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PD 2023-0004; HILLSIDE PATIO HOMES SLOPE REPAIR; LIMITED GEOTECHNICAL INVESTIGATION HILLSIDE PATIO HOMES; 2022-12-10
DEBERRY ENGINEERING ASSOCIATES, INC 17708 Old Winery Ct, Poway, CA 92064 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.comCell: 858.472.2783 www.deberryeng.com Limited Geotechnical InvestigationHillside Patio Homes3225 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place Carlsbad, California 92009Project ID: PD 2023 – 004Project ID: GR 2023- 0005 DWG No.: 541-5A December 10, 2022Updated July 12, 2023 PREPARED FOR:Mary Moore, Marc Price, George Walker, Greg and Mary CurryHillside Patio Homes HOAHillside Patio Homes HOA Updated May 8, 2024 DEBERRY ENGINEERING ASSOCIATES, INC 17708 Old Winery Ct, Poway, CA 92064 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com December 10, 2022Updated July 12, 2023 Mary Moore, Marc Price, George Walker, Greg and Mary CurryHillside Patio Homes HOA SUBJECTSUBJECT: Investigation of Surface SlideInvestigation of Surface Slide PROJECT:PROJECT:3325 Vivienda Circle 3327 Vivienda Circle3311 Dorado Place 3313 Dorado Place Carlsbad, California 92009 As a result of a Settlement Agreement between the above parties and a Construction Contract by Unlimited Drilling and Foundations with the above parties, a representative of DeBerry Engineering Associates, Inc. has conducted an investigation of surface slopefailure of the above project betwee April 2020 through September 2021. The scope of the project is outlined as follows: 1.Provide a soils report, of the slope soil, including soil profile andsoil engineering parameters. To obtain this information, workand reports by others have been observed and reviewed. 2.Provide detailed engineering design for the slope repair. 3.Provide a detailed construction plan for the slope repair. Our report of the investigation is attached. The following report is understood to be an expression of professional opinion by this engineer, which is based on his knowledge, information and belief of the conditions noted at the time of the investigation. As such, it consists of neither a guarantee nor a warranty, expressed or implied as to the condition of the property or possible defects which may not have been apparent at the time of the investigation. This report does not constitute a compliance report. This report is provided solely for the exclusive use of the above noted client. If either party becomes involved in litigation arising as a result of the contents of this report, both parties agree to mediation through the Better Business Bureau. We appreciate this opportunity to be of Professional Service to you in this matter. If you have any questions regarding this report please contact us. Respectfully Submitted,DeBerry Engineering Associates William J. DeBerry, R.C.E. #34545 Attachments T: r: e DEBERRY ENGINEERING ASSOCIATES, INC 17708 Old Winery Ct, Poway, CA 92064 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com Table of Contents 1.0 INTRODUCTION AND SCOPE OF SERVICES: ................................................... 4 2.0 BACKGROUND: .................................................................................................... 4 3.0 DESCRIPTION OF SITE GEOLOGY AND GEOLOGIC HAZARDS:..................... 4 4.0 SITE OBSERVATIONS: ........................................................................................ 6 5.0 GEOLOGIC OBSERVATIONS: ............................................................................. 7 6.0 SUBSURFACE FINDINGS: ................................................................................. 12 7.0 LABORATORY TESTING ................................................................................... 12 8.0 SLOPE STABILITY ANALYSIS: .......................................................................... 15 9.0 CONCLUSIONS: ................................................................................................. 15 10.0 RECOMMENDATIONS: ................................................................................... 15 11.0 FEASIBILITY .................................................................................................... 18 12.0 POTENTIAL IMPACT ON ADJACENT PROPERTIES .................................... 18 13.0 LIMITATIONS OF INSPECTION ...................................................................... 18 APPENDIX A ................................................................................................................. 19 Figures .......................................................................................................................... 19 APPENDIX B ................................................................................................................. 23 Boring Locations ........................................................................................................... 23 APPENDIX C ................................................................................................................ 55 Boring Log and Test Data ............................................................................................. 55 TerraPacific ................................................................................................................... 55 APPENDIX D ................................................................................................................ 55 Boring Log and Test Data ............................................................................................. 55 Cotton Shires ................................................................................................................ 55 APPENDIX E ................................................................................................................. 55 Boring Log and Test Data ............................................................................................. 55 Ninyo & Moore .............................................................................................................. 55 APPENDIX F ................................................................................................................. 55 Slope Stability ............................................................................................................... 55 APPENDIX G ................................................................................................................ 55 Geotechnical Map and Sections .................................................................................... 55 APPENDIX H ................................................................................................................ 56 References .................................................................................................................... 56 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 4 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com 1.0 INTRODUCTION AND SCOPE OF SERVICES: The properties involved are more particularly referred to as lots 489 US 55 (3327 Vivenda Circle) and 56 (3325 Vivenda Circle) in the Carlsbad Tract #72-20 Unit #3, APN 223 200 16 55 and 56 and Lot 492 US 130 (3311 Dorado Pl) and 131 (3313 Dorado Pl) Carlsbad Tract 72-20 Unit 3, APN 223-200-32-26 and 27. It was indicated that there had been a surface slope failure at the rear of the properties on April 10, 2020. The purpose of this report is to present the results of the investigation of the Geo-Technical conditions at the subject property and their influence on the repair to the slope failure. The field portion of this investigation was conducted between April 2020 through September 2021. This report will address the findings and provide appropriate recommendations. 2.0 BACKGROUND: A review of documents from the City of Carlsbad indicates that the lots were graded in in approximately 1977 - 1980 as part of the La Costa Vale Unit No. 3 subdivision. Based on the as-built grading plans, the subject slope was constructed with approximately 7 feet of fill to raise the grade and support the homes (3311 and 3313 Dorado Pl) at the top of the slope. The lower portion of the slope and lots (3325 and 3327 Vivienda) along the toe were “cut,” where the pre-existing topography was lowered to the current planned grades. The lots adjacent to the slope failure are developed with single-family residential structures with associated appurtenances, including yard hardscape/patios, decks, fencing, segmental retaining walls, etc. The slope area, which is the subject of this report, was landscaped with ground cover, shrubs and trees. The subject slope failure, which reportedly occurred during April 2020, is on an approximately 30-foot high,approximately 1.5:1 (horizontal to vertical ratio) westerly facing slope. According to the referenced grading plans, the ground on the properties ranges from approximately 285 feet above MSL (mean sea level) on the building pad of the upslope property to approximately 255 feet on the building pad of the downslope property. The properties are bounded by other residential properties to the north and south, Dorado Place to the east and Vivienda Circle to the west. 3.0 DESCRIPTION OF SITE GEOLOGY AND GEOLOGIC HAZARDS: Landslide Potential and Slope Stability - A review of the State of California Department of Conservation, Division of Mines and Geology Map indicates that the property is located in an area generally susceptible to Landslides. Slopes within this area are at or near their stability limits due to a combination of weak materials and steep slopes (many slope angles exceed 15 degrees). Although most slopes do not currently contain landslide deposits, they can be expected to fail, locally, when adversely modified. There is no history of actual landslides on this site prior to the one in April 2020. The Geologic Map of the Oceanside 30’x6’ quadrangle by Kennedy and Tan dated 2007 indicates that the property is underlain by Santiago Formation, sedimentary bedrock which is ultimately underlain by undifferentiated meta sedimentary / metavolcanic rocks. 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 5 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com Faulting and Seismic Conditions –The southern California region has long been recognized as being seismically active. The seismic activity results from a number of active faults that cross the region, all of which are related to the San Andreas transform system, a broad zone of right lateral faults that extend from Baja California to Cape Mendocino. The numerous faults in Southern California include active, potentially active, and inactive faults. The definitions of fault activity terms used here are based on those developed for the Alquist- Priolo Special Studies Zone Act of 1972 that has been revised numerous times; the most recent update was in 2007. For the purposes of the Alquist-Priolo Act, an “active fault” is defined by the State Mining and Geology Board as one which has “had surface displacement within Holocene time (about the last 11,000 years)”. Initially, faults were defined as “potentially active”, and were zoned, if they showed evidence of surface displacement during Quaternary time (last 1.6 million years). However, as additional preliminary fault studies were performed, it became apparent that there were so many potentially active (i.e., Quaternary) faults in the state that it would be meaningless to zone all of them. Therefore, the state made a policy decision to zone only those potentially active faults that have a relatively high potential for ground rupture. As a result, the terms “sufficiently active” and “well-defined,” were used as part of the criteria in order to determine which faults needed to be zoned in accordance with the Alquist-Priolo Act. According to California Department of Conservation Special Publication 42, a fault is deemed “sufficiently active” if there is evidence of Holocene surface displacement along one or more of the fault’s segments. “Holocene surface displacement may be directly observable or inferred; but it need not be present everywhere along a fault to qualify that fault for zoning” (California Department of Conservation, 2007). A fault is considered “well-defined” if its trace is clearly detectable either by direct observation or indirect methods by a trained geologist as a physical feature at or just below the ground surface. Determining if a fault is “sufficiently active” and “well-defined” is a matter of judgment; however, these definitions provide standard, workable guidelines for establishing Alquist-Priolo Earthquake Fault Zones (California Department of Conservation, 2007). The site is not located within an Earthquake Fault Zone as defined by the 1972 California Alquist-Priolo Earthquake Fault Zoning Act. The nearest active fault is in the Rose Canyon fault zone, located about 7 miles southwest of the site. Liquefaction – Based on the site conditions the materials at the site are not considered to be subject to liquefaction due to such factors are soil density, grain-size distribution and groundwater conditions. Seismic-Induced Flooding, Tsunamis, and Seiches The potential for significant inundation of the study areas as a result of tsunamis, reservoir containment failure, or seiches (oscillations in a confined body of water due to strong ground shaking) is considered remote. The study area is not located in a coastal area and, therefore, tsunami hazards are not a possibility. 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 6 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com 4.0 SITE OBSERVATIONS: During our engineering investigation, a landslide complex of sliding was observed on the slope between the upslope and downslope residences. The largest landslide is located on the slope between the lower properties at 3325 and 3327 Vivienda Circle and the upper properties at 3311, 3313 and 3315 Dorado Place. This larger landslide was observed to be approximately 57 feet wide across the slope and approximately 65 feet long down the slope, with an estimated depth of up to about 10 feet. A smaller landslide within the northwest portion of the larger landslide extends west from the larger landslide and is approximate 24-feet wide by 30-feet long with a depth estimated at up to approximately 5 feet. Another smaller landslide detached near the southeast corner of the larger landslide about 20 feet long by 10 feet wide and less than 5 feet deep. A diagram of the conditions is attached. Floor level manometer surveys were conducted by others in the two up hill houses. They indicated that there was a general slope in the floors towards the slide area of up to 2.75” in 3313 Dorado Pl. Photographs provided by Mr. and Mrs. Price along with verbal discussions, indicated a long issue with improper and excessive moisture in the slope, apparently originating from up-hill property drainage and possibly underground sources. Test borings down to approximately 5 feet at the rear of the Price home and in the interior courtyard of the home revealed standing water within approximately 18 to 22 inches below the surface. While the Prices owned the home prior, it had been rented out until approximately 2016, when they moved into it. At that time they began to notice moisture in their yard near the base of the slope. In order to protect their home, they had a contractor install a french drain in their rear yard with a sump and pump to expel water to the curb at the front of the house. It was indicated that they had contacted the city of Carlsbad to report this condition. A review of the historic USGS topographic survey maps prior to the construction of the Hillside Patio Homes shows a stream just north of the area of the property. A review of the Rick Engineering Grading plan does not appear to address any means of dealing with this stream. 