Loading...
HomeMy WebLinkAbout20200902091137074IRVINE GEOTECHNICAL Inc GEOLOGIC & SOILS ENGINEERING EXPLORATION PROPOSED SITE STABILIZATION & REPAIR OF DISTRESSED RESIDENCE LOT 99, TRACT 30091 1941 FLINT ROCK DRIVE DIAMOND BAR, CALIFORNIA FOR BRUCE W. WAGNER, ATTORNEY AT LAW IRVINE GEOTECHNICAL, INC. PROJECT NUMBER IC 10042-1 JULY 6, 2010 TABLE OF CONTENTS EXPLORATION............................................................... 2 RESEARCH - PREVIOUS WORK ................................................. 3 Historical Reports for Tract 30091........................................ 3 Historical Reports for 1941 Flint Rock Road ................................ 5 City of Diamond Bar Approvals ........................................... 7 Approved Plans ........................................................ 8 PROPOSED PROJECT ......................................................... 9 SITE DESCRIPTION.......................................................... 10 Drainage............................................................ 12 GROUNDWATER............................................................ 12 EARTH MATERIALS ................................... I....................... 13 Fill.................................................................. 13 Soil................................................................. 13 Bedrock............................................................. 13 GEOLOGIC STRUCTURE...................................................... 14 GENERAL, SEISMIC CONSIDERATIONS .......................................... 15 Building Code Seismic Coefficients ...................................... 15 Seismic Hazards ...................................................... 16 Alquist-Priolo fault Rupture Hazard Study Zone ............................ 17 Seismic Hazard Zones ................................................. 17 MANOMETER SURVEY ....................................................... 18 SITEDISTRESS............................................................. 22 ENGINEERING CONSIDERATIONS ................................. . ............ 23 SLOPE STABILITY........................................................... 26 Shear Strength Parameters ............................................. 26 GrossStability........................................................ 27 CONCLUSIONS AND RECOMMENDATIONS ....................................... 28 General Findings ........................................ ............ 28 Geotechnical Issues ................................................... 29 145 N. Sierra Madre Bly( ., Sufte 12 - Pasadena - California - 91107 - phonee 26P844-6641/ `ax. 626-6 4-039 1 July 6, 2010 IC 10042-1 Page 1 Cade Section 111..................................................... 30 FOUNDATION DESIGN........................................................ 30 Deepened Foundations - Friction Piles .................................... 30 SoldierPiles......................................................... 31 Lateral Design........................................................ 31 Tie -Back Earth Anchors ................................................ 32 Foundation Settlement ................................................ 33 FLOOR SLABS & CONCRETE DECKING .......................................... 34 SWIMMINGPOOL........................................................... 34 TEMPORARY EXCAVATIONS................................................... 34 Excavation Characteristics ................................. ............ 35 SITE PREPARATION.......................................................... 35 General Grading Specifications .......................................... 35 FillSlopes........................................................... 36 DRAINAGE................................................................. 36 SITE OBSERVATIONS DURING CONSTRUCTION ................................... 37 STATEMENT OF RESPONSIBILITY - SOIL TESTING BY SOIL LABWORKS, LLC ........... 40 INTRODUCTION This report has been prepared per our agreement and summarizes findings of Irvine Geotechnical's geologic and soils engineering exploration performed on the site. The purpose of this study is to evaluate the nature, distribution, engineering properties, relative stability and geologic structure of the earth materials underlying the site with respect to stabilizing the site and repairing the distressed residence. WS N. Sierra Madre arc ,, SuHe 12 - Pnsnde aa ® Cgjifornia - 91107 $ Phone- 626-844-6641/Fax. 626-604-0394 July 6, 2010 IC 10042-1 Page 2 INTENT It is the intent of this reportto assist in the design and completion of the proposed project. The recommendations are intended to reduce geotechnical risks affecting the project. The professional opinions and advice presented in this report are based upon commonly accepted standards and are subject to the general conditions described in the NOTICE section of this report. EXPLORATION The scope ofthefield exploration was determined from our initial site visitand consultation with the client. Exploration was conducted using techniques normally applied to this type of project in this setting. This report is limited to the area of the exploration and the proposed project as shown on the enclosed Geologic Map and cross sections. Conditions affecting portions of the property outside the area explored, are beyond the scope of this report. Exploration was conducted on May 25 through June 1, 2010 with the aid of hand labor. It included excavating three test pits to depths of 10 to 30 feet. Samples of the earth materials were obtained from the test pits and delivered to the soils engineering laboratory of Soil Labworks, LLC for testing and analysis. The engineering properties of the soils were also measured in place by the project geologist. Downhole observation of the earth materials was performed by the engineering geologist. Office tasks included laboratory testing of selected soil samples, researching records on file at the City of Diamond Bar, reviewing historical topographic maps and aerial photographs, preparing the Geologic Map and cross sections and performing engineering analysis. Earth July 6, 2010 IC 10042-1 Page 3 materials exposed in the test pits are described on the enclosed Log of Test Pits Appendix I contains a discussion of the laboratory testing procedures and results The proposed project, surface geologic conditions, and the location of the test pits are shown on the Geologic Map. Subsurface distribution of the earth materials, projected geologic structure, and the proposed project are shown on Sections A and B. Section A forms the basis for the the enclosed stability calculations. RESEARCH - PREVIOUS WORK The building and grading records of the City of Diamond Bar were researched as part of our investigation. Robert Stone and Associates Inc. (Stone) is apparently the geologist and geotechnical engineer of record for Tract 30091, which includes the subject property (Lot 99). The tract