building settlement, Proceedings of the 19th International Conference on Soil Mechanics and Geotechnical Engineering, Seoul 201 CLiq v.2.2.1.7 - CPT Liquefaction Assessment Software 70 Vertebrate Paleontology Section Telephone: (213) 763-3325 e-mail: smcleod@nhm.org 13 December 2019 LSA Associates, Inc. 20 Executive Park, Suite 200 Irvine, California 92614 Attn: Sarah Rieboldt, Ph.D., Associate / Senior Paleontologist re: Paleontological Resources Records Check for the proposed Cypress Mixed-Use Development Project, LSA Project # SHO1901, in the City of Cypress, Orange County, project area Dear Sarah: I have thoroughly searched our paleontology collection records for the locality and specimen data for the proposed Cypress Mixed-Use Development Project, LSA Project # SHO1901, in the City of Cypress, Orange County, project area as outlined on the portion of the Los Alamitos USGS topographic quadrangle map that you sent to me via e-mail on 9 December 2019. We do not have any vertebrate fossil localities that lie directly within the proposed project area, but we do have vertebrate fossil localities nearby from sedimentary deposits similar to those that occur in the proposed project area, either at the surface or at depth. Surficial sediments at the proposed project area and in the surrounding vicinity consist of younger Quaternary Alluvium, with older Quaternary sediments occurring at various depths, as part of the floodplain deposits from Carbon Creek that currently flows just to the north and from Coyote Creek and the San Gabriel River that currently flow just to the west. The younger Quaternary deposits typically do not contain significant vertebrate fossils, at least in the uppermost layers, but older Quaternary deposits at modest depth may well contain significant fossil vertebrate remains. Our closest fossil vertebrate locality from older Quaternary deposits is locality LACM 3757, southwest of the proposed project area south of 7th Street and east of the Pacific Coast Highway, that produced fossil specimens of eagle ray, Myliobatis, guitar fish, Rhinobatoidea, white shark, Carcharodon, blue shark, Prionace, surfperches, Damalichthys and Rhacochilus, croaker, Genyonemus, pond turtle, Clemmys, sea duck, Chendytes, loon, Gavia, dog Canis, sea otter, Enhydra, horse, Equus, camel, Hemiauchenia, and pocket gopher, Thomomys. Further to the west along 7th Street, west of the Pacific Coast Highway, we have locality LACM 6746 that produced fossil mammoth, Mammuthus. North of locality LACM 6746 and west-southwest of the proposed project area we have the locality LACM 7493, near the intersection of the Pacific Coast Highway (Highway 1) and Grand Avenue, that produced a fossil specimen of camel, Camelidae, at a depth of 8.5 feet below the surface. Shallow excavations in the uppermost few feet of the younger Quaternary sediments exposed in the proposed project area are unlikely to uncover significant fossil vertebrate remains. Deeper excavations in the proposed project area that extend down into older Quaternary sediments, however, may well encounter significant vertebrate fossils. Any substantial excavations in the proposed project area, therefore, should be closely monitored to quickly and professionally collect any specimens without impeding development. Also, sediment samples should be collected and processed to determine the small fossil potential in the proposed project area. Any fossils recovered during mitigation should be deposited in an accredited and permanent scientific institution for the benefit of current and future generations. This records search covers only the vertebrate paleontology records of the Natural History Museum of Los Angeles County. It is not intended to be a thorough paleontological survey of the proposed project area covering other institutional records, a literature survey, or any potential on-site survey. Sincerely, Samuel A. McLeod, Ph.D. Vertebrate Paleontology enclosure: invoice