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 7 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com 5.0 GEOLOGIC OBSERVATIONS: Geologic Observations for this investigation were provided by Stephen E Jacobs CEG 1307. That report is incorporated in full into this report. October 16, 2020 Proj. No. 20022 William J. DeBerry, R.C.E. DeBerry Engineering Associates, Inc. 17708 Old Winery Court Poway, CA 92065 Subject: Geological Observations of Slope Failure Landslide Investigation 3313 Dorado Place and 3327 Vivienda Circle Carlsbad, California 92115 Dear Mr. DeBerry: As per your request, I have prepared this report of my geological observations of the slope failure and subsurface excavations on the two subject properties. This report presents my geological observations and literature review, which included a site visit on May 22, 2020 to map the landslide features and log the exploratory test pits covering the subject properties. The exploratory test pits were excavated under the direction of Terra Pacific Consultants, Inc. The upslope property is located on the west side of Dorado Place, and the downslope property is located on the east side of Vivienda Circle in the City of Carlsbad, California. The subject lots have one-story, single-family residences. The subject slope failure, which reportedly occurred during April 2020, is on an approximately 30-foot high, approximately 1.5:1 (horizontal to vertical ratio) westerly facing slope. According to the referenced grading plans, the ground on the properties ranges from approximately 285 feet above MSL (mean sea level) on the building pad of the upslope property to approximately 255 feet on the building pad of the downslope property. The properties are bounded by other residential properties to the north and south, Dorado Place to the east and Vivienda Circle to the west. As part of my study, I reviewed available published geologic literature and maps including publications by Tan (1995, 1996), Kennedy and Tan (2007), Jennings and Bryant (2010), and the grading plan for the tract (including the site) prepared by the Rick Engineering (1980). A list of references is presented in an appendix at the end of this report. 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 8 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com Based on my review and site observations, the slope on the subject properties is underlain by artificial fill, landslide deposits, and the middle Eocene-age Santiago Formation. The site is not located within an Earthquake Fault Zone as defined by the 1972 California Alquist-Priolo Earthquake Fault Zoning Act. The nearest active fault is in the Rose Canyon fault zone, located about 7 miles southwest of the site. The site is mapped by Tan and Giffen (1995) as being within Relative Landslide Susceptibility Subarea 3-1. Slopes within Area 3 are typically characterized as being “generally susceptible” to slope failures and landslides. Slopes within Subarea 3-1 are considered to be at or near their stability limits due to a combination of weak materials and steep slope inclinations. Slopes in this subarea are typically outside the boundaries of mapped landslides but are considered subject to failure when adversely modified. Based on my review of the published geologic maps, no landslides were previously mapped on or near the site. No bedding attitudes within the Santiago Formation in the immediate site vicinity are shown on the published geologic maps by Tan (1996) and Kennedy and Tan (2007); the nearest mapped bedding attitude by Tan (1996) has a dip of 12 degrees to the west-southwest, an orientation considered an out-dipping condition with respect to the generally westerly facing slope on the subject properties. The results of my geological observations of the exploratory test pits (see Figure No. 1- Logs of Geologic Test Pits) and landslide complex on the subject slope (see Figure No. 2- Geologic Sketch Map) are as follows: Approximately 3 to 7 feet of undocumented fill underlain by approximately 6 to 13 feet of landslide deposits were observed exposed in landslide scarps and in exploratory test pits. The test pits bottomed out in presumed undisturbed middle Eocene age Santiago Formation. As observed in the test pits, the undocumented fill consists of loose to medium dense, mottled light brown and orange- brown, fine- to medium-grained, silty sand with a lens of firm, greenish gray, sandy clay. The underlying landslide deposits consist of approximately 2 feet of firm to stiff, greenish gray, sandy clay overlying approximately 4 to 13 feet of soft to stiff, medium to dark greenish gray, highly fractured, claystone. The underlying (considered undisturbed) Santiago Formation consists of hard, greenish gray, claystone. The main head scarp of the landslide near the top of the slope is about 7 to 10 feet in height. Landslide slip surfaces and random shears identified as slickensided surfaces were observed in both test pits. The upper approximately 2 to 5 feet of slide material may be interpreted as having moved during the recent landslide event, and the lower approximately 4 to 8 feet of mostly highly fractured claystone may be interpreted as ancient landslide material that probably failed again during the recent landslide event. This report of geological observations is prepared for the exclusive use of DeBerry Engineering Associates, Inc and their representatives and direct clients. The opinions expressed herein are for the purpose of reviewing and observing the surface and subsurface geology on the slope covering the two subject properties. This report is limited to the background research of available geologic literature including the previous grading plans and site observations including subsurface excavations as part of the landslide investigation. This report is intended for use only by the client named above for the purpose stated; no other use of this report is authorized, and transfer to any other person or agency without my notification and authorization is not advisable. 3325 Vivienda Circle 3327 Vivienda Circle3311 Dorado Place 3313 Dorado Place pg. 9 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.comCell: 858.472.2783 www.deberryeng.com No warranties, either express or implied, are given as to the geologic, soils, or foundation conditions of the subject properties. The opportunity to provide consulting services to you on this project is appreciated.If you have any questions regarding the report, please contact the undersigned at your convenience. Respectfully submitted, Stephen E. Jacobs Engineering Geologist PG 3978, CEG 1307 REFERENCES Jennings, C.W., and Bryant, W.A., 2010, Fault Activity Map of California: California Geological Survey, Geologic Data Map No. 6, scale 1:750,000. Kennedy, M.P., and Tan, S.S., 2007, Geologic Map of the Oceanside 30’ x 60’ Quadrangle, California: California Geologic Survey, Regional Geologic Map Series, Map 2, scale 1:100,000. Rick Engineering Company, 1980, Grading & Plot Plan, Carlsbad Tract No. 72-20 (La Costa Vale) Unit No. 3, Lots 487-492, ‘As Built’ dated February 5, 1980. Tan, S.S., 1996, Geologic Maps of the Encinitas and Rancho Santa Fe 7.5’ Quadrangles, in Geologic Maps of the Northwestern Part of San Diego County, California: California Division of Mines and Geology, Open-File Report 96-02, Plate 2, scale 1:24,000. Tan, S.S., and Giffen, D.G., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, Landslide Hazard Identification Map No. 35: California Division Mines and Geology Open File Report 95-04, pp. 1-6, Plate 35E-Rancho Santa Fe Quadrangle 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 10 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com Figure No. 1: Logs of Geologic Test Pits Descriptions of Soil/Rock Units Landslide Investigation 3313 Dorado Place and 3327 Vivienda Circle, Carlsbad, CA by Stephen E. Jacobs, CEG Logged on May 22, 2020 Log of Test Pit T-1: Estimated ground surface elevation 267’; depth of upper part 4½ - 5’; depth of lower pit ~5½’ [lower pit dimensions: ~2½ x ~3½’] @ 0 - 3.5’, Fill: Silty Sand (SM), fine- to medium-grained, mottled light brown and orange- brown, common greenish gray claystone fragments, few metavolcanic rock fragments, few roots and rootlets, loose to medium dense, slightly moist to moist. @ 3.5 - 5.25’, Landslide Debris: Sandy Clay (CL), greenish gray, abundant jumbled claystone fragments, firm to stiff, moist to very moist. @ ~5 - 5¼’, ~ 8”-thick clay seam, root at base, slickensided surface (scarp ?): N 15˚ E, 40˚ NW (?); slide plane: N 40˚ W, 38˚ SW. @ 5.25 - 9’, Landslide Deposits (Santiago Formation): Claystone (CL), dark greenish gray, highly fractured, jumbled, firm to stiff, very moist to wet. @ ~8½ - 9’, seepage zone; @ ~8¾ - 9’, ~½ - 1”-thick sheared clay seam, soft, slide plane: N 30˚ W, 15˚ SW. @ 9 - 10.5’, Santiago Formation: Claystone (CL), greenish gray, few steeply dipping iron-oxide stained fractures, hard, slightly moist to moist. Total Depth = ~10.5 feet Log of Test Pit T-2: Estimated ground surface elevation 286’; depth of upper part 9 - 10’, head scarp; depth of lower pit 11 - 12’ [lower pit dimensions: ~3 x ~3½’] @ 0 - 2.75’, Fill: Silty Sand (SM), fine- to medium-grained, light brown, some round gravels and cobbles to 8”, few metavolcanic rock fragments, some roots and rootlets, loose to medium dense, slightly moist to moist. @ 2.75 - 3.75’, Fill: Sandy Clay (CL), mottled greenish gray, abundant claystone fragments, firm, moist. @ 3.75 - 7’, Fill: Silty Sand (SM), fine- to medium-grained, mottled light brown and brown, common claystone and metavolcanic rock fragments, interlayered, medium dense, moist. @ 7 - 20’, Landslide Deposits (Santiago Formation): Claystone (CL), greenish gray, highly fractured, jumbled, abundant iron oxide stains, common white specks, firm to stiff, slightly moist to moist. @ ~11½ - 12’, very moist to wet, sheared clay seam, olive grey, friable, soft to firm; slide plane @ ~11½’ on southeast wall of pit: N 35˚ W, 34˚ SW; same slide plane @ ~12’ on northwest wall of pit: N 10˚ W, 47˚ SW. @ ~12 - 14’, some iron oxide stains, firm to stiff, moist to very moist. @~16 --- 20’, claystone, olive gray, waxy, soft to firm, fractured with abundant randomly oriented slickensided surfaces. Slickensided surfaces on head scarp near test pit at about 7 – 10’ below upper pad surface: north of pit, N 28˚ W, 58˚ SW; south of pit, N 32˚ E, 50˚ NW, plunge of striations, S 50˚ W, 43˚ SW. @ 20 - 21’, Santiago Formation: Claystone (CL), greenish gray, hard, slightly moist to moist. Total Depth = ~21 feet 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 11 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com Base Map <lBrlVed fmm Graelll"!J & Plot Plan. ;p:li!-... ; ... ill, rlst:J.td Tract No. 72·20 tLa Costa Vale} Unlt No. 3. LOl<S 487•492. prepar.ea tly RLCI<. El"!Jlnoorlng Company, "As Bllllf Clatea 1-etm1ary 5. 1960. ,I " 3325 Moore • t ., • I t I , t ; , .. I ; I ' • t , I ., :,- FIGURE NO. 2: GEOLOGI.C SKETCH M1AP 3313 Dorado Place a.nd 3327 Viv· enda Circle, Carlsbad, CA STEPHEN E. JAGOBS,CEG, 3313 USAA 0 110 20 FEET LEGIEND: 40 Qls LamlS!lll:le, ooposrts j!ate-st Holoce1119 to Pl st.) Qaf Arn11e1a1 II {lato Ho~ceno1 Tsa Sanllago Formamm {mladle Eocono) Note: Unit In paren!heses l!I dl!lpleced or conc,e,aJed 11'1='-2 EXplo' almy test pit L-l • " • " Goor.ogJc rolltact. daS!l!Ml Wh8f·8' llllfllff,B(l -umns or lands e. solid where mom certain. • • • • damoo wner-e 111rerrea "!""'T""'7" ILamistli:18· scarp or tension cracK 3 Strt! e and alp of stiear surlace: oblique arrow denotes plllll!J!! 01 .str1an.ortS Nola: All lOcations are apprnxlmate 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 12 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com 6.0 SUBSURFACE FINDINGS: Subsurface investigations were conducted on the site and reported by Terra Pacific Consultants Inc., October 20, 2020, Ninyo and Moore December 18, 2020, Cotton Shires and Associates Inc., February 2021 and Steven Jacobs C.E.G. 1307 Engineering Geologist. Logs of the borings and test pits are included in the appendix. Additional Geologist Comment: The slope in the area of the subject slope failure is approximately 30-feet high, with a gradient of approxi1nately 1.5: 1 (horizontal to vertical ratio) or approxi1nately 32.5 degrees. As observed in test pits TP-1 and TP-2 and in surface exposures within the slide 1nass, as discussed in 1ny above-referenced report, the shears encountered within the Santiago formation range in dip from 34 to 58 degrees toward the west in the direction of the slope face, but steeper than the slope gradient; therefore, these dip orientations are considered favorable with respect to the slope gradient and stability of the slope. However, a 15-degree dip toward the southwest, as measured on a sheared clay sea1n encountered in test pit TP-1, is considered out-dipping or unfavorable with respect to the 1.5:1 slope gradient. Moreover, bedding within the Santiago fom1ation as mapped by Tan and Kennedy (1996) and Kennedy and Tan (2007) in the general vicinity of the site has dips ranging fron1 5 to 12 degrees towards the west-southwest, an orientation considered to represent an out-dipping or unfavorable condition with respect to the gross stability of the on-site 1.5:1 westerly facing slope. Some of the shears observed in the test pits are interpreted as ancient slip surfaces (that have probably been reactivated) and likely extend to the west, east, north and south beyond the observed limits of the recent slope failure. In addition to these shears, bedding in a 15-degree southwesterly dipping sheared clay sean1 was encountered within the Santiago formation in test pit TP-1, and regional bedding reported on the published geologic 1naps have bedding attih1des with 5- to 12-degree dips toward the west-southwest. Moreover, the dip of the sheared clay sean1 encountered in test pit TP-1 is interpreted as consistent with the prevailing regional dip of bedding within the Santiago formation. The dips on this sheared clay seam and on published regional bedding within the Santiago formation are considered out-dipping or unfavorable with respect to the slope beyond the upper/lower bounds and flanks of the current slope failure. Therefore, the potential for future slope failures beyond the upper/lower bounds and flanks of the current slope failure should be considered on the existing westerly facing slope, especially if the top and toe of the slope are adversely modified. 7.0 LABORATORY TESTING Laboratory testing was conducted on samples by others and are included in the appendix. A summary list of the Soil Testing is as follows: 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 13 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com HILLSIDE PATIO HOMES Summary of Laboratory Test Results Sample Location Dry Density (pcf) Moisture Content Direct Shear (degrees) Direct Shear (psf) Liquid Limit Plasticity Index Expansion Index Expansion Potential Hydro Response (%) Normal Stress (psf) Lab Location Depth (ft) Friction Angle Peak Cohesion TerraPacific B-2 (ring) 5’ 125.6 9.9 -- -- -- -- -- -- -- -- TerraPacific B-3 (ring) 3’ 96.1 22.6 -- -- -- -- -- -- 0.36 500 TerraPacific B-3 (L bulk) 0-5’ -- -- -- -- -- 72 Medium -- -- TerraPacific B-3 (ring) 6’ 94.7 29.7 -- -- -- -- -- -- -- -- TerraPacific B-3 (ring) 10’ 97.7 26.4 -- -- -- -- -- -- 4.24 1250 TerraPacific B-3 (L bulk) 10-15’ -- -- -- -- 55 31 -- -- -- -- TerraPacific B-3 (ring) 15’ 97.1 26.9 26 1190 -- -- -- -- -- -- TerraPacific B-3 (ring) 20’ 105.2 21.8 -- -- -- -- -- -- -- -- TerraPacific B-3 (ring) 25’ 102.8 24.8 29 1180 -- -- -- -- -- -- TerraPacific B-3 (ring) 30’ 95.4 25.6 -- -- -- -- -- -- -- -- TerraPacific B-3 (ring) 35’ 98.5 12.2 -- -- -- -- -- -- -- -- TerraPacific T-2 (ring) 12’ 90.8 29.6 -- -- -- -- -- -- -- -- TerraPacific T-2 (ring) 13.5’ 91.5 24.7 -- -- -- -- -- -- -- -- Terr Pacific T-2 (ring) 15’ 90.7 27.5 -- -- -- -- -- -- -- -- Geo Concept Cotton Shires TP-1/S-1 4’ 32.1 -- -- -- -- -- -- -- -- 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 14 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com Sample Location Dry Density (pcf) Moisture Content Direct Shear (degrees) Direct Shear (psf) Liquid Limit Plasticity Index Expansion Index Expansion Potential Hydro Response (%) Normal Stress (psf) Lab Location Depth (ft) Friction Angle Peak Cohesion Geo Concept Cotton Shires TP-2/B-1 0 106.6 17.6 25 200 -- -- -- -- -- -- Geo Concept Cotton Shires TP-2/S-1 1.5’ -- 29.4 -- -- -- -- -- -- -- -- Geo Concept Cotton Shires TP-2/S-2 2’ -- 22.4 -- -- -- -- -- -- -- -- Geo Concepts/ CottonShires TP-2/B-10 -- 117.9 11.6 -- -- -- -- -- -- -- -- Ninyo & Moore TP-1 1-2’115.0 15.5 28 220 -- -- -- -- -- -- Ninyo & Moore TP-1 3-4’114.0 16.5 26 240 -- -- -- -- -- -- Ninyo & Moore TP-1 6.5-7.5’ -- -- -- -- 78 59 -- -- -- -- Ninyo & Moore TP-2 4.1-5.1’ -- -- 22 240 -- -- -- -- -- -- 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 15 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com Site Specific Seismic Parameters The seismic design parameters applicable to the subject site are provided below. The seismic design parameters were determined in accordance with the 2022 California Building Codes. Parameter Value Reference 2022 CBC Ground Motion Ss 1.0020 g Fig 1613.2 Ground Motion S1 0.3637 g Fig 1613.2 Site Class C Fig. 1613.2.2 Site Coefficient, Fa 1.20 Fig. 1613.2 Site Coefficient, Fv 1.50 Fig. 1613.2 Seismic Design Category D Fig. 1613.2.5 Probable ground shaking levels at the site could range from slight to moderate to severe, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the sites will experience the effects of at least one moderate to large earthquake during the life of the proposed improvements. Lateral Force Seismic DesignDesign Kh = 0.300g Kae for seismic earth pressure = 0.344 Ka for static earth pressure = 0.205 Difference: Kae - K = 0.139 Added seismic base force 617.1 # Using Mononobe-Okabe / Seed-Whitman procedure 8.0 SLOPE STABILITY ANALYSIS: Two Slope Stability Analyses were done. The first was a representation of the “post slide” conditions. The Analysis indicated that the slope was not stable. (not acceptable) The second Analysis was a representation of the “post remediation” conditions. This analysis indicated that the slope was stable. (acceptable) 9.0 CONCLUSIONS: Our opinions based on the result of investigations, soils borings, logs and testing by Deberry Engineering, TerraPacific, Cotton Shires and Ninyo & Moore. Results are as follows: There are likely a number of factors contributing to the landslides. These include natural factors such as rainfall and weak earth materials, and man-made factors such as a graded steep slope, poor surface drainage(including drainage onto the landslide area from the upslope properties as well as a poorly maintained and cracked V-ditch mid-slope V-ditch, irrigation and loading of the slope by artificial fill and residential structures. 