was rough graded in 1969 and 1970. During grading of the subdivision and according to a reference list in the as -built report, Stone prepared more than 20 reports. However, only 8 reports were located in the City's records. The majority of Stone's reports are signed by H. Gene Hawkins, engineering geologist and G Gorian, geotechnical engineer. Historical Reports for Tract 30091 The following Stone reports were located and reviewed: Grading Plans, Tract 30091, Alamo Heights Drive, Ridge Lure Road, Derringer Lane, Northeast of Diamond Bar Boulevard and Pathfinder Road, Diamond Bar, County of Los Angeles, dated June 9, 1969 (signed by P. Ehlig [Engineering Geologist] and G. Gorian geotechnical engineer]); Semi-monthly Report No. 3, Geologic inspection and Soils Engineering Report, Tract 30091, Diamond Bar, California, dated November 5, 1969 (signed by G Hawkins engineering geologist] and G. Gorian [geotechnical engineer]); 14 N Sierra Madre Blvd., Belle 1.2 - Pasadena - California ® 91107 - Phone- 626-844-6641/Fix. 626-604-0394 July 6, 2010 IC 10042-1 Page 4 Semimonthly Report No. 7, Geologic Inspection, Tract 30091, Diamond Bar, California, dated January 7, 1970 (signed by G Hawkins [engineering geologist]); Semimonthly Report No. 8, Geologic Inspection, Tract 30091, Diamond Bar, California, dated January 20, 1970 (signed by G Hawkins [engineering geologist]); Redesign of Proposed Grading, Ridge Line Road, Lots 94-97, Tract 30091, Diamond Bar, County of Los Angeles, dated January 30, 1970 (signed by Hawkins [engineering geologist] and G. Gorian [geotechnical engineer]); Soil Engineering Report on Compaction Testing, Tract 30091, Lots 1 through 179, Diamond Bar, County of Los Angeles, California, dated November 30, 1970 (signed by G. Gorian [geotechnical engineer]); FinalAs-graded Geologic Report, Rough Grading Completed, Tract30091, Diamond Bar, California, dated November 30, 1970 (signed by M Ray [engineering geologist]); and Soil Engineering Report. Storm Drain ,Backfrll, Tract 30091, Lines A through 1 per Private Drain 990, Diamond Bar, California, dated June 22, 1971 (signed by G. Gorian geotechnical engineer]). The compaction and as -built geologic reports indicate that a "safe" building site is present on each lot. No geologic hazards, faults, landslides were reported for Lot 99 (subject property). A restricted use area" was designated for east -facing slopes on the extreme western portion of the lot. The "restricted use area" is remote to the pad and the distressed residence. Flint Rock Road was improved to it's current condition and Lot 99 was left in a mostly natural state. Slopes descended from Flint Rock Road toward the west and southwest. A relatively large landslide was originally mapped by Stone along the east side Flint Rock Road. Extensive grading, shear keys and buttresses were designed to mitigate the geologic hazard. According to the January 30, 1970 report by Stone, the landslide was reinterpreted by G. Hawkins to be faulted bedrock" and not a landslide. The grading plan was then modified to reduce the amount of remedial grading. The mapped limits of the landslide and the limits of the remedial grading are entirely offsite from the subject property. 145 M Sierra Madre Blvd., Suite 12 ® Pasadena ® California - 9 107 - Phone- 626-344-6641/Fax. 626-604-0 94 July 6, 2010 IC 10042-1 Page 5 The following phi angle/cohesion value shear strength combinations were assumed by Stone for calculating the stability of slopes and building pads within the tract: Bedding and Slide. Planes; 9 degrees/100 psf Bedrock: 31 degrees/500 psf Compacted Fill: 19 degrees/500 psf Historical Reports for 1941 Flint Rock Road Apparently, Geotechnical Consultants Inc. was retained by a former lot owner (James Vaughn) in 1977 to provide recommendations for developing the site with a single-family residence. The following report by Geotechnical Consultants was reviewed: Geotechnical Investigation, Lot 99, Tract 30091, Diamond Bar, County of Los Angeles, California, dated November 29,1977 (signed by R Griffin [engineering geologist] and J. Montagna [geotechnical engineer]); Exploration included one test pit excavated to a depth of 10 feet near the southeastern corner of the lot. Bedding was reported to strike northwest and dip 24 to 32 degrees toward the southwest. As a result of this orientation, bedding is shown dipping out of slope on their geologic Section A - A. However, Geotechnical Consultants reported that the site was stable and suitable for development with a single-family residence. Geotechnical Consultants did not report any laboratory and shear strength testing. The following shear strength "Assumptions and Data" were used by Geotechnical Consultants to determine the stability of temporary excavations. Bedding Planes: 9 degrees/100 psf Bedrock: 32 degrees/400 psf 145 N. Siemq Madre Blvd., Suite 12 a Pasadena ® California - 91107 Phone626-844-6641/Fax- 626n-604-0394 July 6, 2010 IC 10042-1 Page 6 Calculations demonstrating that the southwest -dipping bedding was stable were not performed. It is not known if this report was submitted to the County of Los Angeles for peer review. The location of the test pit is shown on the enclosed Geologic Map and a log of the pit is appended to this report. A subpoena found in the City of Diamond Bar records, dated December 7,1981 indicates that James Vaughn apparently suited Geotechnical Consultants. The nature and outcome of the lawsuit are unknown. Apparently H. Gene Hawkins (engineering geologist) and Soils and Geology, Inc. (F Stillman, geotechnical engineer) became the consultants of record for the residence and appurtenances constructed on the subject property. The following reports were found in the City of Diamond Bar records and were reviewed for this investigation. Reports by Gene Hawkins Geological Consulting: Report of Preliminary Geologic Geotechnical Investigation, Proposed Single -Family Residential Development, Lot 99, Tract 30091, Flintrock [sic] Road, Diamond Bar, County of Los Angeles, Califomia, dated June 28, 1991 (signed by G Hawkins engineering geologist] and C. Aldrich [geotechnical engineer]); Geologic Review and Update, Proposed Grading, Lot 99, Tract 30091, Flint Rock Road, Diamond Bar, California, dated April 13, 1998 (signed by G Hawkins [engineering geologist]); Response to Geotechnical Review Sheet,1941 Flint Rock Road, Lot 99, Tract 30091, City of Diamond Bar, California, dated August 5, 1998 (signed by G Hawkins engineering geologist]); and Interim Completion Report, 1941 Flint Rock Road, Lot 99, Tract 30091, City of Diamond Bar, California, dated May 21, 1999; (signed by G. Hawkins [engineer geologist]). 145 N. Sier i Madre Blvd., Belts 12 - Pasadena California s 91107 - hone: 626-844-6641I 'ax.- 626-€ 04-0394 July 6, 2010 IC 10042-1 Page 7 Reports by Soils and Geology Inc.: Assumption of Geotechnical Consultant,1941 Flint Rock Road, Diamond Bar, California, dated May 12, 1998; (signed by F. Stillman [geotechnical engineer]) and Response to Kleinfelder Review,1941 Flint Rock Road, Diamond Bar, California, dated August 7, 1998; (signed by F. Stillman [geotechnical engineer]). Geologic exploration performed by Hawkins and contained in the 1991 report included drilling two, 24-inch diameter borings. Boring 1 was located in the central portion of the residence, while Boring2 was in the driveway nearthe southeastern portion of the lot. Hand dugtest pits were reportedly also excavated in 1998. However, the locations and logs of the pits were not found. The locations of the borings are shown on the enclosed Geologic Map and the boring logs are appended to this report. Hawkins and Soils and Geology reported that the subject property is [could be made] grossly stable. "Daylighted" bedding, soil and weathered bedrock were to be removed during grading and replaced as compacted fill. The compacted fill was to be keyed and benched into stable bedrock. Keyways and benching were to be mapped by the geologist during grading to ensure the unfavorable materials were removed. Failures along bedding were not modeled or calculated. Shear strength testing along bedding planes was apparently not done or reported. Soils and Geology opined that "2:1 slopes are planned and do not require analysis." As -built geologic reports and as -graded compaction reports were not found in the records. City of Diamond Bar Approvals Kleinfelder, Inc. was the geotechnical reviewer for the City of Diamond Bar. They reviewed the Hawkins and Soils and Geology reports and issued at least one review letter. The review letter was not located in the records, but is referenced in August 1998 letters by Hawkins and Soils and Geology. 145 N, Sierra Madre Bh7d., Suite 12 - Pasadena - Californii ® 91.107 - hone: 626--844- 64 / m 6 6-604.0394 July 6, 2010 IC 10042-1 Page 8 Kleinfelder approved the plans and geotechnical reports in their letter dated October 12,1998. Conditions of approval that are significant to this current investigation included: 1) all fill soils were to have shear strengths that met or exceeded the shear strengths used in the design calculations. This was to be confirmed by testing to be presented in an as -built report and 2) revised stability calculations were to be required should any out of slope bedding be left in place after the removals. City of Diamond Bar, Supervised Grading Inspection Certificates are signed by Henry Poquiz, dated June 7, 1999 (rough grading) and May 20, 2000 (final grading). Atypically, neither certificate is signed by the soils engineer of record. The Certificate of Occupancy was issued by the Building Division of the City of Diamond Bar on July 24, 2000. As -built geologic reports and a compaction report(s) were not located in the records. Typically, a compaction report would have been prepared by Soils and Geology after the pad had been rough -graded, and the report date would have been listed on the Supervised Grading Inspection Certificate. Likewise, one or more additional compaction reports would have been prepared to certify backfilling of the retaining walls that support the lower level floor slabs and the retaining walls that support side yard stairs and walkways and excavations along the northern property line. The "final" compaction report date would have been listed on the May 20, 2000 Supervised Grading Inspection Certificate. Approved Plans Foundation and architectural plans for the existing residence were not located in the records. The civil engineer of record for the project is HP Engineering, who prepared the Grading Plan for 1941 Flint Rock Road. Sheet C-1 of the plan, which was manually signed by Henry Poquiz civil engineer), FrankStiliman (geotechnical engineer) and Gene Hawkins, was approved bythe Diamond Bar Building Department on February 9, 1999. The approved plans show a house built on a pad located approximately 10 feet below the street (elevation 1118). The top of the July 6, 2010 IC 10042-1 Page 9 graded slope along the downhill perimeter of the pad roughly coincided with the footprint of the residence. A 3 to 10 foot high "Keystone" retaining wall, with a level paved swale above, are shown on the lower third of the slope. Slopes were to be manufactured at a 2:1 gradient. A City of Diamond Bar Department of Public Works Request for Inspection form dated April 7, 1999 and presumably signed and prepared a city inspector, indicated that the pad had been graded to a finish elevation of 1109. In the remarks section of the inspection form, it appears that a revised grading plan had been prepared, which was formingthe basis for the April 1999 completed" grading. A revised grading plan was not located in the records. The pad elevation of 1109 coincides with the as -built condition of the subject property. It is not known if the revised grading plan included removing the midslope retaining wall and grading the fill slope steeperthan 2A. It is not known if the Architectural and Structural plans forthe residence were also changed to account for the revised pad condition. Specifically, the retaining walls along the downhill side of the house were increased from 3 feet to 7 to 9 feet. The as -built structural plans should be located. PROPOSED PROJECT Information concerningthe proposed projectwas provided bythe client. Formal plans have not been prepared and await the conclusions and recommendations of this report. Conceptually, it is planned to stabilize the building pad and to repair the distressed residence. This could include, placing soldier piles and tie -back anchors around the downhill perimeter of the pad, underpinning the residence into bedrock and replacing damaged slabs and the pool shell. 145 N. Sierra Madre Blvd., Suite 12 - Pasadena ® California m 91107 - hone: 626-844-6641/Fnx- 626-604-0394 July 6, 2010 IC 10042-1 Page 10 SITE DESCRIPTION The subject property consists of a partially graded and developed hillside lot, on the north flank of the Puente Hills, in the City of Diamond Bar, California. It is located on west side and just north of the terminus of Flint Rock Road, about 3/4 of mile south of the intersection of Grand Avenue and Diamond Bar Boulevard and approximately two miles east of the 57 Freeway. The property is part of a gated hillside community known as "The Country," The site is developed with a single-family residence and garage that were constructed in 1999 and 2000. The garage is attached to and "tucked" beneath the southeastern portion of the residence. The garage is reached from Flint Rock Road via a sloping concrete driveway. The structure has two levels. The u pper level is situated near elevation 1129 and the front door and foyer are reached from the street via a tile -paved walkway. The lower level of the dwelling and the garage slab are located near elevation 1118.5. A mostly level, concrete -paved patio and pool are present in the rear yard. The rearyard was constructed near an elevation of 1109. The age of the pool is unknown, but was likely constructed within a few years of the residence. Topographically, Flint Rock Road follows the crest of a south-southwest trending, secondary ridge. The eastern half of the lot and all of the building pad are situated on the westerly flank of the secondary ridge. The western portion of the lot consists of a south trending spur ridge and a south -draining swale. As described in the RESEARCH - PREVIOUS WORK section of this report, the initial grading was mostly limited to creating the access road and infrastructure of the subdivision to provide access to mostly "natural" lots. Apparently, the subject lot remained vacant from 1970 to 1998. Grading was performed on the site in 1999 to create the existing, level building pad. Basically, a keyway was excavated near the south-central property line and fill was placed to support the 145M Sierra Madre Blvda , Suite 12 - Pasadena - C.9fi € raia - 91107 w Phone: 626-844-6641/F.