10.0 RECOMMENDATIONS: Based on the information provided in this report, it is our opinion that the remedial work for the slope shall include the following: 1. Stabilize the rear of the two upper homes at 3313 and 3311 Dorado Pl. 2. Construct a reinforced concrete wall at the toe of the slope to retain the slope and provide support for the re-constructed hillside. 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 16 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com 3.Reconstruct the slope between the two upper homes and the two lower homeswith geogrid reinforcing. 4.Provide drains in the slope and behind the retaining wall and around the rear ofthe two lower properties (3325 Vivienda Circle 3327 Vivienda CircleRepair Concept: The repair concept involves the stabilization of the two upper homes at 3313 Dorado (Curry) and 3311 Dorado (Walker) utilizing initially push-piers across the entirety of the rear of each property and ultimately reinforced concrete grade beams and caissons, across the entire rear of Curry and Walker properties. (The push-piers will remain in place across the entire rear of each property. An approximately 5 foot tall reinforced concrete pier supported retaining wall will be constructed along the toe of the failed portion of the slope as shown on the attached conceptual plan. This will act as structural support for the reconstructed filled slope. The landslide soil will be removed and stored on site for re-use. The formational soil zbeneath the slide debris will be benched and soil will be placed in 6-8” lifts and compacted to 90% min. Reinforcing Geogrids to be determined will be installed at approximately 2 foot intervals, to the extents shown on the conceptual plan. A new concrete drainage swale will be constructed and structurally connected to the remaining portions of the swale as shown on the conceptual plan. Drains will be installed behind each wall and chimney drains will be installed in the slope where determined to be needed. These drains will discharge at Vivienda Circle. A french drain system will be constructed across the rear of the two lower properties, 3327 Vivienda (Price and 3325 Vivienda ( Moore). The french drain will be approximately 5 – 6 feet deep and will discharge into a sump with a pumping system to be designed. The sump pump will be powered by common area and maintained by the HOA. The slope will be vegetated and irrigated as required by the City of Carlsbad. Flatwork and fencing at 3313 and 3311 Dorado will be replaced as needed. No interior repair work to be done to these properties. An allowable end bearing capacity of 4,000 psf may be used for piers extending into the Santiago Formation. This is the allowable value for sedimentary formation. The end bearing capacity has deducted the down drag force produced by the existing near surface soils. The pier weight to be considered is only one third of the actual weight of the buried pier. The actual needed pier length and embedment into the soils shall be established by the structural design based on the length needed to adequately support the total vertical and lateral loads included in the design. An increase of 1,000 psf of vertical end bearing capacity may be allowed for every additional foot of embedment into formation, up to a maximum of 6,000 psf. The area of the repair should be properly benched prior to receiving fill. Install drainage board such as TremDrain 1000 on the benched soil for drainage. Install chimney drains with 4” SDR 35 Perforated PVC pipe in ¾” gravel approximately 1 cf/ft wrapped in Mirafi filter fabric. Drain to surface of slope and to drain behind the toe retaining wall. A keyway approximately 8 feet wide shall be constructed at the toe of the slope behind the retaining wall. The fill should be properly moistened and mechanically compacted to a minimum of 90% of the laboratory determined maximum dry density in accordance with ASTM test method D-1557. The fill shall be placed in horizontal lifts not exceeding 6 inches in thickness over the geogrids. Use Miragrid 5XT Geogrids per plan, Density tests should 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 17 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com be performed by the soils engineer to ensure adequate compaction. Import soil shall be approved by the soil engineer prior to placement. Temporary slopes shall not be steeper than 1.5:1 and not greater than 5 feet in height. Temporary and or sacrificial shoring may be provided by soldier pile pipe and board walls not to exceed 6 feet in height. Lumber minimum sized 2x may be used as lagging for temporary walls with 2” diameter pipes at 7 feet driven into the ground. Rebuilt slope areas should be planted with drought tolerant deep rooted native California vegetation. We recommend consulting with a landscape specialist to determine the most suitable species of vegetation. Geotechnical Parameters: Bearing Capacity for Caissons: 4,000 psr Passive Resistance Retaining Walls: 600 psf/ft Coefficient of Friction Soil to Concrete: 0.3 Active and at rest earth pressure: 100 psf/ft Seismic Lateral for Retaining Wall 72.45 # Caisson Embedment (house support) 8’ Caisson Embedment (retaining wall) 8’ Push Pier Embedment 15’ The design and construction of the piers shall be in accordance with the recommendation presented above the current CBC requirements accepted by the City of Carlsbad and also in accordance with ACI 336, 34-93, Design and construction of Drilled Piers, of the American Concrete Institute. The contractor shall follow all the safety procedures required by Cal OSHA. Pier excavations should be filled with concrete within 2 days after the excavation to reduce the risk of soil caving or mud intrusion. Observation of work: Periodic observation by the Geotechnical Consultant, is essential during the excavation operation and during construction of the foundations, subdrains, retaining wall backfill etc. to confirm conditions anticipated by our investigation, to allow adjustments in design criteria to reflect actual field conditions exposed, and to determine that the grading proceeds in general accordance with the recommendations contained herein. Consultants, will not be held responsible for earthwork of any kind performed without our observation, inspection and testing. Providing and maintaining adequate site drainage and moisture protection of supporting soils is an important design consideration. Retaining wall recommendations represented herein assume proper site drainage will be established and maintained. Under no circumstances should water be allowed to pond adjacent to retaining walls. The site should be graded such that surface drainage flow is directed from structures and into swales or other controlled drainage facilities. Services during construction include observations and testing during site preparation, grading and placement of engineering fill and inspection of footing trenches prior to steel and concrete placement. Compaction testing to be done by an approved testing laboratory. List of geotechnical observations/testing services that shall be performed:a. Full-time observation of the removal of debris and benching of the keyway.b. Geologic mapping of all removals and exposures 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com c.Observation of key and mid slope sub-drains. d. Full-time observation of geogrid installation. 11.0 FEASIBILITY It is our opinion that this proposed project is feasible from a geotechnical standpoint, provided that the above recommendations are followed and the work is observed by a representative of DeBerry Engineering Associates Inc. 12.0 POTENTIAL IMPACT ON ADJACENT PROPERTIES It is our opinion that this proposed project will not adversely affect the adjacent offsite properties from a geotechnical standpoint. 13.0 LIMITATIONS OF INSPECTION The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. The findings of this report are valid as of the present date. Changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes of the works of man on this or adjacent sites. In addition, changes in applicable standards may occur, whether resulting from legislation or the broadening of knowledge. Thus, the findings of this report may be invalidated wholly or in part by outside changes beyond our control. The report should not be relied upon after a period of three years. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances by reputable Engineers practicing in this or similar localities. The values presented are based upon experience with this and other similar projects as well as information provided by previous studies. Assumptions are made that the soil conditions are as reported and are relatively constant. Should any conditions be encountered which are not in accordance with this report, this company should be contacted for additional recommendations. This report is understood to be an expression of professional opinion by this engineer, which is based on his knowledge, information and belief of the conditions noted at the time of the investigation. As such, it consists of neither a guarantee nor a warranty, expressed or implied as to the condition of the property or possible defects which may not have been apparent at the time of the investigation. We appreciate this opportunity to be of service to you on this project. If you have any questions regarding this report, please do not hesitate to contact our office. Respectfully submitted, DEBERRY ENGINEERING ASSOCIATES, INC William J. DeBerry RCE 34545 Pg 18 3325 Vivienda Circle 3327 Vivienda Circle3311 Dorado Place 3313 Dorado Place pg. 19 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com APPENDIX A Figures GEOLOGIC MAP OF THE OCEANSIDE 30' × 60' QUADRANGLE, CALIFORNIACompiled by Michael P. Kennedy1 and Siang S. Tan1 2007 3325 Vivienda Circle 3327 Vivienda Circle3311 Dorado Place 3313 Dorado Place pg. 20 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.comCell: 858.472.2783 www.deberryeng.com Oblique aerial view of the site looking from the south east (Cotton, Shires And Associates, Inc. Consulting Engineers And Geologists Geotechnical Investigation And Opinions Regarding Causation of Landsliding Vivienda/Dorado Landslide - Price v. Moore, et al. 3325 and 3327 Vivienda Circle and 3311, 3313 and 3315 Dorado Place Carlsbad, California, dated February 26, 2021) The larger landslide toed out on the slope well above the rear yard retaining wall on 3325 and 3327 Vivienda Circle and precipitated the smaller landslide(s) in the forefront, with debris from both landslides spilling over the retaining wall at the toe of the slope. 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 21 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com Proposed french drainProposed Soldier Pile Wall for Construction Proposed Grade Beam and CaissonsProposed Push Pier SupportsProposed Concrete Drainage SwaleProposed Slope Repair A A B B Concept Repair Plan Tsa Tsa Tsaaf af 3325 Vivienda Cir 230 240 250 260 270 280 290 300 A 3313 Dorado Pl MzU Proposed grade Proposed Geogrid (tbd)3' Concrete Drainage Ditch Proposed Reinforced Concrete Retaining Wall Proposed Reinforced Concrete Grade Beam and CaissonUnderpinning 3313 Dorado Foundation with Pier Foundation Bench Formational Soil Tsa Tsa Tsaaf af 3325 Vivienda Cir 230 240 250 260 270 280 290 300 B 3311 Dorado Pl MzU Proposed grade Proposed Geogrid (tbd)3' Concrete Drainage Ditch Proposed Reinforced Concrete Retaining Wall Proposed Reinforced Concrete Grade Beam and CaissonUnderpinning 3313 Dorado Foundation with Pier Foundation Bench Formational Soil Cut Existing Fill @ 45 deg Provide Shoring as Necessary Proposed french drain af Depth to Formation EstimatedFrom Ninyo and Moore Geotechnical Reportdated 12-11-20 Concept Repair Section -~ 3329 v,v,enda C )S \ \ 1 ~ ~ 1) 1 3309 Dorado Fa - [] ~ 3311 Dorado Fa = IJ _3327 Vivienda ' ·., 3313 Dorado Pt 3325 Vivienda Circle 3327 Vivienda Circle3311 Dorado Place 3313 Dorado Place pg. 22 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.comCell: 858.472.2783 www.deberryeng.com CaliforniaDMG L A COS TA CADENCIA VENADO PIRAGUA A NILL O FOSCA CAM SERBAL ROMERIA BOLERO ALTI S M A ALTIVA TORRY AVNDAVALERA NAVARRA CALLETIMITEO GALLEON CTEDELAVISTA LAGRANVIA OCO A ZAHAR MADRILENA JEREZ SEGOVIA HATACA INGA PRIMAVERA ESTANCIA PAS VISTAMARIANA GARBOSOLUCIA CALLE MADERO MANAGUA RIBERA MORADA SACADA MEJOR AVNDAHELECHO ALLEOLIVA GAVIOTA VIEJOCASTILLA CALINA CUESTA FAROL QUINTA AVN NUEVACASTILLA PE RDIZ CENTE LL A CALLECARACAS ZUBARONS EPALAIS VIATECA SONDRA CANDIL PIRINEOS CTEPROMENADE VIAIRIS MONTANES PRIMENTEL TRZAGOYA CALLEANDAR GRADOM CTEMORERA CTEMARIN CARAVALLO CARLINA F CALOMA MARMOL CALLEODESSA VIACO VIVIENDO BADAJOZ SAN BRISTO VIAOPUNTIA CANTERO R A N A C T E T RA DICION C T E NIN A VISTAMAR MATEO CAMARROYO LA SITIOFRESNO CAM DEAGUAS DEHESACASTILLA SERRANO PUEBLO GABACHO DELGADO DOR A DO AL DEA CORTI NA VERDE PRI VATE DELFINA MALLORCA BRAVA GALICIA VIST A BO NIT A GIB RA L TA R AGUADULCE VISTAGRANDE SOLANO DELREY DEFORTUNA D EL RIO ALLEY LASBRISA# LandslideHazardIdentification RelativeLandslideSusceptibilityAreas email: d.deberry@worldnet.att.net DeBerryEngineeringAssociates,Inc. 12225WorldTradeDrive, SuiteHSanDiego, California92128 Phone: 8584510713Fax: 8584512783 1 2 3-1 3-2 4-1 4-2 LeastSusceptible MarginallySusceptible GenerallySusceptible MostSusceptible Landslide Questionable Landslide? NDDO DDDDOOORR AA R A RR A R DDDDODOD AGGAGAUAAUAU ###### I I 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 23 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com APPENDIX B Boring Locations 2 6 6 26 026 2 2 6 8 2 7 0 2 7 2 27 4 27 6 2 7 8 266 268 270 272 274 276 280 282 3311 Dorado Pl EXISTING SINGLE FAMILY RESIDENCE 3313 Dorado Pl 3327 Vivienda Cir EXISTING SINGLE FAMILY RESIDENCE 3325 Vivienda Cir EXISTING SINGLE FAMILY RESIDENCE 284 3309 Dorado Pl EXISTING SINGLE FAMILY RESIDENCE 2 : 1 S L O P E LA W N A R E A N O H A R D S C A P E EXISTING RETAINING WALL TO REMAIN 288' 28 8 . 5 (P ) P A T I O 28 8 . 