-m 626-604--0394 July 6, 2010 IC 10042-1 Page 11 rear yard and downhill sides of the residence. The grading plan indicates that the uphill side of the residence was to be cut into the ridge flank. Retaining walls on the order of 7 to 8 feet high were employed alongthe uphill side of the house to support excavations into the slope for the lower level. Retaining walls were also employed alongthe downhill side of dwelling to retain compacted fill for support of floor slabs. A small retaining wall is present along the downhill perimeter of the lower yard. Retaining walls on the order of 4 to 6 feet high were employed to support excavations along the northern property line. Physical relief across the property is about 90 feet. Natural slopes descend below the southern property line approximately 15 feet to the natural drainage course. Above the northern property lines, slopes ascend about 10 to 15 feet to a developed property. The approved geologic and soil engineering reports and approved Grading Plan located at the Building Department called for fill slopes to be manufactured at a 2:1 gradient. Due to the geometry of the site and steepness of the natural slopes, creating 2:1 slopes required minimizing the size of the rear yard and employing a 10 foot high retaining wall on the slope. The records also indicate that a revised grading plan may have been submitted to the building department. Changes seemed to include: lowering the rear yard pad, eliminating the retaining wall on the slope and creating fill slopes steeper than 2:1. Based upon field measurements, a 2008 County of Los Angeles topographic map and digital contour data from Google Earth, the fill slopes were manufactured at gradients of 2:1 to I%:1. Vegetation on the site consists of trees and a thick assemblage of cultured plants, grasses and shrubs, that are irrigated and well maintained. 145 M Siera'a Madre Blvd., Safte 12 ® Pasadena - Cafiforniq - 107 ® Saone- 626-844-6 1/F,= 626-604-03 4 July 6, 2010 IC 10042-1 Page 12 Drainage The approved grading plan contained drainage requirements and site drainage is generally good. The front yard is sloped to convey runoff to catch basins and drain inlets. The roof has gutters and down spouts that are connected to the subsurface drainage system. A large grate inlet is present alongthe front of the garage. Catch basins are present in the rear yard and pool decking to collect runoff. All of the pad drainage is conveyed to a basin near the southwest corner of the rear yard, where it is then conveyed to near the toe of slope in a buried pipe. The drainage devices were tested and found to be working. A 4 to 5 foot wide, concrete swale is present about mid -slope. The swale collects and conveys slope drainage toward the west, where it joins a concrete down drain. At the time of the exploration, the mid slope swale was partially covered within vegetation and debris. GROUNDWATER Seeps, springs and groundwater was not encountered during exploration. Groundwater was also not reported in borings drilled by Hawkins in 1991 to a depth of 62 feet. Seasonal fluctuations in groundwater levels may occur due to variations in climate, irrigation, and other factors not evident at the time of the exploration. Fluctuations in groundwater levels may also occur across the site. The keyway and canyon fill presumably have subdrains to prevent the buildup of water along the base of the fill. Records of a subdrain were not found. July 6, 2010 IC 10042-1 Page 13 EARTH MATERIALS Fill Fill, associated with previous site grading, underlies the entire building pad and south and west facing slopes below the rear yard. The fill thickness observed in the test pits ranges from 61/2 feet in Test Pit 3 to 21 feet in Test Pit 1. The fill consists of sandy silt, clayey sand and silty sand with varying mixtures of gravel and cobble -sized bedrock fragments. The fill is generally mottled grey, brown and tan, and slightly moist to moist. The majority of the fill appears to have been compacted in level lifts and is generally medium dense to dense. A few loose lifts were observed in the test pits and noted in the Log of Test Pits. A compaction report, which certifies the fill for structural support of the house foundations, was not found in the records. Likewise, a compaction report that certifies fill placed behind retaining walls to support interior and exterior slabs was not found. Soil Natural residual soils were not encountered in the test pits. Soils were to be benched out and removed during grading. The difference between the original ground surface and the contact between fill and the bedrock indicates that any fill should have been removed as a consequence of grading. Bedrock Bedrock underlying the site and encountered in the test pits consists of sandstone, shale siltstone of Puente Formation as mapped by Durham and Yerkes, 1964 (Geology and Oil Resources of the Eastern Puente Hills Area, Southern California. Geological Survey Professional 145 ado Sierra Madre 1flvd., Skdte 12 - Pasadenaa - Cafifornii a 91107 ® Phonc626-944-6641/Fax- 26-604-0394 July 6, 2010 IC 10042-1 Page 14 Paper420-B). The bedrock is mapped as part of the Soquel Member of the Puente Formation. Bedrock underlying the site is predominantly sandstone and siltstone that is moderately hard to hard, thinly to thickly bedded and very to moderately weathered. The bedrock is exposed in cuts along the northern property and crops out in steep slopes in the walls of the natural drainage course west of the fill. GEOLOGIC STRUCTURE The bedrock described is common to this area of Diamond Bar and the Puente Hills. Based upon descriptions of geologic structure contained in the Stone reports, and review of published geologic maps, the regional geologic structure of bedrock is complex due to foldi ng, faulting and landsliding. Shale and siltstone beds within the Puente Formation are weak and are subject to "block glide" and bedding plane failures where unsupported in the down -dip direction. Stone 1969), also reported atthat plunging axes of synclines and folds in this tract were susceptible to landsliding where lateral support is removed. The predominant geologic structure near Flint Rock Road strikes north -south to northeast and dips shallowlyto moderately toward the east and southeast. Some bedding plane orientations reported by Hawkins in Boring 1 between elevations of 1086 to 1108 strike north -south to north south and dip shallowly to moderately toward the west. Geotechnical Consultants (1977) also reported northwest -striking and southwest -dipping bedding. Bedding planes mapped as part of this investigation strike east -west to northwest with dips toward the southwest and south. It appears that a fold is present between Hawkins' Boring 1 and Test Pits 1 and 2. This synclinal fold axis plunges toward the south-southwest. 1.45 M Sierra Madre Blue., Belts 12 ® Pasadena w CaMbi° as ® 91107 ® Phone: 626- 44-6641/Fax. 626-604-0394 July 6, 2010 IC 10042-1 Page 15 The south and west dipping bedding planes and south-southwest plunging fold on the site are not favorable for stability. Beneath the western portion of the residence, the geologic structure of the existing bedrock shallower than 30 feet is not considered favorable. It is clear that the condition of approval that ALL unfavorably oriented bedding planes be removed duringgrading and replaced with compacted fill, keyed and benched into favorable bedrock, was not done. GENERAL SEISMIC CONSIDERATIONS Southern California is located in an active seismic region and numerous known and undiscovered earthquake faults are present in the region. Hazards associated with fault rupture and earthquakes include direct affects such as strong ground shaking and ground rupture, as well as secondary affects such as liquefaction, landsliding and lurching. The United States Geological Survey (USGS), California Geologic Survey (CGS), Southern California Earthquake Center (SCEC), private consultants and universities have been studying earthquakes in southern California for several decades. Early studies were directed toward earthquake prediction and early warning of strong ground shaking. Research and practice have shown that earthquake prediction is not practical or sufficiently accurate to benefit the general public. Also, several recent and damaging earthquakes have occurred on faults that were unknown prior to rupture. Current standards and the California Building Code call for earthquake resistant design of structures as opposed to prediction. Building Code Seismic Coefficients Seismic design parameters within the Building Code include amplification of the seismic forces on the structure depending on the soil type, distanceto seismicsource and intensityof shaking. The purpose of the code seismic design parameters isto prevent collapse of structures and loss of life during strong ground shaking. Cosmetic damage should be expected. 145 N. Sierra Madre Blvd., Suite 12 - Pasadena ® California ® 91107 ® Phone: 626-844-6641/Faxx 62 -604-0 94 July 6, 2010 IC 10042-1 Page 16 The site is located within two kilometers of a known seismic source (Whittier fault). The following table lists the applicable seismic coefficients for the 2007 Building Code. SEISMIC COEFFICIENTS (2007 California Building Code) Latitude = 33.98858 ON Longitude = 117-81162OW Short Period (0.29) One -Second Period Earth Materials and Site Class Bedrock - SCfromTable1613.5.2 and Section 1613.5.2 Seismic Design Category D from Table 1613.5(1) and 1613.5(2) Spectral Accelerations SS = 1.623 (g) S1- 0.602 (g) from Figures 1613.5(3) and 1613.5(4) Site Coefficients FA = 1.0 F„ = 1.3 from Tables 1613.5.3 (1) and 1613.5.3 (2) Spectral Response Accelerations Sms = 1.62 (g) SMl_ = 0.78 (g) from Equations 16-37 and 16-38 Design Accelerations Sos = 10S (g} S 1 = 0.52 {g} from Equations 16-39 and 1640 Seismic Hazards The principal seismic hazard to the subject property and proposed project is strong ground shaking from earthquakes produced by local faults. Modern, well -constructed buildings are designed to resist ground shaking through the use of shear panels, moment -resisting frames and reinforcement. Additional precautions may be taken to protect personal property and reduce the chance of injury, including strapping water heaters and securing furniture and appliances. It is likely that the subject property will be shaken by future earthquakes produced in southern California. 45 tie Sien-2 Vladre vd uile 1 - Palade , Caghfo uhi - 9 107 0 Phone-, 626-4 -66 1/, ax- 26..,604-0394 July 6, 2010 IC 10042-1 Page 17 Alquist Priolo Fault Rupture Hazard Study Zone California faults are classified as active, potentially active or inactive. Faults from past geologic periods of mountain building, but do not display any evidence of recent offset are considered inactive" or "potentially active." Faults that have historically produced earthquakes or show evidence of movement within the Holocene (past 11,000 years) are considered "active faults." Active fau Its that are capable of causing large earthquakes mayalso causeground rupture. The Alquist Priolo Act of 1971 was enacted to protect structures from hazards associated with fault ground rupture. No known active faults cross the subject property and the site is not located within an Alquist-Priolo Fault Rupture Hazard Study Zone. The ground rupture hazard atthe site is considered nil. Seismic Hazard Zones The California State Legislature enacted the Seismic Hazards Mapping Act of 1990, which was prompted by damaging earthquakes in California, and was intended to protect public safety from the effects of strong ground shaking, liquefaction, landslides, and other earthquake -related hazards. The Seismic Hazards Ma ppingAct requires thatthe State Geologist delineate various "seismic hazards zones." The maps depicting the zones are released by the California Geological Survey. The Seismic Hazards Mapping Act requires a site investigation by a certified engineering geologist and/or civil engineer with expertise in geotechnical engineering, for projects sited within a hazard zone. The investigation isto include recommendations for a "minimum level of mitigation" that should reduce the risk of ground failure during an earthquake to a level that does not cause the collapse of buildings for human occupancy. The Seismic Hazards Mapping Act does not require mitigation to a level of no ground failure and/or no structural damage. 