0 LIMIT OF GRADING FG 255'FL 249' 1 5 NO R T H Qls (Qsf / Tsa) T-2 T- 1 TP- 2 TP-1 B- 2 B - 1, 2 and 3 6" Mini Mole Solid Flight Augur Pacific Drilling TP- 1 and 2 Hand Dug T- 1 and 2 Hand Dug B- 1 TD 7' TD 19' B- 3 TD 38.2' TD 20' TD 5.5' TD 9.5'TD 10.0' ======= ------------ 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 78 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com APPENDIX C Boring Log and Test Data TerraPacific Drilling Company: DESCRIPTION & REMARKSLithologyDe p t h (f t ) Project No: Project Name: Location: Sample Method: Date: Logged By: Instrumentation: Driller: Elevation: Drill Rig Type: Hammer Wt. & Drop: (% ) Mo i s t u r e (p c f ) Dr y D e n s i t y (6 " , 1 2 " , 1 8 " ) Co u n t s Bl o w Ty p e Sa m p l e US C S Subsurface Boring Log Boring No: Total Depth:Boring Page 1 of 1 Water: Caving: Hole Diameter: 0 5 10 15 20 25 30 35 40 45 0 5 10 15 20 25 30 35 40 45 24019.2 Hillside Patio Homes Association Construction 3327 Vivienda Circle Backyard Modified California Sampler 5/18/20 D. Thomas None installed Pacific Drilling ~258.0' Rory/Brian Mini Mole/Solid Flight 140 lbs. for 30" B-1 7.0' B-1N/A N/A 6" @ 7.0', Practical refusal FILL: From 0.0', Clayey sand, medium to reddish brown, slightly moist, medium dense, fine to medium grained, with rock From 1.5', Metavolcanic/metasedimentary rock, reddish brown, slightly moist, very hard, rock with clay matrix, slightly fractured Ring 50 ---- Drilling Company: DESCRIPTION & REMARKSLithologyDe p t h (f t ) Project No: Project Name: Location: Sample Method: Date: Logged By: Instrumentation: Driller: Elevation: Drill Rig Type: Hammer Wt. & Drop: (% ) Mo i s t u r e (p c f ) Dr y D e n s i t y (6 " , 1 2 " , 1 8 " ) Co u n t s Bl o w Ty p e Sa m p l e US C S Subsurface Boring Log Boring No: Total Depth:Boring Page 1 of 1 Water: Caving: Hole Diameter: 0 5 10 15 20 25 30 35 40 45 0 5 10 15 20 25 30 35 40 45 24019.2 Hillside Patio Homes Association Construction 3325 Vivienda Circle Corner Lot, 8.5' from Road Modified California Sampler 5/18/20 D. Thomas None installed Pacific Drilling ~258.0' Pad Elevation Rory/Brian Mini Mole/Solid Flight 140 lbs. for 30" B-2 19.5' B-2N/A N/A 6" @ 10.0', Added water to boring, very hard @ 12.0', Very hard @ 16.0', Very hard, practical refusal, used SPT to break up rock FILL: From 0.0', Clayey sand, reddish brown, slightly moist, medium dense NATIVE (Santiago Formation): From 2.5', Claystone, gray, slightly moist, medium stiff to stiff, very fine grained, slightly fractured From 5.5', Metavolcanic/metasedimentary rock, reddish brown, slightly moist, very hard, rock, moderately fractured, with layers of gray, moist, medium dense claystone ~2-4" thick From 12.5', Metavolcanic/metasedimentary rock, light brown to reddish brown, slightly moist, dense to very dense, fractured Bulk Ring Ring Ring SPT -- 26/50 for 5 1/2" 50 for 2" 50 for 1 1/2" 39/50 for 2" -- 125.6 -- -- -- -- 9.9 -- -- -- Drilling Company: DESCRIPTION & REMARKSLithologyDe p t h (f t ) Project No: Project Name: Location: Sample Method: Logged By: Instrumentation: Driller: Elevation: Drill Rig Type: Hammer Wt. & Drop: (% ) Mo i s t u r e (p c f ) Dr y D e n s i t y (6 " , 1 2 " , 1 8 " ) Co u n t s Bl o w Ty p e Sa m p l e US C S Subsurface Boring Log Boring No: Total Depth:Boring Page 1 of 1 Water: Caving: Hole Diameter: 0 5 10 15 20 25 30 35 40 45 0 5 10 15 20 25 30 35 40 45 24019.2 Hillside Patio Homes Association Construction 3313 Dorado Place Modified California Sampler Date: 5/19/20 D. Thomas None installed Pacific Drilling ~289.0' Pad Rory/Brian Mini Mole/Solid Flight 140 lbs. for 30" B-3 38.3' B-3N/A N/A 6" FILL: From 0.0', Silty clay to clayey silt, mottled gray, moist, loose to medium stiff, very fine to fine grained NATIVE (Santiago Formation): From 7.0', Claystone, gray, moist, stiff, very fine grained, with gypsum, trace of reddish brown stringers, moderately fractured, with some nodules/lenses of yellowish brown, fine to medium grained sand From 15.0', Claystone, light gray, moist, stiff to very stiff, very fine to fine grained, with gypsum, trace of reddish brown stringers, slightly fractured, with some medium to coarse grained yellowish brown sand From 20.0', Claystone, dark gray, slightly moist, very stiff to hard, very fine to fine grained, massive, with some medium to coarse grained sand From 30.0', Claystone, light gray to reddish brown, moist, very stiff, fine to very fine grained, with some small rock clast @ 31.0', Water added to boring From 32.0', Claystone, light gray to reddish brown, dry to slightly moist, very stiff, very fine grained From 37.8', Metavolcanic/metasedimentary rock, reddish brown, dry, hard, highly fractured, highly weathered Bulk Ring Ring Ring / Bulk Ring Ring Ring Ring SPT Ring SPT -- 6/8/12 6/7/9 11/18/21 13/16/26 24/29/34 28/50 for 6" 50 for 5" 50 for 6" 50 for 3" 50 for 5" -- 96.1 94.7 97.7 97.1 105.2 102.8 95.4 -- 93.5 -- -- 22.6 29.7 26.4 26.9 21.8 24.8 25.6 -- 12.2 -- DESCRIPTION & REMARKSLithology De p t h (f t ) Project No: Project Name: Location: Sample Method: Date: Logged By: Instrumentation: Test Pit No: Test Pit Log Elevation:Hammer Wt. & Drop: Excavation Method: Excavator: (% ) Mo i s t u r e (p c f ) Dr y D e n s i t y Co u n t s Bl o w Ty p e Sa m p l e US C S Excavating Company: Total Depth:Test Pit Page 1 of 1 Water: Caving: Footing Dimensions: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 24019.2 Hillside Patio Homes Association Construction 3325 Vivienda Circle Mid Slope Modified California Sampler 5/22/20 D. Thomas None installed T-1 ~13.0' above Padgrade, 19.0' from RW 35 lbs. for 30" Hand labor George/Harry Mansolf Excavation 5.5' @ 4.0', Seepage N/A N/A T-1 @ 4.0', Seepage, 1-2" thick clay seam, with some fractured bedrock, N30°W @ 15°SW From 0.0', Claystone, gray to mottled brown, moist, soft to medium stiff, fine grained to very fine grained, highly fractured, with organics, with some fine grained sand @ 0.67', Slide plane, N40°W @ 38°SW ~1" thick From 0.67', Claystone, gray, moist, medium stiff, very fine grained, highly fractured, waxy, with roots and rootlets in fractures, infilled oxidation/staining on old fractures, trace of fine grained sand NATIVE (Santiago Formation): From 4.0', Claystone, light gray, moist, very stiff to hard, very fine grained, slightly fractured, some weathered metavolcanics/metasedimentary, moderately indurated, moderately cemented, some oxidation/staining Bulk Bulk -- -- -- -- -- -- DESCRIPTION & REMARKSLithology De p t h (f t ) Project No: Project Name: Location: Sample Method: Date: Logged By: Instrumentation: Test Pit No: Test Pit Log Elevation:Hammer Wt. & Drop: Excavation Method: Excavator: (% ) Mo i s t u r e (p c f ) Dr y D e n s i t y Co u n t s Bl o w Ty p e Sa m p l e US C S Excavating Company: Total Depth:Test Pit Page 1 of 1 Water: Caving: Footing Dimensions: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 24019.2 Hillside Patio Homes Association Construction 3313 Dorado Place Top of Slope Modified California Sampler 5/22/20 D. Thomas None installed T-2 ~10.0' below pad (~279.0')35 lbs. for 30" Hand labor George Mansolf Excavation 20.5' N/A N/A N/A T-2 From 0.0', Concrete FILL: From 0.33', Decomposed granite, brown, slightly moist, loose, coarse grained From 0.42', Clayey silt to silty clay, medium brown to light brown, moist, medium stiff to stiff, very fine to fine grained From 1.33', Clayey silt to silty clay, medium brown to reddish brown, moist, medium stiff to stiff, very fine grained From 2.67', Silty clay, gray, moist, medium stiff to stiff, very fine grained From 3.33', Silty clay to clayey silt, medium brown to reddish brown, moist, medium stiff to stiff, with some cobble, increase in moisture with depth, very fine grained NATIVE (Santiago Formation): From 7.0', Claystone, gray, moist, stiff, very fine grained with gypsum, moderately to highly fractured, with some coarse sand From 11.0', Claystone, gray, moist, stiff, highly fractured, waxy, clay seam at 11.0' on east side of test pit and northeast and southeast wall - clay seam ~1" thick, with some lenses/nodules of yellowish brown clayey sand to sandy clay @ 11.5', N35°W 36°SW - clay seam - gray to yellowish brown sandy clay @ 12.0', N10°W 47°SW - clay seam - gray to yellowish brown sandy clay @ 15.0', Hand auger From 20.0', Claystone, gray, moist, very dense, very fine grained, slightly fractured, moderately indurated, with some sand, fine to medium grained Bulk Ring / Bulk Ring Ring / Bulk -- 90.8 91.5 90.7 -- 29.6 24.7 27.5 -- -- -- -- DESCRIPTION & REMARKSLithology De p t h (f t ) Project No: Project Name: Location: Sample Method: Date: Logged By: Instrumentation: 24019.2 Hillside Patio Homes 3311 Dorado Place Modified California Sampler 9/29/20 E. Perez None Installed Test Pit No: TP-1 Test Pit Log Elevation:~287.0'Hammer Wt. & Drop: Excavation Method: Excavator: Slammed Hand Labor Billy/Jason/Tyler Earthwork Techniques (% ) Mo i s t u r e (p c f ) Dr y D e n s i t y Co u n t s Bl o w Ty p e Sa m p l e US C S Excavating Company: Total Depth:Test Pit Page 1 of 1 10.0' Water:No Caving:No Footing Dimensions:N/A TP-1 @ 0.8', Rodent hole @ 2.0', Cobble size rock ~7"-12" diameter TOPSOIL: From 0.0', Silty sand, pale gray, dry, loose, vegetation at surface FILL: From 0.2', Sandy claystone, orange brown, moist, medium stiff to stiff, some light gray claystone clasts in float, roots in the upper 1.5', some gypsum in float SANTIAGO FORMATION: From 6.4', Silty claystone, greenish gray, moist to very moist, medium stiff, some very fine grained sand, moderate to high plasticity, some gypsum, highly fractured, with orange-red oxidaiton staining NOTE: Blow counts not recorded. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Ring Ring Ring Ring Ring -- -- -- -- -- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 -- -- -- -- -- -- -- -- -- -- ......... 1'-------------------------------------JI-••••••••• ......... ......... ......... ......... ......... ......... ·-·-......... ......... -·-· ......... ......... ·-·-......... ......... -·-· ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ·-·-......... ......... ~ DESCRIPTION & REMARKSLithology De p t h (f t ) Project No: Project Name: Location: Sample Method: Date: Logged By: Instrumentation: 24019.2 Hillside Patio Homes 3311 Dorado Place Modified California Sampler 9/29/20 E. Perez None installed Test Pit No: TP-2 Test Pit Log Elevation:~281.0'Hammer Wt. & Drop: Excavation Method: Excavator: Slammed Bill/Jason/Tyler E. Perez Earthwork Techniques (% ) Mo i s t u r e (p c f ) Dr y D e n s i t y Co u n t s Bl o w Ty p e Sa m p l e US C S Excavating Company: Total Depth:Test Pit Page 1 of 1 9.5' Water:No Caving:No Footing Dimensions:N/A TP-2 @ 3.3', Color chnage to pale light gray FILL: From 0.0', Sandy claystone, pale dark brown, dry, very soft, abundant roots, dessication cracks SANTIAGO FORMATION: From 1.2', Silty clay, greenish gray, moist, medium stiff, highly fractured, with sporatic gypsum crystals, orange-red oxidation staining From 7.0', Claystone, gray, moist, very stiff, trace of oxidation staining, little to no fractures NOTE: Blow count not recorded. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Ring Ring Bulk -- -- -- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 -- -- -- -- -- -- ......... ......... ......... ......... ~ 24019 I1 A 5/27/2020 6/3/2020 6/10/2020 6/17/2020 6/24/2020 7/21/2020 De p t h i n F e e t 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Profile Change in Inches -1 -0.5 0 0.5 1 24019 I1 B 5/27/2020 6/3/2020 6/10/2020 6/17/2020 6/24/2020 7/21/2020 De p t h i n F e e t 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Profile Change in Inches -1 -0.5 0 0.5 1 --+- ■ - ■ - ■ - ■ - ■ - ■ - - - - - - - - ■ - ■ - ■ . -........ r------' ' ' ' ' ' ' ' r------' ' ' ' I a a a 1) 1) r~ r~ T . ....... ........ r------' ' ' ' ' ' ' ' r------' ' ' ' I --+--........ ....... ........ 24019 I2 A 5/27/2020 6/3/2020 6/10/2020 6/17/2020 6/24/2020 7/21/2020 De p t h i n F e e t 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 Profile Change in Inches -1 -0.5 0 0.5 1 24019 I2 B 5/27/2020 6/3/2020 6/10/2020 6/17/2020 6/24/2020 7/21/2020 De p t h i n F e e t 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 Profile Change in Inches -1 -0.5 0 0.5 1 --+- ■ - ■ - ---■ -■ - - - ■ -■ -■ - -- ■ - ■ --- -■ - ■ --- ■ -■ -■ - -- ■ - ■ - - - - ■ -........ 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APPENDIX D Laboratory Test Results a Laboratory Testing Program Laboratory tests were performed on representative soil samples to determine their relative engineering properties. Tests were performed in accordance with test methods of the American Society for Testing Materials (ASTM) or other accepted standards. The following presents a brief description of the various test methods used. Maximum Dry Density – Maximum Dry Density Testing was performed on bulk samples in accordance with ASTM D-1557. Plots of the maximum dry density and optimum moisture curves are presented in the following pages. In-Situ Moisture and Density - The in-place density of selected sample was determined from intact samples utilizing ASTM D-2937 drive-cylinder method. Moisture content of intact and bulk samples was determined in accordance with ASTM test D-2216. The dry density and moisture content values are indicated on the attached Exploration Logs, Appendix C. Shear Tests - Shear strength parameters for use in the slope stability analysis were determined by either Direct Shear (ASTM D-3080) or Torsional Ring Shear (ASTM D-6467) test methods. The Direct Shear test method utilizes an intact or remolded ring sample which is subject to a predetermined series of normal stresses and then sheared horizontally along a failure surface to provide the drained shear strength of the soil. The Torsional Ring Shear test utilizes a remolded sample (usually of a slide plane) which is prepared to its approximate liquid limit and sheared at predetermined normal stresses in a specialized device to provide the drained residual shear strength of the soil. Sieve Analysis- Particle analysis (grain size distribution) was performed on selected representative samples in accordance with ASTM D-422 test method. Atterberg Limits- Procedure ASTM D-4318 was used to determine the liquid limit (LL), plastic limit (PL) and plasticity index (PI) of selected fine-grained soils. a Sample Sample Passing Dry Moisture Peak Peak Peak Peak Liquid Plasticity Expansion Expansion Hydro Normal Location Depth Type No. 200 Density Content φ c φ c Limit Index Index Potential Response Stress (ft)(%)(pcf)(degrees)(psf)(degrees)(psf)(%)(psf) B-2 5'Ring --125.6 9.9 -------------------- B-3 3'Ring --96.1 22.6 ----------------0.36 500 B-3 0-5'L Bulk ------------------72 Medium ---- B-3 6'Ring --94.7 29.7 -------------------- B-3 10'Ring --97.7 26.4 ----------------4.24 1250 B-3 10-15'L Bulk 86.8 ------------55 31 -------- B-3 15'Ring --97.1 26.9 26 1190 ---------------- B-3 20'Ring --105.2 21.8 -------------------- B-3 25'Ring --102.8 24.8 29 1180 ---------------- B-3 30'Ring --95.4 25.6 -------------------- B-3 35'Ring --98.5 12.2 -------------------- T-1 4'S Bulk ----------7 0 ------------ T-2 11.5'S Bulk ----------23 0 ------------ T-2 12'Ring --90.8 29.6 -------------------- T-2 13.5'Ring --91.5 24.7 -------------------- T-2 15'Ring --90.7 27.5 -------------------- ASTM 6466 Direct Shear Tortional Shear ASTM D 3080Sample Location Hillside Patio Homes Summary of Laboratory Test Results FN: 24019.2 ASTM D 4546 ASTM D 422 ASTM D 4829 ASTM D 2937 ASTM D 4318 File Name: DIRECT SHEAR TEST File No.: Laboratory Report Date: Technician: Peak Ultimate 26 26 1190 660 TerraPacific Consultants Inc. 4010 Morena Boulevard, Suite 108, San Diego, CA 92117 / Phone: (858) 521-1190 Fax: (858) 521-1199 Hillside Patio Homes Friction Angle Φ' (deg) Cohesion C' (psf) 24019.2 6/3/2020 JMS Sample No.& Location:B-3 @ 15' Specimen Preparation:Inundated Sample Type: Soil Description: Light grey claystone Intact 0 500 1000 1500 2000 2500 3000 3500 4000 0 500 1000 1500 2000 2500 3000 3500 4000 Peak Strength Test Results Ultimate Strength Test Results 0 500 1000 1500 2000 2500 3000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30Sh e a r S t r e s s ( P S F ) Strain (%) 500 PSF 1000 PSF 2000 PSF Sh e a r S t r e s s ( P S F ) Normal Stress (PSF) ------,__ ----,,,,_. - j 1--------..... A -"""'---~, ' I I I I ~~ ~~ □ ~~ -~ .... ..... ~~ -~ I:,. ~~ ~~ f-+-!