145 N. Sierra Madre Blvd., Suite 12 - Pasadena - California - 101107 - Phone: 626-844-6641/rAax- 67 -604-0 9 July 6, 2010 IC 10042-1 Page 18 Seismic Hazard Zone delineations are based on correlation of a combination of factors, including: surface distribution of soil deposits; physical relief; depth to historic high groundwater, shear strength of the soils; and occurrence of past seismic deformation. The subject property is located within the United States Geologic Survey, Yorba Linda Quadrangle. Seismic hazards within the Yorba Linda Quadrangle were evaluated by the CGS in their report, Seismic Hazard Zone Report for the Yorba Linda 7.5-minute Quadrangle, Los Angeles County, California, Seismic Hazard Zone Report 010, 2005." According to the Seismic Hazard Zones Map, the entire subject property is within an area that has been subject to, or may be subject to landslides and earthquake induced ground deformation. According to Plate 2.1, Landslide Inventory Map of this report, the site is also underlain by a known landslide. MANOMETER SURVEY A manometer was used to determine the relative floor elevations within both levels of the residence and along the pool coping. The manometer apparatus consists of a water filled reservoir and a graduated staff connected by a long tube. Since water will achieve the same level between the reservoir and the staff, changes in elevation of the staff relative to the reservoir can be measured. The elevation changes can reveal areas of settlement and/or heaving. The manometer device is considered accurate to within 0.10 inches. Modern development standards have minimum requirementsfor performancefor performance of buildings and infrastructure, which includes total and differential settlement. Most building departments have adopted the standard from the California Grading Officials Association, Allowable Ground Settlement Criteria for Subdivision Projects." For static conditions (non 145 N. Stema ]Vlid e Bla o, Bette 12 - Pasadenn , California - 91107 - Phonee 626- 44-664t/Fax° 26-60 -0394 July 6, 2010 IC 10042-1 Page 19 earthquake) the total allowable settlement is 1.0 inch. Differential settlement is limited to a gradient of 1/480 or 1 inch in 40 feet. The County of Los Angeles standard in place at the time this property was developed was less stringent and allowed 1 inch of differential settlement in 30 feet (1/360). Generally, when the differential movement is steeper than 1:360, cracks will develop in floors and wall coverings. Differential settlement of fill may also affect buried structures such as sewers, drain lines and water supply lines. The manometer survey was performed by the geologist on May 25 and 26, 2010. Architectural floor plans of the dwelling provided by the client were used as a basis for the enclosed Manometer Survey plates. A plan of the pool was created using a tape measure and a scale and is considered approximate. Changes in floor type or elevations were normalized such at transitions from wood, tile and carpet and across steps. A reading is taken on either side of the change to make normalization of the data to a consistent datum possible. The normalized elevations can then be contoured to measure style and gradient of deformation. The lower floor level of the residence has a floor area of approximately 3,340 square feet and includes the garage, library, storage, and guest bedrooms and bathrooms. The lower level of the residence has a concrete slab -on -grade floor. The upper level has approximately 3,750 square feet and includes the dining room, kitchen, family room, living room, foyer and master and kids bedrooms and bathrooms. The upper level has a framed wood floor. Maximum differential floor elevation across the lower level is 4.5 inches. The relative high spot is the eastern portion of the guest bedroom and bath at the northeastern corner of the lower level. The relative low spot is the laundry room and guest bedroom at the southwestern corner of the lower level. Maximum differential floor elevation across the upper level is 4.4 inches. The relative high spot is the eastern portion of the kids bedrooms and bath atthe northeastern 145 N. Sierra Madre Blvd., Suite 12 - Pisadena - Calf1ornin W 91107 - Phones 626- 44-6641/Fax.- 626-604-0394 July 6, 2010 IC 10042-1 Page 20 corner of the upper level. The relative low spot is the kitchen nook at the southwestern corner of the upper level. Movement measured in the upper and lower levels is very similar. Differential movement across the lower deck is over seven inches from north to south. The upper level deck was not measured. Differential movement across the pool and spa exceeds one inch with a uniform tilt from east to west. The followtable summarizes the relative floor elevations and gradients within individual rooms. MANOMETER SURVEY RESULTS - LOWER LEVEL ROOM MAXIMUM RELATIVE MAXIMUM FLOOR COMMENTSELEV. CHANGE SLOPE GRADIENT Lower Level Guest 1" - 4.5' (1/54) Steeper slope along east Bedroom #1 1.5 inches I" - 5.5' (1/66) side of floor, becoming flatter near exterior wall Slope from northeast to Library 2.0 inches I" - 7' (1/84) southwest with 1" - 8' (1/96) flattening near exterior wall Storage Room 2.0 inches 1" - 6.5' (1/78) Slope from east to west 1" -11' (1/132) southwest Eastern portion of Lower Level Guest 0.5" - 5' (1/120) bedroom and bathroom Bedroom #2 1.5 inches I- - 31' (1/372) is level to gently sloping. Southwestern corner steeply sloping The eastern portion of slab gently west sloping 1.0" - 6' (1/72) and then steeply sloping Garage 2.0 inches 1.0" - 8' {1/96) toward west. NOTE: garage slab was likely was poured to drain toward the east 145 N, Sier iMidi-e Blvd., Beata 12 ® Pasndena. - Cafifw-nia - 91107 - Phone: 2-844-6641/true 626- 04-039 July 6, 2010 IC 10042-1 Page 21 MANOMETER SURVEY RESULTS - UPPER LEVEL ROOM MAXIMUM RELATIVE MAXIMUM FLOOR COMMENTS ELEV. CHANGE SLOPE GRADIENT Family Room/ 2,5 inches 1' 11' (1/132) slope toward westBreakfastNook1" - 8' (1/96) 1" 6' (1/72) slope toward west with Bedroom/Den 1.5 inches 1„ 8, (1/96) steep gradient across door, which swings closed Kitchen 2.0 inches 1" - 6.5' (1/78) Slope from northeast to 1" -11' (1/132) southwest Dining Room 2.0 inches 1/96) sloping east to west13E - 7 0.5" -12 (1/288) gentle slopes from east to Master Bedroom 2.0 inches 0.5 6 5' (1/156) west and then north to south Foyer/Entry 2.5 inches 1" - 8' (1/96) sloping northeast to 1-'- 9' (1/108) southwest Gentle slopes with a sag Kitts Bedrooms 1 0.6 inches 0.3" -16' (1/640) in framing beneath and 2 bathroom 2 and bedroom 1 All of the relative floor slopes exceed acceptable standards except for kid's bedrooms 1 and 2 located on the upper level at the northeastern corner of the house. Only the northern portion of the lower level guest bedroom has relative floor slope gradients that are within acceptable standards. July 6, 2010 IC 10042-1 Page 22 SITE DISTRESS Residence Because most of the relative slopes are steeper than 1/360, pervasive cracking is present in floors, slabs, and wall coverings. Cracks are present in almost every room of the house. Cracks through the stucco are also present in the exterior of the house. Many of the cracks have been previously patched and have reopened. A detailed description of all the cracks is not relevant forthis report. In general, the cracks indicate tilting, settlement and lateral displacement of the structure toward the west and southwest. A large level also indicates that window and floor jambs are racked and walls and columns tilt. None of the exterior windows and doors can be opened along the western side of the residence. Exterior Cracks and separations are present in exterior retainingwalls, the drivewayslab and apron. The entire east side of the house has pulled away 1/a to 1/2 inch from entry patio and slabs. The perimeter retaining wall and stairway is moving toward the south and west. Movement is present north of the pool and the stairs along the north side of the residence have settled 1/2 to 1 inch. The pool shell is cracked. A sewer broke and was replaced near the eastern margin of the deformation zone. Many of the cracks have been patched more than once. Several crack meters have been placed across significant cracks to quantify future movement. 