-+- I I I j~ I I I I ■ T~rr~P.9~i~i.<t File Name: DIRECT SHEAR TEST File No.: Laboratory Report Date: Technician: Peak Ultimate 29 29 1180 600 TerraPacific Consultants Inc. 4010 Morena Boulevard, Suite 108, San Diego, CA 92117 / Phone: (858) 521-1190 Fax: (858) 521-1199 Hillside Patio Homes Friction Angle Φ' (deg) Cohesion C' (psf) 24019.2 6/4/2020 JMS Sample No.& Location:B-3 @ 25' Specimen Preparation:Inundated Sample Type: Soil Description:Dark Green/Grey Claystone Intact 0 500 1000 1500 2000 2500 3000 3500 4000 0 500 1000 1500 2000 2500 3000 3500 4000 Peak Strength Test Results Ultimate Strength Test Results 0 500 1000 1500 2000 2500 3000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30Sh e a r S t r e s s ( P S F ) Strain (%) 500 PSF 1000 PSF 2000 PSF Sh e a r S t r e s s ( P S F ) Normal Stress (PSF) ------------------ I, II 1/ ' I I I I ~~ ~~ □ ~~ -~ .... ..... ~~ -~ I:,. ~~ ~~ f-+-!-+- I ... I I I I I ■ T~rr~P.9~i~i.<t 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 92 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com APPENDIX D Boring Log and Test Data Cotton Shires June 17, 2020 Page 7 Project SC6030 PROJECT LOCATION: 3325 Vivienda Circle PROJECT NO.: SC6030 60 _/ ,,r @ @) 50 V p L / A s 40 V T I V C I 30 T l;/ y I • N 20 J D V E ... X ISi / 10 V CL-ML / @ E) 0 0 20 40 60 80 100 LIQUID LIMIT (LL) Specimen Identification LL PL Pl Fines Classification • TP-1/S-1 4.0 44 24 20 84.9 LEAN CLAY with SAND CL IJI TP-2/B-1 0.0 30 17 13 54.0 SANDY LEAN CLAY CL ... TP-2/S-1 1.5 38 22 16 71.0 LEAN CLAY with SAND CL * TP-2/S-2 2.0 54 27 27 95.1 FAT CLAY CH ATTERBERG LIMITS' RESULTS Figure A.1 June 17, 2020 Page 8 Project SC6030 D R y 135 130 125 120 D 115 E N s I ~ 110 p 0 u n d105 s p e r C u b i C F 0 0 t 100 95 90 85 80 75 0 \ \ I/ I • \ ' \ \ \ Job No. SC6030 Date 6/17/20 \ \ Project -3325 Vivienda Circle \ \ \ \ \ \ ' \ \ \ \ \ Source of Material TP-2/B-1 0.0 \ \ Description of Material CL \ ' \ \ Test Method 1557B \ \J =\ V ~ \ \ \ / \ \ \ = \ \ f\ \ \ \ TEST RESULTS \ \ \ I\ \ ~ \ \ \ Maximum Dry Density 117.9 PCF \ \ \ ' Optimum Water Content 11.6 % \ \ \ \ \ \ \ I\ \ ATTERBERG LIMITS \ I\ \ \ \ \ \ _JJ,_ _EL _EL I\ \ " I\ \ 30% 17% 13% \ r,.,. I\ \ ' \ I\ \. CURVES OF 100% SATURATION \ \ r-.. FOR SPECIFIC GRAVITY EQUAL TO \ \ ' 2.80 \ I\ \. \ I\ !,. 2.70 \ \ \ I\ ' 2.60 \ I\ ~ I\ \ ' \ \. \ \ ' \ \ f\. \. \ ' r\ '\ \ \. '\ ' I\. I'\. ' \. ' \ ~ I'-. \ ' \. ' "'- ' " I\. ' " ... '-'\ ", I"-.. "- " "- ' 10 20 30 40 WATER CONTENT (Percent Dry Weight) MOISTURE-DENSITY RELATIONSHIP GeoConcepts June 17, 2020 Page 4 Project SC6030 LABORATORY RECAPITULATION 1 PROJECT: 3325 Vivienda Circle PROJECT NO.: SC6030 Exploration Depth (ft) Material Dry Density In Situ (P.C.F.) Moisture Content (%) Cohesion (K.S.F.) Friction Angle (degree) TP-1/S-1 4 CL 32.1 TP-2/B-1 0 CL 106.6 17.6 0.2 25 TP-2/S-1 1.5 CL 29.4 TP-2/S-2 2 CH 22.4 June 17, 2020 Page 5 Project SC6030 PROJECT LOCATION: 3325 Vivienda Circle PROJECT NO.: SC6030 SAMPLE LOCATION: TP-2/8-1 @ 0.0 DESCRIPTION: CL 0 1 2 3 4 5 6 6 s H 5 E A R 4 s T R E ~ 3 N ~ G / T H / V 2 k / s f .,,.-..-1 / 1 / 0 NORMAL PRESSURE, ksf Test Results Moisture Content (%) Density (pct) Remolded Shear (90%) lnsitu: 17.6 Dry Density: 106.6 Phi (deg): 25.0 Saturated: 21.4 Cohesion (ksf): 0.200 SHEAR TEST DIAGRAM FigureS.1 June 17, 2020 Page 6 Project SC6030 ~ ~ U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 112 3/8 3 4 6 810 141s20 30 40 50 70 100140200 100 I I I I ~ ::::t±-l-1. I I I I I ~ ~ n--, ... N"-1 ! \ 90 k ~ i lJl " ,._ ~ \ ~ ~ ~; r--. ~ \ 1 \ 80 ! r. : l~ \ : ~ ~ N ~ ~ \ !"') :, p ! ! t\ l " "'-! ~ ! ~70 ~ \ ~ C ~ \ ~ E ! l ,_ I\~ N \ .. r. ~ ! ! ! Tao ! l l \ F I \ I\ I \ -~ \ N l j~ E50 ~ \ R i l i ' ' ' ' ; i ; ; B ~ I \ -¾ \ y 40 ! l '., w la.:-,_ E ~ I I ! ! l GJQ ! l ! '-u IL : ' llllll ~· i\ H ~ ' i -.... T I ~m ~ ~It • \\ ! ~ l'I 20 ~~ : ' ' ~ ~ I • 10 ! l ~ : : 0 ~ I ~ 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium I fine Specimen Identification USCS Classification MC% LL PL Pl Cc Cu • TP-1/S-1 4.0 CL 32 44 24 21 Ill TP-2/B-1 0.0 CL 18 30 17 13 • TP-2/S-1 1.5 CL 29 38 22 16 * TP-2/S-2 2.0 CH 22 54 27 27 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt I %Clay • TP-1/S-1 4.0 4.75 0.02 0.003 0.0 12.9 46.8 38.0 Ill TP-2/B-1 0.0 4.75 0.11 0.029 0.0 41.7 30.0 24.0 • TP-2/S-1 1.5 4.75 0.05 0.002 0.0 28.1 35.0 36.0 * TP-2/S-2 2.0 4.75 0.00 0.0 4.9 29.6 65.6 PROJECT -3325 Vivienda Circle GRADATION CURVES GeoConcepts I,. ... www.GeoConceptsInc.com 14428 Hamlin Street, #200, Van Nuys, CA 91401 + (818) 994-8895 Office + (818) 994-8599 Fax June 17, 2020 Project SC6030 Matt Janousek Cotton Shires and Associates, Inc 699 Hampshire Road, Suite 101 Thousand Oaks, California 91361 Subject: RESULTS OF LABORATORY TESTING 3325 Vivienda Circle Carlsbad, California 92009 Mr. Janousek: Pursuant to your request, presented herein are the results of soil engineering laboratory testing on the soil samples you provided. Interpretation of the laboratory test results and applications of the results on the design and construction of the project are beyond the scope of our work. Services performed by this facility were conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other warranties are expressed nor implied. Should you have any questions regarding these laboratory test results, please do not hesitate to contact the undersigned at your convenience. Respectfully submitted, GEOCONCEPTS, INC. 1 Raffi Dermendjian Project Engineer PE C. 88261 RD/SJW: SC6030 Distribution: (3) Addressee eo Geolo~ij -Geotechnical En~ineerin~ ~ z n June 17, 2020 Page 2 Project SC6030 LABORATORY PROCEDURES Laboratory testing was performed on samples obtained as outlined in Appendix I of this report. All samples were sent to the laboratory for examination, testing in general conformance to specified test methods, and classification, using the Unified Soil Classification System and group symbol. Moisture and Density Tests The moisture content of the samples were determined. The results are tabulated in the Laboratory Recapitulation - Table 1. Shear Tests Direct single-shear tests were performed with a direct shear machine. The desired normal load is applied to the specimen and allowed to come to equilibrium. The rate of deflection on the sample is approximately 0.005 inches per minute. The samples are tested at higher and/or lower normal loads in order to determine the angle of internal friction and the cohesion. The results are plotted on the Shear Test Diagrams and the results tabulated in the Laboratory Recapitulation - Table 1. Moisture-Density Relation (Maximum Density Test) Compaction tests are performed on representative samples to determine compaction characteristics. A sample at a selected water content is placed in five layers in a mold. Each layer is uniformly compacted with a hammer. The resulting dry density is determined. A sufficient number of samples are tested at varying moisture contents to determine the moisture- density relation. The test results are shown in the Laboratory Recapitulation - Table 1. Grain Size Analysis Sieve A group of sieves is assembled with a solid collecting pan at the bottom. The sample is placed in top sieve. The assembly is placed in the sieve shaker. Upon completion of the sieving operation the weight of the material retained on each is determined. Hydrometer The sample is thoroughly mixed with sodium hexametaphosphate solution. The mixed solution is transferred to the sedimentation cylinder. The hydrometer reading is recorded at specified time intervals. Atterbergs Limits Liquid Limit A sample at a specified moisture content is placed in the liquid limit device. The cup drops required to close a groove in the sample is recorded. Three samples at varying moisture contents are tested. Plastic Limit June 17, 2020 Page 3 Project SC6030 A sample at a specified moisture content is rolled on a glass plate. The moisture content is varied until the sample crumbles at a diameter of 1/8". Rig Type: Hand-Excavated • COTTON, SHIRES AND AsSOCIATES, INC. Project No: SC6030 Test Pit Date: 05/22/2020 Location: Below sub-slide, lower slope EXPLORATORY TEST PIT LOG No. TP-1 Logged by: CD DEPTH ENGINEERING GEOLOGIC DESCRIPTION REMARKS Basal Contacts: A 0-8" Qls Silty-clay (CL): Light olive gray to orange-brown, moist, stiff 1 @ 8" thin clay seam, sub-slide? 1. N40°W,38°SW B 8"-4.0' Qls Claystone, olive-gray, moist, moderately hard, weathered, highly fractured and 2. N30°W, 15°SW sheared, open near-vertical fracture w/ abundant rootlets, 1/4" to 1/2" diameter, iron-oxide staining along fractures and rootlets. Moderate seepage @3.5-4' 2@ 4': Lean Clay with Sand, 1-2" thick, Basal rupture near surface C 4'-5.5' Santiago Formation (Tsa) Claystone, dark gray to olive-gray, damp to moderately moist, hard, locally cemented, slightly fractured GRAPHIC REPRESENTATION: South wall SCALE: 1" = 5' TEST PIT TREND: NATURAL SLOPE INCLINATION: Level I I I I + + + + + + + + + + + + + + + + + I I I I I I l + t + : + + + + + + + + + + + + I I I I I I I I I ' ~ "1 . -2\tl.tr/~--~ - -I / ""'~S~ --1/1/ :::::X -- -'-,,;:r I I I I I /_ 0 .o...l I IAI ---_ _J y ~ jJ[ I 2' I I I =i ~ ti-,-,, I I I --:J B -I I I ---I I I Al• I I E 1 --o... - 'I I I =t• -D -(2/)S ,-:-t)..._ mple S1 @4' -P1 I I I I I ~d at 51.5' Rig Type: Test Pit Location: DEPTH A 0-2' B 2'-10.5' Hand-Excavated • COTTON, SHIRES AND AsSOCIATES, INC. Base of Head Scarp EXP LORA TORY TEST PIT LOG No. TP-2 Qls ENGINEERING GEOLOGIC DESCRIPTION Sandy Lean Clay (CL): Variable orange to yellow-brown to olive gray, moist, stiff, fine sand, drain pipes, PVC, fragment of roof gutter, vegetation G)@ 2' Basal Rupture Zone, 3 1/2" wet clay over 1/8" thick Lean clay with sand seam, olive green Santiago Formation (Tsa) Claystone, dark olive-gray, moderately moist, moderately hard, high plasticity, sheared, waxy, fractured to 5', less fractured and harder at 10' No water or seepage encountered. Project No: SC6030 Date: Logged by: 05/22/2020 CD REMARKS Basal Contacts: 1. N10°W, 47°SW on NW wall 2. N35°W, 34°SW on SE wall GRAPHIC REPRESENTATION: NW wall SCALE: 1" = 5' TEST PIT TREND: NATURAL SLOPE INCLINATION: Level + + + + + + + +- + + + + + + + + + +-+-+-+-+-+--+-+: t I I I I /_ CT n ?,--Head Scarp> +-+-i--+-+ + + + + + + + + + + + / I 0 -+'-+:--+-+--+-+-+-t-+-t-1 LI LI LI LI 't:t -......, ...... --t--t-._._._.._.._ _________________ _ -/ -M 1. M 2'--r-® / -Sam 11e s11@ 11 :i--(21 s_rr1a11 ba@s) -clay se1a Sample B1 : '/"@ : Sample Sj @121 ziplocltbagJ -Santiago m ca stooe 0-2:-5' -TT / -U 4 , _ _ _j B 1--+-,~+-+-+-+--1-1--+--1-+-+-+-+-+--1-1--1-1-+-+-+-+-+--1-1--1-1-+-+-+--+-+-+-1-1~~.:=:1_:-_:-_::-_:-_;_:;-_:2:~_:-_:-_:: I I I I 1,r n7 +-+-+-+,+,-+-+-+-,~1-+-,+-+--t--t--t-t--1-1-+-r+--t--t--t-t-1-1-+-+-+--t--t--t-t-1-1-+-+-t--t-+-t-t-1-1-+-+-+-~ +-+-l+-+--+-+-+-t-t--1IHl~,l-=.:-:;1:1~1~:=~1~:;::1 .:.:1~:=:::;1::.:~:::;:;;::::.:~~::;::;;:::::~~::;::;;::::.:::~::;::;;::::.:::: 6, I I I _l_ 'Ll : 1cJ --3 " HaM }rdgeHro :o' -1i>.5 8'1 I I +-+-'+-+--+-+-t-t-+--,~~ I I I I I I I I I I I I I I I 10-' _ _.. __ _ . I I I I I I + EndJat 'I 0.5' + (-20.§' fro ~OIZ.Jf !"lead scarp) + . . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Rig Type: N/A .., COTTON, SHIRES AND AsSOCIATES, INC. Project No: SC6030 Test Pit Location: Landslide Head Scarp EXPLORATORY TEST PIT LOG No. __ _ Date: Logged by: 05/22/2020 CD DEPTH A 0-5" B 5"-1 .3' C 1.3'-2.7' D 2.7'-3.3' E 3.3'-7' F 7'-10' ENGINEERING GEOLOGIC DESCRIPTION 4" concrete patio over 1" sand af - af - af - af - Sandy Lean Clay (CL): mottled gray to olive brown, damp, sand fine-grained, moderately stiff Sandy Lean Clay (CL): dark orange-brown, sl. moist, stiff, angular to subrounded gravel-size clasts of siltstone, claystone, rootlets Sandy Lean Clay (CL): mottled olive green to medium orangish brown, moist, stiff, more clay Sandy Lean Clay (CL): mottled orange to yellow brown, mod. moist, stiff, subrounded to angular gravel-size clasts of siltstone and claystone, to 6" in length Santiago Formation (Tsa) Claystone, dark olive green, moist, stiff, weathered, high plasticity, iron-oxide (FeO2) stringers, abundant gypsum, fractured GRAPHIC REPRESENTATION: East face SCALE: 1" = 5' TEST PIT TREND: NATURAL SLOPE INCLINATION: 60° (towards viewer) I + + + + + + + + Wood Fence + + + + 1 ' ' ' 1 -1-1 Re idonce Co ner + t + t t + t ....... + ....... t ....... +..-+-<+1-1-1-1-++-+-+-+ +-+-+ +-=R Sect1on I\Jleasured +I l =!=I [HJ 3 ora o lace -t-t-t-tt-t->-+-+-+-+-+-+-++-++ ++-++-++-+-+-+-+-t~ -1__;,_:-:,_+-+-+-+-+-..--t-1~ -+:--+-t-t-t-t-t--+-lt-t-t--1-1 ~ ~ 'concr te patio -H +-+-+-+--+-+-1-+-:-•-1-1 .............. ......_o--+-..-+--+-+--+-1-+-1-+1-<f--.,1-1 ....... 1-t1,-+-1+-1~11 ii I I I I I qViE;f 1;s1a\'1q77 I I I I I : I : I I I 1~--+-lt-t-t-t-t-t-t-t-+-+-+- 0 ~= / ,,, ± 111 I I I I I I B -t I I I I ;:r I I H-+-1-6 ~~II fo15'tirw~6LtU 6 ~i L~--1 I I 111111 I I I 11111111 I, e I I II 111111 I I II I r 7 :._mi::· ~:~,:~'~=;=;=;=;=;=;:ii i i i i =;=;=;=;=;=;::i i i i i i :;=;=;=;=;=;::i i i i i i ~I I I : I ~:;=;=;=;=;=;::: i i i i i ;=;=;=;=;=;=i i i I i i ;=;=;=;=;:=;i i i ii : ;.=--•' .sloug--::::=---h 1 "'-1-+-t-t-t-___,+-t-+-t-+-t-t-t+-+-+-+-+-+- 8' -· !,-+-+-+-+-++-+-1-+-+-+-\ I IF I -+-+-+-+-+-+-I: ,/ J -+-t---1-t-t-t-lt-t-t-t-+-+-+-+-+-+-t-t-t-t-t-t-+-+-+--t-t-+-t--+-t--t-t-+-+- +-+-+-+-+-+-+-+-1-+-1-+-+--.-~\ ~,.-+-+-+-+-+-+-+-+-+-+-+-1-11-1-1-1-+-l-+-l-t 10~· ~+-.~+-~+:.:..:..:.:.-::.-::.-::.:.::::::~~1:1:1:::::::::::::::::::1~1~1:1::1::::::::-"'~ 1--+-Jt-,t-t-,t-t-+---+--1 ~ +-+-+-+-+-+-+-+-+-+-+-1-+--t-+-+-+--t-t-+-t--+-+-+-+-t-tt-t-+-+-+-+-+-+-+ He d Scar H i ht 0' + +-+-+-+-+-t--+-+-t-t-+-1-+--t-+-+-+--t-t-+-t--+-t--t-t-t-tt-t-+-+-+-+-++-+-+-+-+-+-1-+--t-+-+-+ I I T TT~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I COTTON, SHIRES AND ASSOCIATES, INC. LOG OF EXPLORATORY DRILLING Drilling Contractor/Rig Boring Project No. Date of Drilling Hole Diameter Weather Pacific Mini Mole Track Rig B-3 (I-2) SC6030 5/19/2020 6" Sunny, 60's Remarks De p t h (f e e t ) Gr a p h i c Lo g US C S Cl a s s . Geotechnical Description Sa m p l e De s i g . Dr y D e n s i t y (p c f ) Mo i s t u r e Co n t e n t ( % ) SP T Bl o w s / f t Sa m p l e Ty p e Re c o v . (% ) Sheet 1 of 2 HIRES AND ASSOCIATES, INC.SC CONSULTING ENGINEERS AND GEOLOGISTS OTTON, Fill: Sandy Lean Clay (CL); mottled gray to olive brn, moist, stiff. F-M sand, Tr. F. gravel, heavy iron-ox staining. 6 Surface Logged By Grass MJJ/CDProject Location Vivienda/Dorado Landslide 3313 Dorado Place (See Map) Santiago Formation (Tsa): Olive Gray, Highly wx claystone/siltstone, friable, w. gypsum crystals, some iron-ox staining. 13 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 CL Weak, decr. wx., decr. crystals, decr. staining, below 11' Light gray at 16' ol. gray, mod. hard, siltstone, below 21' 11 8 12 6 7 9 18 21 16 26 24 29 34 - I I I I I I I I I I 7 -- - - ----.......... - - ]fil_r -L------ftttm- --- - - --- - ----- -1-- -- - -1-- -L __ L--~-~r-,,-7--l- ---- ---- -- - -.......... -- -- -1-- - --- I ___,J COTTON, SHIRES AND ASSOCIATES, INC. LOG OF EXPLORATORY DRILLING Drilling Contractor/Rig Boring Project No. Date of Drilling Hole Diameter Weather Pacific Mini Mole Track Rig B-3 (I-2)(cont.) SC6030 5/19/2020 6" Sunny, breezy, 70's RemarksDe p t h (f e e t ) Gr a p h i c Lo g US C S Cl a s s . Geotechnical Description Sa m p l e De s i g . Dr y D e n s i t y (p c f ) Mo i s t u r e Co n t e n t ( % ) Fi e l d Bl o w s / f t Sa m p l e Ty p e Re c o v . (% ) 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 Sheet 2 of 2HIRES AND ASSOCIATES, INC.SC CONSULTING ENGINEERS AND GEOLOGISTS OTTON, light gray, below 30' @37.8' Metavolcanics (Mzu): dark orange to yellow brn, highly wx, fractured, heavy iron-oxide staining Inclinometer: 4' x 10' sections 2/3 50-lb bag hydrogel 2 1/3 bags Portland Cement 40 gal. water 28 50/6" 50/5" 50/3" Surface Logged By MJJ/CD Grass Project Location Vivienda/ Dorado Landslide 3313 Dorado (See Map) SPT SPT Drill chatter, at 31' (cuttings were sandy clay on augers) Decr. moisture, below 26' Decr. moisture, incr. iron oxide staining, below 32' wx rock interbeds, at 35' 50/6" 50/5"TD 38.2' - =ll -- - -- -- -,-- ,-- 1-- i--- -1-- - - r-- -1-- -- - - - -_JUL - L __ L-~f-----1-----1---=1===1=-t=t=+---+---t-nl-- --- -,----- _ l±:::t[_ r--L--l---~-~~-11"-j==l--- -- - -- -,-- --- - -1-- -- -1-- - - --- -- '~ I I I I I I I I I I ., !"