45 N. Sier i Madre, Blvd., Suite 12 - Pasadeiaa - Califo 1q A 91107 ® Peones 626-844-664 /Fnxe 626-604-0394 July 6, 2010 lC 10042-1 Page 23 ENGINEERING CONSIDERATIONS Undisturbed and bulk samples of the fill, slide debris and bedrock were obtained from the test pits and transported to the laboratory for further testing and analysis. Undisturbed samples of soils encountered were obtained at frequent intervals. In -situ samples from the test pits were obtained by driving a thin -walled steel sampler with successive drops of the hand sampler weight The soil was retained in brass rings of 2.41 inches inside diameter and 1.00 inches in height. The central portion of the sample was retained by close fitting, waterproof containers and transported to the laboratory. Experience has shown that this method of sampling can disturb the sample. However the disturbance can be minimized using proper and careful techniques. In addition to obtaining in -situ samples, the moisture and density characteristics of the fill were measured in place using both a sand cone (ASTM 1556-07) and a nuclear density gauge (ASTM 6938-08). Moisture contents were verified using ASTM 2216-05 and 4959-07. The maximum density of the soils obtained from the test pits was determined in the field and laboratory following ASTM 1557-09. Moisture and density data measured in the test pits are presented on the Log and Test Pits and shown in the following Table I. 145 N. Sierna Madre Blvd., Suite 12 - Pasadena o Ca fifornin ® 91107 e Phone. 626-844=6641/Fax 626-604-0394 July 6, 2010 IC 10042-1 Page 24 TABLE I FIELD DENSITY TESTS - TEST PIT 1 Depth fleet) Test Type Moisture content Ury Weight PCO Maximum Density pof) Relative Compaction 2 Sand Cone 13.6 97.5 102.0 96 2 Rings 18.5 97.3 102.0 95 2 Nuclear Gauge 14.5 92.1 102.0 90 4 Rings 23.4 84.8 102.0 83 6 Nuclear Gauge 14.9 93.7 102.0 92 6 Rings 21.2 97.1 102.0 95 8 Rings 18.8 93.2 105.3 89 10 Rings 16.0 98.2 105.3 93 10 Nuclear Gauge 18.3 88.9 105.3 84 12 Rings 19.0 88.2 105.3 84 14 Rings 16.2 90.1 109.1 83 14 Nuclear Gauge 18.2 83.6 109.1 77 16 Rings 10.9 111.2 129.0 86 18 Rings 9.6 100.3 129.0 78 18 Nuclear Gauge 9.0 107.8 129.0 84 20 Rings 6.2 115.5 129.0 90 The testing indicates that the relative compaction of the fill in Test Pit 1 is less than 90 percent of the maximum dry density at depths of 4, 8, 10, 12, 14, 16, and 18 feet. For Test Pit 2, relative compaction results less than 90 percent were obtained for depths of 8,12,14, and 16 feet. The low relative compaction results are corroborated through consolidation testing, which indicates moderate consolidation and hydro -collapse potentials upon loading and saturation. It is possible that the fill has dilated as a result of the apparent lateral displacement of the site. However, the testing shows that the samples were placed below optimum moisture content, which may explain the hydro -collapse potential. Outside of the zone of apparent lateral 145 N. Sierra Madre Blvd., Siahe 12 - Pasadena - Cafifornha - 91107 - hone: 626-844w6641/ Q`= 626-604-0394 July 6, 2010 IC 10042-i Page 25 displacement, poor compaction was observed and tested in Test Pit 3 and a depth of 6 feet. The findings may be revised pending review of the compaction reports and data for the site, if they were prepared and found. TABLE I FIELD DENSITY TESTS - TEST PIT 2 Depth feet} Test Type Moisture Content ry Weight Pc Maximum Density P7 Relative Compaction 2 Rings 18.5 99.0 102.0 97 4 Sand Corte 16.2 107.1 109.1 98 4 Rings 23.4 101.8 109.1 93 4 Nuclear Gauge 17.2 103.2 109.1 95 6 Rings 21.2 97.0 105.3 92 8 Rings 20.8 99.6 105.3 95 8 Nuclear Gauge 24.1 90.0 105.3 85 10 Rings 19.9 102.5 109.1 94 12 Rings 22.2 95.9 109.1 88 12 Nuclear Gauge 19.7 95.6 109.1 88 14 Rings 23.9 94.5 1.09.1 87 16 Rings 10.9 107.3 1 109.1 98 16 Nuclear Gauge 20.2 89.0 109.1 82 FIELD DENSITY TESTS - TEST PIT 3 2 Rings 18.5 96.8 105.3 92 4 Rings 23.4 97.3 105.3 92 6 Rings 21.2 88.3 105.3 84 1.45 N. SieiTa Madre Blvd., Sere 12 ® Pasadena ® Ca i 'omhk ® 91107 e one: 626-844-6641/Fax.- 626-604-0394 July 6, 2010 IC 10042-1 Page 26 SLOPE STABILITY Shear Strength Parameters One of the conditions of approval for this project was that the as -built shear strengths be determined to verify that import soils had the same or higher strengths than the design. Soils and Geology indicated that the minimum phi angle/cohesion shear strength combination for the compacted fill was to be 30 degrees/300 pcf. An as -built compaction report that contains the results of direct shear testing was not located in the records. Direct shear testing of the bedrock and bedding planes was not performed as part of the design report. The 1991 Hawkins report contains the results of direct shear testing from the laboratory of Converse Consultants for samples of the siltstone and sandstone. Bedding plane conditions were not considered in the design reports. The following phi angle/cohesion value combinations were reported in the June 28, 1991 Hawkins report: Sandstone Bedrock (peak): 40 degrees/900 psf Siltstone Bedrock (peak): 21 degrees/3,000 psf Siltstone Bedrock (residual): 21 degrees/500 psf As discussed earlier, the following phi angle/cohesion value combinations were assumed by Stone for calculating the stability of slopes and building pads within the tract: Bedding and Slide Planes: 9 degrees/100 psf Bedrock: 31 degrees/500 psf Compacted Fill: 19 degrees/500 psf The following phi angle/cohesion value combinations were determined as part of our testing: 145 N. Sierra Madre Blvd., Salta 12 - Pasadena - California ® 91107 - Phone: 6 6-n844-6641/F,,m 626-604- 394 July 6, 2010 IC 10042-1 Page 27 Bedding and Slide Planes: 27 degrees/195 psf Bedding and Slide Planes: 18 degrees/320 psf Siltstone Bedrock (peak): 42 degrees/200 psf Siltstone Bedrock (peak): 30 degrees/350 psf Gross Stability Slopes affectingthe subject property include a 105 foot high slope between the offsite property toward the north at the ridge crest and the canyon. Sections A and B were was prepared to show the highest and steepest topography on the site with respect to the geologic structure. The dimensions of the keyway were assumed based upon the plan location of the toe of slope and general recommendations within the design geotechnical reports and the grading