# $#% %&'()*+, $-./ $#% ' 0 1 2 3 % " " , 0 / 4 1 0561 0 7 4 1 0 5 4 1 089 0 7 : 1 7 5 ;2 < 2 6 = 2 > ? . ' @ 9 2 3 % " " , 5 8 ; 2 < 2 6 = 2 > ? . / : ;2 < 2 5 = 7 A ;2 < 2 A B C4; :4; $-.6 3 % " " D 3 % " " D ! != E E=%& %& F " G 2 ( F H F " G 2 ( F H D DD $-.6 IFJ%(*F+2F&2(H#(2K*(L2M%N26464 %& •• • ~ • • • .... ■-(.) ns -c C: a., ■-> ■-> 3329 Vivienda Cir • I • • • • l D. I \5 !J r· • ~· 3327 Vivienda GJ .r .. . . '·-1 ..... " \ ·O • •t 3325 Vivienda Cir 3323 Vivienda Cir , • • • • • • -~ ¢, .. ,,. ..A ..c;_.,. __ A l b __ ';,_-_-----'-.-,c,_ __ __,, Notes: Topography co llected by GPS and drone photogrammetric point cloud topographic survey by Cotton, Shires and Associates, Inc. on May 19, 2020. Elevation datum is NAVD88. Topography shown was created by using a processed 3" XY grid spacing using minimum grid height (minimum height of all points within the grid). Contour interval is 2'. 1. This is not a map of a boundary survey. No property corners have been set as part of this work. 2. Survey monuments found in the course of this mapping are set by others, and have been used only as a reference for the purpose of topographic mapping , without our ve rification of their agreement with applicable legal descriptions and se niority of deeds. 3. Relation of topographic features (i.e., fences, walls, trees, power poles, etc.) to property lines as shown on this map is subject to the adjustments that a boundary survey may require. 4. Th is survey was prepared without the benefit of a Tille Report. Easements, if any, are not shown on this map. 5. If this map is provid ed in an electronic format as a courtesy to client, delivery of the electronic file does not constitute de livery of a professional work product. The signed paper print delivered with this electronic file constitutes our professional work product and , in lhe event the electronic file is alte red , the print mu st be referred to for the original and correct survey information. We shall not be responsible for any modifications made to the electron ic file or for any products derived from the electronic file which are not reviewed, signed and sealed by us. J 0 • 0 • '::. 0 \ T~@ \ \ I ~ 4 ~ • ,:. ~ ~ N • :~t • ©> ~-v r;t:, • ~. ~' 266 o) 'N I ';J <t \ \ ~ 0 \ "\\' \ \ \ • • .. EXPLANATION: ~B-3 Location of small diameter boring / inclinometer, May 2020 3309 Dorado Pl 3311 Dorado Pl [] " 3313 o Pl 0 • . . - • 3315 Dorado Pl / I • ·- z 0 " ~ • • .. : • .. - 0 "' "' "' a A '~ \ • 0 • • 5 10 (feet) 9' -~ ~ • cJ ti 0 • -0 ., t 20 _,,,. .Ii I I' V •. • , •• .. - 0 • • d COTTON, SHI RES AND ASSOClA TES, INC ai. CONSUL TING ENGINEERS AND GEOLOGISTS TOPOGRAPHIC MAP VIVIENDA/DORADO LANDSLIDE CARLSBAD, CALIFORNIA GEO/ENG BY SCALE PROJECT NO. TRH 1"=10' SC6030 APPROVED BY DATE FIGURE NO. POS June 2020 1 COTTON, SHIRES AND ASSOCIATES, INC. LOG OF EXPLORATORY DRILLING Drilling Contractor/Rig Boring Project No. Date of Drilling Hole Diameter Weather Pacific Mini Mole Track Rig B-1 SC6030 5/18/2020 6" Sunny, 70's Remarks De p t h (f e e t ) Gr a p h i c Lo g US C S Cl a s s . Geotechnical Description Sa m p l e De s i g . Dr y D e n s i t y (p c f ) Mo i s t u r e Co n t e n t ( % ) SP T Bl o w s / f t Sa m p l e Ty p e Re c o v . (% ) Sheet 1 of 1 HIRES AND ASSOCIATES, INC.SC CONSULTING ENGINEERS AND GEOLOGISTS OTTON, Fill: 1' Top Soil 50/6" Terminated due to refusal at 7.5' Surface Logged By Grass MJJ/CDProject Location Vivienda/Dorado Landslide 3327 Vivienda (See Map) Metavolcanics (Mzu): Tan to grey, mod. to highly wx, closely fractured, mod. strong, hard, heavy iron-ox staining 50/6" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 - - - - - - ,- ,- ,----- ,----- ,----- iT-r1:C[11 l-~---------fillf177r-- - - - --- - - - - -- - - - - - - ,----- ,-----,-,- ,----- I I t-- t-- ;-,- ,----- ,----- ,----- ,----- COTTON, SHIRES AND ASSOCIATES, INC. LOG OF EXPLORATORY DRILLING Drilling Contractor/Rig Boring Project No. Date of Drilling Hole Diameter Weather Pacific Mini Mole Track Rig B-2 (I-1) SC6030 5/18/2020 6" Sunny, 70's Remarks De p t h (f e e t ) Gr a p h i c Lo g US C S Cl a s s . Geotechnical Description Sa m p l e De s i g . Dr y D e n s i t y (p c f ) Mo i s t u r e Co n t e n t ( % ) SP T Bl o w s / f t Sa m p l e Ty p e Re c o v . (% ) Sheet 1 of 1 HIRES AND ASSOCIATES, INC.SC CONSULTING ENGINEERS AND GEOLOGISTS OTTON, Fill: Sandy Lean Clay (CL); Tan, v. moist, v. stiff, F-C sand, some F-C angular gravel, heavy organics upper 1' 26 TD 19.5' Surface Logged By Grass MJJ/CDProject Location Vivienda/Dorado Landslide 3327 Vivienda (See Map) Santiago Formation (Tsa): Olive Gray, Highly wx claystone/siltstone, weak 50/1.5" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 CL Metavolcanics (Mzu): Tan to grey, mod to high wx, closely fractured, mod. strong, hard Primarily Metavolcanics mixed w/ Santiago Lighter drilling, at 12'-16' Primarily Metavolcanics, below 16' 50/2" 50/5" Inclinometer: 2'x10' sections 13 - 50 lb bag of hydrogel 2 bags Portland Cement 30 gal. water SPT - f--- - 1-- - ---f--- -- --- - - -1111 - L ' - ' - ~ - f--- -- - f---- -~ - f--- - --- f--- - --- f--- --1-- -f--- -- _..JddL --1-- - - --- - L --L ' -- ' - - - - ~ - f--- -1-- - f--- -1-- -- -f--- -- - -,- 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 108 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com APPENDIX E Boring Log and Test Data Ninyo & Moore Geotechnical & Environmental Sciences Consultants GEOTECHNICAL MAP NOTE: DIMENSIONS, DIRECTIONS AND LOCATIONS ARE APPROXIMATE. I REFERENCE: COTTON, SHIRES AND ASSOCIATES, INC., DATED MAY 2020.0 FEET FIGURE 2 20 400 N 2 1 0 9 0 4 6 0 0 1 G M . D W G A O B PRICE RESIDENCE MOORE RESIDENCE WALKER RESIDENCE CURRY RESIDENCE SHEURS RESIDENCE T-2 TD=20.0 T-1 TD=5.5 B-3/I-2 TD=38.2 B-1 TD=7.0 B-2/I-1 TD=19.0 B-3/I-2 TD=38.2 BORING (TERRAPACIFIC, 2020) TD=TOTAL DEPTH IN FEET LEGEND T-2 TD=20.0 TEST PIT (TERRAPACIFIC, 2020) TD=TOTAL DEPTH IN FEET TEST PIT (NINYO & MOORE) TD=TOTAL DEPTH IN FEET TP-2 TD=9.5 TP-1 TD=10.0 TP-2 TD=9.5 WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 I 12/20 APPROXIMATE EXTENT OF SLOPE FAILURE cle cle ace ace aceLOCATION OF SLOPE FAILURE (., 'si I) -· i ~: 33~7 Vivienda Cj_r ''•') ...... -J ' 3311 Dorado Pl 3313 Dorado Pl . . . I 3315 Dorado Pl Ninyo & Moore | 3311 Dorado Place, Carlsbad, California | 109046001 | December 18, 2020 APPENDIX B TEST PIT AND BORING LOGS Field Procedure for the Collection of Disturbed Samples Disturbed soil samples were obtained in the field using the following methods. Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory borings. The samples were bagged and transported to the laboratory for testing. The Standard Penetration Test (SPT) Sampler Disturbed drive samples of earth materials were obtained by means of a Standard Penetration Test sampler. The sampler is composed of a split barrel with an external diameter of 2 inches and an unlined internal diameter of 1⅜ inches. The sampler was driven into the ground 12 to 18 inches with a 140-pound hammer free-falling from a height of 30 inches in general accordance with ASTM D 1586. The blow counts were recorded for every 6 inches of penetration; the blow counts reported on the logs are those for the last 12 inches of penetration. Soil samples were observed and removed from the sampler, bagged, sealed and transported to the laboratory for testing. Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the following method. The Modified Split-Barrel Drive Sampler The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sample barrel was driven into the ground with the weight of a hammer of the drill rig in general accordance with ASTM D 3550. The driving weight was permitted to fall freely. The approximate length of the fall, the weight of the hammer, and the number of blows per foot of driving are presented on the boring logs as an index to the relative resistance of the materials sampled. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. The Split-Barrel Knocker Bar Sampler The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameter of approximately 2.4 inches. The sampler was manually driven into the ground with a hammer weighing approximately 35 pounds. The samples were removed from the sampler barrel in the brass rings, sealed, and transported to the laboratory for testing. Cl) U:-w (.) ~ ....I I-~ ~ al a. 0 ~ ~ ~ 0 w ~ ....I <( LL a::: 0 Cl) en u5 a:i :t: ::i ~ I-3: I-z a. Cl) w >-w :::!: ai 0 0 0 Cl) 0 ....I ::I .2: a:i ~ ~ a:i .... 0 0 XX/XX ? 10 ¥ ~ 15 Geotechnical & Environmental Sciences Consultants z 0 i== . <( Cl) (.) . -U LL • -Cl) Cl) • (/) ::i <( ....I (.) SM CL BORING LOG EXPLANATION SHEET Bulk sample. Modified split-barrel drive sampler. No recovery with modified split-barrel drive sampler. Sample retained by others. Standard Penetration Test (SPT). No recovery with a SPT. Shelby tube sample. Distance pushed in inches/length of sample recovered in inches. No recovery with Shelby tube sampler. Continuous Push Sample. Seepage. Groundwater encountered during drilling. Groundwater measured after drilling. MAJOR MATERIAL TYPE (SOIL): Solid line denotes unit change. Dashed line denotes material change. Attitudes: Strike/Dip b: Bedding c: Contact j: Joint f: Fracture F: Fault cs: Clay Seam s: Shear bss: Basal Slide Surface sf: Shear Fracture sz:ShearZone sbs: Shear Bedding Surface The total depth line is a solid line that is drawn at the bottom of the boring. BORING LOG 0 4 8 12 16 20 24 0 4 8 12 16 20 24 13.6 15.0 25.1 75.3 80.6 91.6 ML ML CL FILL: Light brown, damp, loose, fine sandy SILT; gopher holes observed in upper 6 inches. (Landscape topsoil) Brown, damp to moist, loose, fine sandy SILT; scattered light gray and dark brown chunks; numerous roots up to approximately 3/4 inches in diameter. @ 2.5' to 3': Zone of cobble to boulder-size rocks. Olive gray, moist, stiff, silty CLAY; scattered rootlets. SANTIAGO FORMATION: Dark olive gray, moist, weakly indurated, CLAYSTONE; highly fractured; reddish brown stains. @ 7.5': Slightly less moist; abundant gypsum. Total Depth = 10 feet. Groudwater not encountered. Backfilled on 9/29/20. Note: Groundwater, though not encountered at the time of excavation, may rise to a higher level due to seasonal variations in precipitation and several other factors. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. SCALE = 1 in./4 ft. 109046001 TEST PIT LOG WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA PROJECT NO. 12/20 DATE DE P T H ( F E E T ) Bu l k SA M P L E S Dr i v e n Sa n d C o n e MO I S T U R E ( % ) DR Y D E N S I T Y ( P C F ) CL A S S I F I C A T I O N U. S . C . S . DESCRIPTION DATE EXCAVATED 9/29/20 TEST PIT NO.TP-1 GROUND ELEVATION 286' ± (MSL)LOGGED BY RTW METHOD OF EXCAVATION Manual LOCATION Upper Slope, Above Concrete Swale A B C D A B C D -o-0 ___________________ _ L 0-------------------- 0 4 8 12 16 20 24 0 4 8 12 16 20 24 24.0 25.9 79.6 85.1 ML FILL: Brown, damp, very loose, fine sandy SILT; abundant roots; open vertical fracture due to slope failure. SANTIAGO FORMATION: Dark olive brown, moist, weakly to moderately indurated, clayey SILTSTONE; weathered; fractured; scattered gypsum and dark reddish brown stains. Olive gray and dark yellowish to reddish brown, moist, weakly indurated, silty CLAYSTONE; highly fractured; scattered gypsum. Dark gray, moist, moderately indurated, clayey SILTSTONE. Total Depth = 9.5 feet. (Refusal) Groudwater not encountered. Backfilled on 9/29/20. Note: Groundwater, though not encountered at the time of excavation, may rise to a higher level due to seasonal variations in precipitation and several other factors. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. SCALE = 1 in./4 ft. 109046001 TEST PIT LOG WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA PROJECT NO. 12/20 DATE DE P T H ( F E E T ) Bu l k SA M P L E S Dr i v e n Sa n d C o n e MO I S T U R E ( % ) DR Y D E N S I T Y ( P C F ) CL A S S I F I C A T I O N U. S . C . S . DESCRIPTION DATE EXCAVATED 9/29/20 TEST PIT NO.TP-2 GROUND ELEVATION 280' ± (MSL)LOGGED BY RTW METHOD OF EXCAVATION Manual LOCATION Upper Slope, Below Concrete Swale A B C D A B C D OPEN FRACTURE 0 -------------------- 0 -------------------- 0 5 10 15 20 25 30 0 5 10 15 20 25 30 LANDSLIDE DEBRIS: Dark olive gray, wet, soft, silty CLAY; scattered roots and rootlets; broken concrete from V-ditch. @ 5': Clay seam/slip surface; N40 ° W; 38° SW. Dark gray, wet, firm, silty CLAY; highly fractured; abundant rootlets between fractures; polished surfaces. @ 9': Moderate seepage from upgradient; clay seam approximately 1 to 2 inches thick; N30° W; 15° SW. SANTIAGO FORMATION: Dark gray, moist, strongly indurated, silty CLAYSTONE; difficult to manually excavate. Total Depth = 10 feet. (Refusal) Groundwater not encountered. Seepage encountered at approximately 9 feet. Note: Groundwater, though not encountered at the time of excavation, may rise to a higher level due to seasonal variations in precipitation and other factors. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents. SCALE = 1 in./5 ft. 109046001 TEST PIT LOG WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA PROJECT NO. 12/20 DATE DE P T H ( F E E T ) Bu l k SA M P L E S Dr i v e n Sa n d C o n e MO I S T U R E ( % ) DR Y D E N S I T Y ( P C F ) CL A S S I F I C A T I O N U. S . C . S . DESCRIPTION DATE EXCAVATED 5/22/20 TEST PIT NO.T-1 GROUND ELEVATION 270' ± (MSL)LOGGED BY RTW METHOD OF EXCAVATION Manual LOCATION Mid-Slope ? ? ? ? A A B B C ? A B C CL 0 0 0 0 5 10 15 20 25 30 0 5 10 15 20 25 30 ML ML CL CL CONCRETE PATIO SLAB: Approximately 4 inches thick over 1 inch bedding sand. FILL: @ 5" to 16": Light brown, damp, medium dense, SILT. @ 16" to 32": Light yellowish brown, damp, very stiff, clayey SILT. @ 32" to 40": Olive gray, moist, silty CLAY; dessication cracks. @ 40": Olive gray to dark yellowish brown, moist, firm, silty CLAY; mottled. SANTIAGO FORMATION: Dark olive gray, moist, weakly to moderately indurated, silty CLAYSTONE; highly fractured; scattered iron oxide staining; gypsum flecks/ blebs. Total Depth = 20.8 feet. (Refusal) Groundwater not encountered. Note: Groundwater, though not encountered at the time of excavation, may rise to a higher level due to seasonal variations in precipitation and other factors. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents. SCALE = 1 in./5 ft. 109046001 TEST PIT LOG WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA PROJECT NO. 12/20 DATE DE P T H ( F E E T ) Bu l k SA M P L E S Dr i v e n Sa n d C o n e MO I S T U R E ( % ) DR Y D E N S I T Y ( P C F ) CL A S S I F I C A T I O N U. S . C . S . DESCRIPTION DATE EXCAVATED 5/22/20 TEST PIT NO.T-2 GROUND ELEVATION 288' ± (MSL)LOGGED BY RTW METHOD OF EXCAVATION Manual LOCATION Upper Slope A B C D E E?? A B C D E LANDSLIDE DEBRIS ---------------8-------------------= 0 0 10 20 30 40 50/6" SC FILL:Brown, damp, loose to medium dense, clayey SAND; scattered gravel. METAVOLCANIC ROCK:Dark reddish brown and olive gray, dry to damp, METAVOLCANIC ROCK; weathered. Difficult drilling.Total Depth = 7 feet. (Refusal) Groundwater not encountered during drilling. Backfilled shortly after drilling on 5/18/20. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and other factors. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents. WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 |12/20 DE P T H ( f e e t ) Bu l k SA M P L E S Dr i v e n BL O W S / F O O T MO I S T U R E ( % ) DR Y D E N S I T Y ( P C F ) SY M B O L CL A S S I F I C A T I O N U. S . C . S . DESCRIPTION/INTERPRETATION DATE DRILLED 5/18/20 BORING NO.B-1 GROUND ELEVATION 260' (MSL)SHEET 1 OF METHOD OF DRILLING 6" Diameter Solid Stem Auger (Mini Mole) (Pacific Drilling) DRIVE WEIGHT 140 lbs. (Cathead)DROP 30" SAMPLED BY TerraPacific LOGGED BY RTW REVIEWED BY NMM 1 Geotechnical & Environmental Sciences Consultants 0 10 20 30 40 50/5" 50/2" 50/1.5" 50/2" ML FILL:Reddish brown and gray, medium dense, clayey SILT; little sand. METAVOLCANIC ROCK:Reddish brown and gray, damp, METAVOLCANIC ROCK; weathered. Intensely weathered zone up to approximately 8 inches thick. Intensely weathered; with less weathered zones. Dark yellowish brown. Difficult drilling. Total Depth = 19 feet. (Refusal) Groundwater not encountered during drilling. Inclinometer casing installed on 5/18/20. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and other factors. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents. WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 |12/20 DE P T H ( f e e t ) Bu l k SA M P L E S Dr i v e n BL O W S / F O O T MO I S T U R E ( % ) DR Y D E N S I T Y ( P C F ) SY M B O L CL A S S I F I C A T I O N U. S . C . S . DESCRIPTION/INTERPRETATION DATE DRILLED 5/18/20 BORING NO.B-2/I-1 GROUND ELEVATION 260' (MSL)SHEET 1 OF METHOD OF DRILLING 6" Diameter Solid Stem Auger (Mini Mole) (Pacific Drilling) DRIVE WEIGHT 140 lbs. (Cathead)DROP 30" SAMPLED BY TerraPacific LOGGED BY RTW REVIEWED BY NMM 1 Geotechnical & Environmental Sciences Consultants 0 10 20 30 40 20 16 39 42 63 50/6" 50/5" 50/6" 50/3" 50/6" CL FILL:Dark yellowish brown and gray, moist, stiff, silty CLAY. SANTIAGO FORMATION:Gray with whitish gray streaks, moist, weakly indurated, silty CLAYSTONE; scattered gypsum veins and reddish brown staining. Olive gray; moderately to strongly indurated. Olive gray and light yellowish brown; damp; moderately indurated. Less moisture. Strongly indurated. Light gray and dark reddish brown, damp, strongly indurated, clayey SILTSTONE. METAVOLCANIC ROCK:Dark reddish brown, damp, METAVOLCANIC ROCK; intensely weathered.Total Depth = 38.2 feet. (Refusal) WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 |12/20 DE P T H ( f e e t ) Bu l k SA M P L E S Dr i v e n BL O W S / F O O T MO I S T U R E ( % ) DR Y D E N S I T Y ( P C F ) SY M B O L CL A S S I F I C A T I O N U. S . C . S . DESCRIPTION/INTERPRETATION DATE DRILLED 5/19/20 BORING NO.B-3/I-2 GROUND ELEVATION 288' (MSL)SHEET 1 OF METHOD OF DRILLING 6" Diameter Solid Stem Auger (Mini Mole) (Pacific Drilling) DRIVE WEIGHT 140 lbs. (Cathead)DROP 30" SAMPLED BY TerraPacific LOGGED BY RTW REVIEWED BY NMM 2 Geotechnical & Environmental Sciences Consultants 40 50 60 70 80 Groundwater not encountered during drilling. Inclinometer casing installed on 5/19/20. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and other factors. The ground elevation shown above is an estimation only. It is based on our interpretations of published maps and other documents reviewed for the purposes of this evaluation. It is not sufficiently accurate for preparing construction bids and design documents. WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 |12/20 DE P T H ( f e e t ) Bu l k SA M P L E S Dr i v e n BL O W S / F O O T MO I S T U R E ( % ) DR Y D E N S I T Y ( P C F ) SY M B O L CL A S S I F I C A T I O N U. S . C . S . DESCRIPTION/INTERPRETATION DATE DRILLED 5/19/20 BORING NO.B-3/I-2 GROUND ELEVATION 288' (MSL)SHEET 2 OF METHOD OF DRILLING 6" Diameter Solid Stem Auger (Mini Mole) (Pacific Drilling) DRIVE WEIGHT 140 lbs. (Cathead)DROP 30" SAMPLED BY TerraPacific LOGGED BY RTW REVIEWED BY NMM 2 Geotechnical & Environmental Sciences Consultants Ninyo & Moore | 3311 Dorado Place, Carlsbad, California | 109046001 | December 18, 2020 APPENDIX C LABORATORY TESTING Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on the logs of the exploratory test pits in Appendix B. In-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the exploratory excavations were evaluated in general accordance with ASTM D 2937. The test results are presented on the logs of the exploratory test pits in Appendix B. Atterberg Limits Tests were performed on selected representative fine-grained soil samples to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D 4318. These test results were utilized to evaluate the soil classification in accordance with the USCS. The test results and classifications are shown on Figure C-1. Consolidation Tests Consolidation tests were performed on selected relatively undisturbed soil samples in general accordance with ASTM D 2435. The samples were inundated during testing to represent adverse field conditions. The percent of consolidation for each load cycle was recorded as a ratio of the amount of vertical compression to the original height of the sample. The results of the tests are summarized on Figures C-2 through C-7. Direct Shear Tests Direct shear tests were performed on relatively undisturbed and remolded samples in general accordance with ASTM D 3080 to evaluate the shear strength characteristics of the selected materials. The samples were inundated during shearing to represent adverse field conditions. The results are shown on Figures C-8 through C-10. Proctor Density Tests The maximum dry density and optimum moisture content of selected representative soil samples was evaluated using the Modified Proctor method in general accordance with ASTM D 1557. The results of these tests are summarized on Figures C-11 and C-12. NP - INDICATES NON-PLASTIC PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 4318 USCS (Fraction Finer Than TP-1 No. 40 Sieve) PLASTICITY INDEX CLASSIFICATION 6.5-7.5 5978 USCS CH CH 19 SYMBOL LOCATION DEPTH (ft) LIQUID LIMIT PLASTIC LIMIT CH or OH CL or OL MH or OH ML or OLCL - ML 0 10 20 30 40 50 60 0 102030405060708090100110120 PL A S T I C I T Y I N D E X , P I LIQUID LIMIT, LL FIGURE C-1 ATTERBERG LIMITS TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001_ATTERBERG TP-1 @ 6.5-7.5 • / • V / / V / / / / ~v / / / ~ ., ,, ,, I I I/ Geotechnical & Environmental Sciences Consultants Seating Cycle Sample Location TP-1 Loading Prior to Inundation Depth (ft) 3.0-4.0 Loading After Inundation Soil Type CLAY Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 0.1 1.0 10.0 100.0 CO N S O L I D A T I O N I N P E R C E N T O F S A M P L E T H I C K N E S S ( % ) E X P A N S I O N ( % ) STRESS IN KIPS PER SQUARE FOOT CONSOLIDATION TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 | 12/20 FIGURE C-2 109046001_CONSOLIDATION TP-1 @ 3.0-4.0 ·----·--.... , ------., ' I\ \ \ \ \ \ A \ \ I\ \ \ \ \ '- "'\ \ \ \ I\. \ &. ' ----\ --,-\ ... -~----...... I\ --1---\ -1---& --•-- ---+-- ---+--_.,. __ Geotechnical & Environmental Sciences Consultants Seating Cycle Sample Location TP-1 Loading Prior to Inundation Depth (ft) 5.1-6.1 Loading After Inundation Soil Type CLAY Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 0.1 1.0 10.0 100.0 CO N S O L I D A T I O N I N P E R C E N T O F S A M P L E T H I C K N E S S ( % ) E X P A N S I O N ( % ) STRESS IN KIPS PER SQUARE FOOT CONSOLIDATION TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 | 12/20 FIGURE C-3 109046001_CONSOLIDATION TP-1 @ 5.1-6.1 -~ ,__ 'i~ ' -----~ ~ ............. "" " I\ \ \ ' \ \ \ \ ' ... \ '--... ' ...... r-, --~ i-. ' --- -----\ ' ---~ \ ---I' ----' ~ --\ ...... -I'-~ \ -r--.~ --•-- -+-- ---+--_.,. __ Geotechnical & Environmental Sciences Consultants Seating Cycle Sample Location TP-1 Loading Prior to Inundation Depth (ft) 6.5-7.5 Loading After Inundation Soil Type CLAYSTONE Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 0.1 1.0 10.0 100.0 CO N S O L I D A T I O N I N P E R C E N T O F S A M P L E T H I C K N E S S ( % ) E X P A N S I O N ( % ) STRESS IN KIPS PER SQUARE FOOT CONSOLIDATION TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 | 12/20 FIGURE C-4 109046001_CONSOLIDATION TP-1 @ 6.5-7.5 ~ 1--. -...... "r--... ..................... ~ ~--"" ~ '\ .. _ -I\ -i--....., I\ --... , .... 1' ...... ...... \ ...... ', ' r-... \ ...... ~-\ I'..._ 1-.... \ ,~ \ .... .... '\ --•-- ----+-- ---+--_.,. __ Geotechnical & Environmental Sciences Consultants Seating Cycle Sample Location TP-2 Loading Prior to Inundation Depth (ft) 2.0-3.0 Loading After Inundation Soil Type CLAYSTONE Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 0.1 1.0 10.0 100.0 CO N S O L I D A T I O N I N P E R C E N T O F S A M P L E T H I C K N E S S ( % ) E X P A N S I O N ( % ) STRESS IN KIPS PER SQUARE FOOT CONSOLIDATION TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 | 12/20 FIGURE C-5 109046001_CONSOLIDATION TP-2_1 of 2 @ 2.0-3.0 ~ --r--.... I'\. I'-. '\ I ---........ __ ' ' \. \. \. ~ '\ r-.... '\ \. "'\ \ I\ \ \ \ \ \ '\ \ ·~-\ ---\ -'"J r--..._ ' ---r--\ ..... ... __ \ ,..._ -\ --,....~ --•-- -+-- ---+--_.,. __ Geotechnical & Environmental Sciences Consultants Seating Cycle Sample Location TP-2 Loading Prior to Inundation Depth (ft) 2.0-3.0 Loading After Inundation Soil Type CLAYSTONE Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 0.1 1.0 10.0 100.0 CO N S O L I D A T I O N I N P E R C E N T O F S A M P L E T H I C K N E S S ( % ) E X P A N S I O N ( % ) STRESS IN KIPS PER SQUARE FOOT CONSOLIDATION TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 | 12/20 FIGURE C-6 109046001_CONSOLIDATION TP-2_2 of 2 @ 2.0-3.0 ........ "-....._ ---. --.. ~ .......... ' . ~~ \ ' \ \ \ '\ \ r,,,_ \ ' \ ---... "'\ ~-.... \ -r--._ \ ---' --\ ..... --,.... I\ ........ \ -~ --•-- -+-- ---+--_.,. __ Geotechnical & Environmental Sciences Consultants Seating Cycle Sample Location TP-2 Loading Prior to Inundation Depth (ft) 4.1-5.1 Loading After Inundation Soil Type CLAYSTONE Rebound Cycle PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 2435 -4.0 -3.0 -2.0 -1.0 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 0.1 1.0 10.0 100.0 CO N S O L I D A T I O N I N P E R C E N T O F S A M P L E T H I C K N E S S ( % ) E X P A N S I O N ( % ) STRESS IN KIPS PER SQUARE FOOT CONSOLIDATION TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 | 12/20 FIGURE C-7 109046001_CONSOLIDATION TP-2 @ 4.1-5.1 --~r----. ..... 1..._ I ........................ I"-. -" ....., ' \ I\ \ \ A \ ' \ \ ' I\ ........ \ ..... 'r--\ -, . \ ... ", \ ...... -...... \ " -...... ... \ ~ ...... ~ ~-... \ -...... ~ - --•-- ----+-- -+--_.,. __ Geotechnical & Environmental Sciences Consultants 3.0-4.0CLAY TP-1 Peak Cohesion (psf) Friction Angle (degrees)Soil Type CL26 27 250 CL Description Symbol Sample Location 240 Depth (ft) Shear Strength PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 CLAY X Ultimate3.0-4.0TP-1 0 1000 2000 3000 4000 0 1000 2000 3000 4000 SH E A R S T R E S S ( P S F ) NORMAL STRESS (PSF) FIGURE C-8 DIRECT SHEAR TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 | 12/20 109046001_DIRECT SHEAR TP-1 @ 3.0-4.0 I/ I/ / / / ✓ , / Geotechnical & Environmental Sciences Consultants 6.5-7.5CLAYSTONE TP-1 Peak Cohesion (psf) Friction Angle (degrees)Soil Type Formation23 28 210 Formation Description Symbol Sample Location 220 Depth (ft) Shear Strength PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 CLAYSTONE X Ultimate6.5-7.5TP-1 0 1000 2000 3000 4000 0 1000 2000 3000 4000 SH E A R S T R E S S ( P S F ) NORMAL STRESS (PSF) FIGURE C-9 DIRECT SHEAR TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 | 12/20 109046001_DIRECT SHEAR TP-1 @ 6.5-7.5 V / . V i,,.-....... ---.,,, ....... ~ ....... ~ lo ~ ....... ~ ....... ~ / ~ Geotechnical & Environmental Sciences Consultants 4.1-5.1CLAYSTONE TP-2 Peak Cohesion (psf) Friction Angle (degrees)Soil Type Formation18 22 210 Formation Description Symbol Sample Location 240 Depth (ft) Shear Strength PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 CLAYSTONE X Ultimate4.1-5.1TP-2 0 1000 2000 3000 4000 0 1000 2000 3000 4000 SH E A R S T R E S S ( P S F ) NORMAL STRESS (PSF) FIGURE C-10 DIRECT SHEAR TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA 109046001 | 12/20 109046001_DIRECT SHEAR TP-2 @ 4.1-5.1 ~ / ~ / ~ , .,.,,,.. -~ .,.,,,..---~.,.,,,.. ~- ,,,,,,. - ~ i,.. _.........-'.'.' ~ ~- Geotechnical & Environmental Sciences Consultants ## ## PERFORMED IN GENERAL ACCORDANCE WITH METHOD 1.0-2.0TP-1 Optimum Moisture Content (percent) Soil Description Sandy SILT Sample Location Depth (ft) 15.5 Maximum Dry Density (pcf) 115.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0 0 5 10 15 20 25 30 35 40 DR Y D E N S I T Y ( P C F ) MOISTURE CONTENT (%) Zero Air Void Line (Specific Gravity = 2.70) Zero Air Void Line (Specific Gravity = 2.60) Zero Air Void Line (Specific Gravity = 2.50) ASTM D 1557 ASTM D 698 A B C PROCTOR DENSITY TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA FIGURE C-11 109046001_MAXDENSITY TP-1 @ 1.0-2.0 ' I\' \ \ \ r\ ' r\ ' \ ' I \ r\ \ I \ r. \V \ \ I\ ' \\ \ i\ \ I \ \ \ I/ r\ ' \V '\ r\ ',I i\ \.~ Ii.. \. - J' \., .. \. - J" i\. , ... I\. I i\. ' "' ~ \' I \. ~ '\ \ '\. '\ "I'\ '\ j\_l '\ 'r--.. I'\ ' '\. I'\' '\. i\. I'\ I'\'\ 'I'.. '\ ' ' ' ,I'\ 'I"-,, 1, ,, l's " ,, ~, I'.. ,, I'.. ..... ', I',' □ □ □ Geotechnical & Environmental Sciences Consultants ## ## PERFORMED IN GENERAL ACCORDANCE WITH METHOD Maximum Dry Density (pcf) 114.03.0-4.0TP-1 Optimum Moisture Content (percent) Soil Description CLAY Sample Location Depth (ft) 16.5 80.0 90.0 100.0 110.0 120.0 130.0 140.0 0 5 10 15 20 25 30 35 40 DR Y D E N S I T Y ( P C F ) MOISTURE CONTENT (%) Zero Air Void Line (Specific Gravity = 2.70) Zero Air Void Line (Specific Gravity = 2.60) Zero Air Void Line (Specific Gravity = 2.50) ASTM D 1557 ASTM D 698 A B C PROCTOR DENSITY TEST RESULTS WALKER RESIDENCE 3311 DORADO PLACE, CARLSBAD, CALIFORNIA FIGURE C-12 109046001_MAXDENSITY TP-1 @ 3.0-4.0 ' I\' \ \ \ r\ ' r\ ' \ ' I \ r\ \ I \ r. \V \ \ I\ ' \\ \ i\ \ I \ \ \ I/ r\ ' \V '\ r\ ',I i\ \. \ r'\ -..,I( ,,.. ""' -1,/ [\. \ ""' I [\. ' "' ~ \' I \. ~ ' \ '\. '\ "I'\ '\ j\_l '\ 'r--.. I'\ ' '\. I'\' '\. i\. '\ I'\'\. 'I'.. '\' ' '\ ,I'\ 'I'\ ,, I'\ ''\ r,, " ,, ~'\ I'\ '\ ' I'\ ..... ', I'\' □ □ □ Geotechnical & Environmental Sciences Consultants 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 132 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com APPENDIX F Slope Stability DeBerry Engineering Associates IncSlope Stability Dorado Slide 1 [GEO5 - Slope Stability | version 5.2020.37.0 | hardware key 10717 / 1 | DeBerry Engineering Associates Inc. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| info@gintegro.com| www.gintegro.com] Slope stability analysis Input data Project Task : Description : Date : Slope Stability Dorado Slide Check Slide Stability 7/11/2023 Settings USA - Safety factor (3) Stability analysis Earthquake analysis : Verification methodology : Standard Safety factors (ASD) Safety factors Permanent design situation Safety factor :SFs=1.50[–] Interface No.Interface location Coordinates of interface points [ft] xzxzxz 1 2 3 4 81.00 30.18 65.00 81.00 0.00 18.00 98.43 17.55 30.00 12.56 21.00 30.00 3.00 7.00 20.00 3.00 81.00 37.00 76.00 98.43 17.55 25.00 17.56 38.00 15.00 23.00 30.00 3.00 12.00 7.00 98.43 50.00 79.00 18.00 30.18 18.00 38.00 18.00 26.00 3.00 12.56 7.00 Post Slide, Prior to Repair Analysis .. DeBerry Engineering Associates Inc Slope Stability Dorado Slide 2 [GEO5 - Slope Stability | version 5.2020.37.0 | hardware key 10717 / 1 | DeBerry Engineering Associates Inc. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| info@gintegro.com| www.gintegro.com] No.Interface location Coordinates of interface points [ft] x z x z x z 5 0.00 0.00 24.00 1.00 98.43 0.00 Soil parameters - effective stress state No.Name Pattern jef [°] cef [psf] g [pcf] 1 2 3 4 Mzu Tsa2 Tsa Af 25.00 26.00 26.00 26.00 83.5 85.0 85.0 85.0 125.6 96.0 97.7 96.1 Soil parameters - uplift No.Name Pattern gsat [pcf] gs [pcf] n [–] 1 2 3 4 Mzu Tsa2 Tsa Af 125.6 96.0 97.7 96.1 Soil parameters Mzu Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Saturated unit weight : g effective jef cef gsat = = = = 125.6 25.00 83.5 125.6 pcf ° psf pcf I I ~ 1 ~ i , ~ ~~~-=1 ---------j -----I ---------j ~~~~-1 ~ ~ ~~~-=1 ---------l -----I ---------l ~~~~-1 ~ DeBerry Engineering Associates Inc Slope Stability Dorado Slide 3 [GEO5 - Slope Stability | version 5.2020.37.0 | hardware key 10717 / 1 | DeBerry Engineering Associates Inc. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| info@gintegro.com| www.gintegro.com] Tsa2 Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Saturated unit weight : g effective jef cef gsat = = = = 96.0 26.00 85.0 96.0 pcf ° psf pcf Tsa Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Saturated unit weight : g effective jef cef gsat = = = = 97.7 26.00 85.0 97.7 pcf ° psf pcf Af Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Saturated unit weight : g effective jef cef gsat = = = = 96.1 26.00 85.0 96.1 pcf ° psf pcf Rigid bodies No.Name Sample g [pcf] 1 Retaining wall 145.0 Assigning and surfaces No.Surface position Coordinates of surface points [ft] x z x z Assigned soil 1 2 98.43 81.00 98.43 81.00 76.00 50.00 30.18 30.00 38.00 20.00 30.00 23.00 18.00 12.56 98.43 81.00 98.43 79.00 65.00 37.00 38.00 30.00 30.00 26.00 21.00 15.00 Af Tsa t B ~~~~~, -------I ----- --------1 --=--=--=--=--=- DeBerry Engineering Associates IncSlope Stability Dorado Slide 4 [GEO5 - Slope Stability | version 5.2020.37.0 | hardware key 10717 / 1 | DeBerry Engineering Associates Inc. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| info@gintegro.com| www.gintegro.com] No.Surface position Coordinates of surface points [ft] xzxz Assigned soil 3 4 5 17.56 18.00 24.00 98.43 25.00 18.00 0.00 24.00 0.00 98.43 7.00 3.00 1.00 20.00 12.00 3.00 3.00 1.00 -16.40 0.00 17.55 18.00 98.43 30.18 18.00 17.55 0.00 0.00 98.43 3.00 7.00 0.00 12.56 7.00 3.00 0.00 0.00 -16.40 Retaining wall Tsa2 Mzu Water Water type :No water Tensile crack Tensile crack not input. Earthquake Earthquake not included. Settings of the stage of construction Design situation :permanent Results (Stage of construction 1) Analysis 1 (stage 1) Circular slip surface Slip surface parameters Center : Radius : x = z = R = -10.58 161.14 160.52 [ft] [ft] [ft] Angles : a1= a2= 34.55 39.91 [°] [°] Analysis of the slip surface without optimization. Slope stability verification (all methods) Bishop :FS = 1.09 < 1.50NOT ACCEPTABLE l r I --=--=--=--=--=--= DeBerry Engineering Associates Inc Slope Stability Dorado Slide 5 [GEO5 - Slope Stability | version 5.2020.37.0 | hardware key 10717 / 1 | DeBerry Engineering Associates Inc. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| info@gintegro.com| www.gintegro.com] Fellenius / Petterson : Spencer : Janbu : Morgenstern-Price : FS = 1.10 < 1.50 FS = 1.09 < 1.50 FS = 1.09 < 1.50 FS = 1.10 < 1.50 NOT ACCEPTABLE NOT ACCEPTABLE NOT ACCEPTABLE NOT ACCEPTABLE DeBerry Engineering Associates Inc Slope Stability Dorado Slide 1 [GEO5 - Slope Stability | version 5.2020.37.0 | hardware key 10717 / 1 | DeBerry Engineering Associates Inc. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| info@gintegro.com| www.gintegro.com] Slope stability analysis Input data Project Task : Description : Date : Slope Stability Dorado Slide Check Slide Stability 7/11/2023 Settings USA - Safety factor (3) Stability analysis Earthquake analysis : Verification methodology : Standard Safety factors (ASD) Safety factors Permanent design situation Safety factor :SFs =1.50 [–] Soil parameters - effective stress state No.Name Pattern jef [°] cef [psf] g [pcf] 1 2 3 4 Mzu Tsa2 Engineered Fill Af 25.00 26.00 26.00 26.00 83.5 85.0 85.0 85.0 125.6 96.0 97.7 96.1 Soil parameters - uplift No.Name Pattern gsat [pcf] gs [pcf] n [–] 1 2 3 Mzu Tsa2 Engineered Fill 125.6 96.0 97.7 ' I J DeBerry Engineering Associates Inc Slope Stability Dorado Slide 2 [GEO5 - Slope Stability | version 5.2020.37.0 | hardware key 10717 / 1 | DeBerry Engineering Associates Inc. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| info@gintegro.com| www.gintegro.com] No.Name Pattern gsat [pcf] gs [pcf] n [–] 4 Af 96.1 Soil parameters Mzu Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Saturated unit weight : g effective jef cef gsat = = = = 125.6 25.00 83.5 125.6 pcf ° psf pcf Tsa2 Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Saturated unit weight : g effective jef cef gsat = = = = 96.0 26.00 85.0 96.0 pcf ° psf pcf Engineered Fill Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Saturated unit weight : g effective jef cef gsat = = = = 97.7 26.00 85.0 97.7 pcf ° psf pcf Af Unit weight : Stress-state : Angle of internal friction : Cohesion of soil : Saturated unit weight : g effective jef cef gsat = = = = 96.1 26.00 85.0 96.1 pcf ° psf pcf Rigid bodies No.Name Sample g [pcf] 1 Retaining Wall 145.0 Reinforcements No.Point to the left x [ft]z [ft] Point to the right x [ft]z [ft] Length L [ft] Strength Rt [lbf/ft]Pull out resist. End of reinf. 1 2 3 4 5 6 20.00 31.00 37.93 25.38 45.10 52.28 9.00 15.00 19.00 12.00 23.00 27.00 40.00 51.00 57.93 45.38 65.10 72.28 9.00 15.00 19.00 12.00 23.00 27.00 20.00 20.00 20.00 20.00 20.00 20.00 4500.0 4500.0 4500.0 4500.0 4500.0 4500.0 C = 0.80 C = 0.80 C = 0.80 C = 0.80 C = 0.80 C = 0.80 Fixed Fixed Fixed Fixed Fixed Fixed I - DeBerry Engineering Associates IncSlope Stability Dorado Slide 3 [GEO5 - Slope Stability | version 5.2020.37.0 | hardware key 10717 / 1 | DeBerry Engineering Associates Inc. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| info@gintegro.com| www.gintegro.com] No.Point to the left x [ft]z [ft] Point to the right x [ft]z [ft] Length L [ft] Strength Rt[lbf/ft]Pull out resist. End of reinf. 7 8 61.24 68.41 32.00 36.00 80.00 80.00 32.00 36.00 18.76 11.59 4500.0 4500.0 C = 0.80 C = 0.80 Fixed Fixed Name : ReinforcementsStage : 1 MzuMzu Tsa af Engineered Fill Retaining Wall 62.00 1 C = 0.80 Rt = 4500.0 2 C = 0.80 Rt = 4500.0 3 C = 0.80 Rt = 4500.0 4 C = 0.80 Rt = 4500.0 5 C = 0.80 Rt = 4500.0 6 C = 0.80 Rt = 4500.0 7 C = 0.80 Rt = 4500.0 8 C = 0.80 Rt = 4500.0 Surcharge No.TypeType of action Location z [ft] Origin x [ft] Length l [ft] Width b [ft] Slope a[°] Magnitude q, q1, f, Fq2unit 1strippermanenton terrainx = 83.00l = 15.000.00200.0lbf/ft2 Surcharges No.Name 1House Water Water type :No water Earthquake Horizontal seismic coefficient : Vertical seismic coefficient : Kh= Kv= 0.0500 0.0100 Results (Stage of construction 1) Analysis 1 (stage 1) Circular slip surface I I ~ t DeBerry Engineering Associates Inc Slope Stability Dorado Slide 4 [GEO5 - Slope Stability | version 5.2020.37.0 | hardware key 10717 / 1 | DeBerry Engineering Associates Inc. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu] [Gintegro, LLC | 201.204.9560| info@gintegro.com| www.gintegro.com] Slip surface parameters Center : Radius : x = z = R = 16.29 105.32 101.36 [ft] [ft] [ft] Angles : a1 = a2 = 1.06 48.38 [°] [°] Analysis of the slip surface without optimization. Reinforcement bearing capacity Reinforcement 1 2 3 4 5 6 7 8 Bearing capacity [lbf/ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Slope stability verification (all methods) Bishop : Fellenius / Petterson : Spencer : Janbu : Morgenstern-Price : FS = 8.54 > 1.50 FS = 8.34 > 1.50 FS = 8.71 > 1.50 FS = 8.52 > 1.50 FS = 8.52 > 1.50 ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE ACCEPTABLE I I l l l Provide graphical representation of the slope stability analysis data. The trial surfaces shall demonstrate surficial stability (passing through the geogrid) and global stability (behind the geogrid). T J Slip<urfoce:cir""'°' • O<Y11ep1Keg11phicolly L fd,t!~ually ~~ C."lCOffierltopolygu<, Param1M=of,t,.,1riatysi< Cirrula,r<lipsurfac" Slopestabilityverific.ation(allmethods) ~-4.9Slft]z• 11563 (ft] Bi$ho~: FS:3.34>1.S0ACCEPTABLE fellemus/Pett1Mson: fS:3.32•1.SOACCEPTABLE ~~ St..ndard 106.561111 S~O<:o!,: FS • 9454 > 1.50 ACCEPTABLE Sol,mon was found for reduction of forces 111 re,nforcements ~n ~% Janbu: FS:94.54 > 1.50 ACCEPTABLE Solutionwasfoundfor,eductionofforcesonu:inforccments 54.3%. M0<9ens1e,n.Pfko! • FS • 94.54 > 1.50 ACCEP!ABLE Solu1,on wa< found for r,:duct1on of for~ ,n t1Mnforceme,,ts 54.39&. Trial Surface Through the Geogrid Slipsu,bce: '"cul. • C('f'" Replacegraph1<ally ./.Edrttextually -~Rem°'"' (.1Conventopclygon P;,r;,metersoflhean.1~ Cir<:ular~ipsurface Slopestabilityv11rifiution(allm11thods) Method ~ • Center: • • 31.72 lflJ z • 66.0S (ft] 84shop: FS: 8.45 > 1.50 ACCEPTABLE Fellenius/Petterson: FS=7.96> 1.SO ACCEPTABLE An.dysi,;type. St;,nda,d Radius: R: $8.4S 111) SpP.<>Cer· FS:8.61 > 1.SO ACCEPTABLE Angles:n1• -12.57 1"1 nz• 6132 !"I Janbu: FS: 8.48 > 1.SO ACCEPTABLE Morgenstern-Price: FS :8.48> 1.S0 ACCEPTABLE ITfMexplicitsolution: FS: 11.52> 1.SO ACCEPTABLE Trial Surface behind the Geogrid April 30, 2024 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 143 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com APPENDIX G Geotechnical Map and Sections NO. 34545EXPIRES 09/30/23REGISTEREDPROFESSIONAL E NGINEER WILLIAM J DEBERRY CIVI LS TATEOFCALIF O R NIA 2 6 6 260 262 2 6 8 27 0 2 7 2 2 74 276 2 7 8 2 6 0 27 0 27 0 28 0 272 2 74 28 027 6 2 78 28 2 28 4 28 8 2 88 28 6 28 0 266 268 270 272 274 276 280 282 3311 Dorado Pl EXISTING SINGLE FAMILY RESIDENCE 3313 Dorado Pl EXISTING SINGLE FAMILY RESIDENCE 3327 Vivienda Cir EXISTING SINGLE FAMILY RESIDENCE 3325 Vivienda Cir EXISTING SINGLE FAMILY RESIDENCE 280.5 FL 284 26 8 2662 64262 262 264 266 268 270 272 274 276 278 280 Remove Slid e SoilTW 261.5BW 258.0 TW 261.5BW 258.0 TW 261.0BW 257.5 TW 262.5BW 258.0 TW 261.0BW 257.5 TW 261.5BW 258.0 0510 10 20 282 284 286 288 WILLIAM DEBERRY 17708 OLD WINERY CT POWAY, CA 92064 858 451 0713 VIVIEN DA CIRCLE (PR IVATE) EXISTING CURB AND GUTTER 3329 Vivienda Cir 3323 Vivienda Cir 3315 Dorado Pl 3309 Dorado Pl EXISTING SINGLE FAMILY RESIDENCE EXISTING SINGLE FAMILY RESIDENCE EXISTING SINGLE FAMILY RESIDENCE 2:1 SLOPE Section A Section A Section B Section B 3" TRIPLE WALL HDPE DRAIN PIPE CORE HOLE IN CURB DRAIN TO DISCHARGE TO GUTTER IE 252.6' EXISTING ASPHALTIC CONCRETE LAWN AREA NO HARDSCAPE 2:1 SLOP E EXISTING RETAINING WALL TO REMAIN TOP OF SLOPE288' TOP OF SLOPE 288' TOP OF SLOPE288' 28 8. 5 (P) PATIO 2 9 0. 0 288 .5 2 88. 0 2 90 .0 2 88 .5 (P) PATIO (P) PATIO 288' LIMIT OF GRADING 286.5' 285.8' FG 255'FL 249.9 FG 255'FL 250' FG 255'FL 249.7' FG 255'FL 249' FG 255'FL 249.65' FG 255'FL 249.5' FG 255'FL 249.4' FG 255'FL 249.2' 1 3 4 1 1 1 3 3 4 5 SCALE 1"= 20' NO R T H GEOTECHNICAL MAP PROPOSED FRENCH DRAIN Qaf Qls (Tsa) LEGEND PROPERTY LINE _______________________________CENTER LINE ___________________________________EXISTING CONTOUR ____________________________PROPOSED CONTOUR ___________________________EXISTING SPOT ELEVATION _______________________PROPOSED SPOT ELEVATION _____________________ LEGEND EXISTING RETAINING WALL _____________________ 10301044 E 1030 P 1030 RETAINING WALL DISCHARGE PONITS____________________ DESCRIPTION SLIDE AREA ____________________________________ PROPOSED RETAINING WALL AND 24" DIA CONCRETE PIERS_____________________ LIMITS OF GRADING _____________________ PROPOSED FRENCH DRAIN_______________ PROPOSED CONCRETE DITCH __________ PROPOSED GEOGRID __________________________ PROPOSED SUMP PUMP __________________________ FLOW DIRECTION____________________ PROPOSED RETAINING WALL DRAINAGE DITCH Qls (Qsf / Tsa) T-2 T- 1 STRIKE AND DIP OBLIQUE DENOTED PLUNGE OF STRIATIONS @ -1 1.6'@-12' 34 47 @ - 5' @-8' 38 15 58 50 43 TP- 2 TP-1 B- 1 B- 3 B- 2 B - 1, 2 and 3 6" Mini Mole Solid Flight Augur Pacific Drilling TP- 1 and 2 Hand Dug T- 1 and 2 Hand Dug TD 7' TD 19' TD 38.2' TD 20' TD 5.5' TD 9.5'TD 10.0' ------------ ------------------+ ~ SCALE 1"= 20' 0510 10 20 Tsa Tsa Tsa af af 3325 Vivienda Cir 230 240 250 260 270 280 290 300 A 3313 Dorado Pl MzU Proposed grade Proposed Geogrid (tbd) 3' Concrete Drainage Ditch Proposed Reinforced Concrete Retaining Wall with Pier Foundation and Wall Drain Bench Formational Soil Tsa Tsa Tsa af af 3327 Vivienda Cir 230 240 250 260 270 280 290 300 B 3311 Dorado Pl MzU Proposed grade Proposed Geogrid (tbd) 3' Concrete Drainage Ditch Proposed Reinforced Concrete Retaining Wall with Pier Foundation and Wall Drain Bench Formational Soil Cut Existing Fill @ 45 deg Proposed french drain af A SLOPE REPAIR SECTION B SECTION NO. 34545EXPIRES 09/30/23REGISTEREDPROFESSIONALE NGINEER WILLIAM JDEBE RRY CIVI LSTATEOFCALI F O R NIAWILLIAM DEBERRY 17708 OLD WINERY CT POWAY, CA 92064 858 451 0713 Existing Ground Proposd Grade Beam / Caissons / Push Piers Drain Away From Slope 2:1 Slo p e Drain Away From Slope Bench 2-3 ' vertically Bench 2-10 ' Horizontally2:1 Slo p e Bench 2-4 ' Horizontally Bench 2-3 ' vertically Depth to Formation EstimatedFrom Ninyo and Moore Geotechnical Reportdated 12-11-20 Proposd Grade Beam / Caissons / Push Piers 5' Fill Keyway 8' Fill Keyway 2% incline into slope GEOTECHNICAL SECTION Qls af af 3325 Vivienda Cir 230 240 250 260 270 280 290 300 A 3313 Dorado Pl MzU Failed MSE Wall A POST SLIDE SECTION Proposd Grade Beam / Caissons / Push Piers Tsa Clay Seam Clay SeamApprox Pre Slide Topography TP-2 / TD 20' TP-1 / TD 5.5' B3/ TD 38.3' B-2/ TD 19.5' Projected B-1/ TD 7' Projected Install drainage board on benches Existing Ground Post SlidePresumed Clay Seam Temporary / Sacrificial Shoring Walls Reinforced Fill Sub-Drain 4" dia PVC SDR-35 Perf Pipe3/4" rock wrapped with Mirafi filter fabric ~-----' /---------- --- ,,,_.~- = 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 146 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com APPENDIX H References 1.Multi Jurisdictional Hazard Mitigation plan for San Diego County dated March 2.The State of California Division of Mines and Geology Landslide Hazard Identification Map. 3.ACI 302, “Guide for Concrete Construction. 4.Standard Specifications for Public Works Construction. 5.Geologic Formations of Western San Diego County Jeffrey D. Brown, R.G.,C.E.G., GEI Consultants, Inc. 6.Google Maps 7.American Society for Testing and Materials (ASTM), 2004, Book of Standards,Construction, Soil and Rock: ASTM, Volume 4.088.California Buildings Standards Commission (CBSC), 2016, California BuildingCode, California: CBSC, Code of Regulations, Title 24, Volumes 1 and 2 9.California Department of Conservation, 2007, Fault rupture hazard zones inCalifornia, Alquist-Priolo Earthquake Fault Zoning Act with index to earthquakefault zone maps: California Geological Survey, Special Publication 42, dated1997 with interim revision dated 200710. California Department of Conservation, 2003, State of California earthquake faultzones, Point Loma 7.5-minute quadrangle, San Diego County, California, Scale1:24,000: California Division of Mines and Geology11. California Department of Conservation, 2002, Guidelines for evaluating thehazard of surface fault rupture, DMG Note 49: California Division of Mines andGeology12. California Department of Conservation, 1997, Guidelines for evaluating andmitigating seismic hazards in California, Special Publication 117: CaliforniaDivision of Mines and Geology13. California Department of Conservation, 1996a, Guidelines for evaluating, thehazard of surface fault rupture: California Division of Mines and Geology 14. California Department of Conservation, 1996b, Probabilistic seismic hazardassessment for the State of California: California Division of Mines andGeology, Open-File Report, 96-0815. California Department of Conservation, 1990, Planning scenario for a majorearthquake.16. California Department of Conservation, 1986, Guidelines to geologic/seismicreports: CaliforniaDivision of Mines and Geology, Note 42 17. Jennings, C.W., and Bryant, W.A., 2010, Fault activity map of California:California Geological Survey,1:750,000 scale, California Geologic Map Series,Map No. 618. Kennedy, M.P., 1975, Geology of the San Diego metropolitan area, California:California Division ofMines and Geology, Bulletin 200 19. Norris, R.M., and Webb, R.W., 1990, Geology of California, second edition: JohnWiley & Sons, Inc.20. Google Earth, 2020, https://www.google.com/earth/.21. USGS Historic Topographich Survey Maps22. Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.I., 2007, 3325 Vivienda Circle 3327 Vivienda Circle 3311 Dorado Place 3313 Dorado Place pg. 146 Office: 858.451.0713 Email: dianed3@cox.net, DeBerryENG@gmail.com Cell: 858.472.2783 www.deberryeng.com 23. Geologic Map Of The Oceanside 30' × 60' QUADRANGLE, CALIFORNIA24. Compiled by Michael P. Kennedy1 and Siang S. Tan1 2007 25. Ninyo & Moore, Geotechnical Evaluation Walker Residence, 3311 Dorado Place,Carlsbad, California, dated December 18, 2020 | Project No. 10904600126. Rick Engineering, Grading and Plan for a Portion of Carlsbad Tract No. 72-20 Lot489, La Costa Vale Unit No. 3 Map No 7950, as built date February 5 1980.27. TerraPacific Consultants, 2017, Limited Review of Exposed Slope Conditions, Hillside Patio HOA, Carlsbad, California: dated September 13, 2017.28. TerraPacific Consultants, 2020, Geotechnical Investigation of Slope Failure,Hillside Patio Homes, Slope Behind 3313 Dorado Place, Carlsbad, California:dated October 20 2020.29. Stephen E. Jacobs. CEG 1307 Geological Observations of Slope Failure Landslide Investigation 3313 Dorado Place and 3327 Vivienda Circle, DatedOctober 16, 202030. Cotton, Shires And Associates, Inc. Consulting Engineers And GeologistsGeotechnical Investigation And Opinions Regarding Causation of LandslidingVivienda/Dorado Landslide - Price v. Moore, et al. 3325 and 3327 Vivienda Circle and 3311, 3313 and 3315 Dorado Place Carlsbad, California, dated February 26,2021