plan. Unfortunatelyforstability of the south-facingslope, the keyway is not located atthe toe of slope. The gross stability of the slope shown in Section A was calculated using a computerized version of the Corrected Janbu and Spencer's methods (SLIDE Version 5.045) developed by ROCSCIENCE, Inc. The shear strengths of the fill reported by Hawkins and Soils and Geology were assumed for the fill. An anisotropic function was used to model the strength of the south - dipping bedding beneath the residence and keyway. The residual strength along beddingfrom Shear Diagram B-3 was assumed for failure surfaces between 20 and 30 degrees. All other failure angles in the slide debris/weathered bedrock was assigned the ultimate strength of bedrock shown on Shear Diagram B-2. Peak shear strength values were assumed for the unweathered bedrock at depth. Saturate unitweights and a tension crackfilled with waterwere assumed in conformance with the standard of practice. The analysis shows thatthe subject property and existingslopes have a safetyfactor less than 1.2 using the assumptions listed above. The safety factor is less than 1.0 (failure) if the Stone 145 N. Sierra Madre Blvd, S Aite 12 - Pasadena ® California ® 91107 - Phone: 626- 44-6641IFaxe 626-604-0394 July 6, 2010 IC 10042-1 Page 28 shear strengths reported for tract grading are used. By raising the water table slightly, the safety factor drops to near 1.0. Analyzing the slope for seismic condition results in a safety factor less than 1.0. The required safety of factor slopes and building sites at the site at the time the site was developed was 1.5. Based upon the theoretical failure surfaces determined by the computer in relation to the observed distress, it is the opinion of Irvine Geotechnical thatthe assumptions are reasonable. The location of the slide headscarp is about where one is believed to be forming beneath the house. Based upon our experience in the Puente Formation, it is likely that there are shear strengths for bedding lower than what was assumed for this analysis. Site stabilization is warranted because the slope and the building are failing. CONCLUSIONS AND RECOMMENDATIONS General Findings The conclusions and recommendations of this exploration are based upon three test pits, field geologic mapping, research of available records, consultation, years of experience observing similar properties in similar settings and review of the development plans. It is the finding of Irvine Geotechnical that stabilizingthe pad and repairingthe residence and appurtenances are feasible from a geologic and soils engineering standpoint provided the advice and recommendations contained in this report are included in the plans and are implemented during construction. 145 N. Merna Madre Blvd., Belts 12 - Pnsadcna o Oifi oy-nia 1 07 ,, eons-, 626-844-6641/Fax. 26-604-03 4 July 6, 2010 IC 10042-1 Page 29 Geotechnical Issues The building pad and residence have experienced lateral and vertical displacement consistent with a developing landslide. The base of the failure consists of weathered bedrock and possibly ancient slide debris, which are present beneath the keyway, slope and house. This rock is wea k in the southerly and southwesterly directions due to the orientation of bedding and the southwest plunging fold axis. Based upon the manometer survey contours and the distress pattern, a landslide graben is developing beneath the southwestern portion of the residence. If left as is, it is the opinion of the undersigned that the house will fail catastrophically. Contributing to the distress of the dwelling and slabs is marginal fill compaction, which has resulted in differential settlement. Also, the future for additional settlement and hydro - consolidation in the fill has limited to acceptable repair options. It is recommended that soldier piles be installed to provide lateral support to the building pad. The piles should be spaced a maximum of 10 feeton center and be designed to retain the earth between the ground surface and the bedrock (about 36 feet). The soldier piles should be down hole -logged to verify the depth to competent bedrock. Due to the thickness of the retained earth, tie -back anchors may be required to assistthe piles. The recommended bearing material for the soldier piles and the earth anchors is the bedrock. Typical soldier piles and earth anchors are shown on the Geologic Map and Sections A and B. The existing house has settled more than 4 inches and the pool 1 inch. The structural engineer should evaluatethe structural integrity of the dwelling, includingthe retaining walls and framing. Relatively low densities of the fill, moderate potentials for hydro -collapse and consolidation of the fill and open fractures in the bedrock all indicate there is a potential for additional settlementto the pad, house and concrete flatwork, regardless if the pad is stabilized laterally. The house should be underpinned to bedrock to eliminate the potential for additional July 6, 2010 IC 10042-I Page 30 settlement. This will require deepened foundations consisting of friction piles tied with grade beams. The structural engineer should provide recommendations for bringingthe framing and slabs back to level. A replacement swimming pool should also derive support in the bedrock. Code Section 111 Relative to Code Section 111, provided that the recommendations contained in this report are included in the design and implemented in the field, the proposed stabilization and repair of the residence and pool will not be subject to geologic and geotechnical hazards associated with settlement, slippage, landsliding, expansive soils, liquefaction or chemical attack. Also, construction of the project will not have an adverse effect on the offsite properties. 7oil]ZIIIMI MLI117*IEel0 General Conditions The following foundation recommendations are minimum requirements. The structural engineer may require footings that are deeper, wider, or larger in diameter, depending on the 10171 irfT.'M Deepened Foundations - Friction Piles Drilled, cast -in -place concrete friction piles are recommended to support replacement structures and/or to underpin the existing structures. Piles should be a minimum of 24 inches in diameter and a minimum of 10 feet into bedrock. Piles may be assumed fixed at 3 feet into bedrock. The piles may be designed for a skin friction of 600 pounds per square foot for that 145 N. Sierra Madre Blvd., Suite 12 ® Pasadena - California - 91107 - Phone: 626-844-6641/ `ax. 626-604-0394 July 6, 2010 IC 10042-I Page 31 portion of pile in contact with the bedrock. All piles should be tied in two horizontal directions with grade beams. Soldier Piles Cast -in -place concrete soldier piles are recommended to supportthe downhill perimeter of the pad. Soldier piles should be a minimum of 24 inches in diameter and a minimum of 15 feet into bedrock. Piles may be assumed fixed at 4 feet into bedrock. The piles may be designed for a skin friction of 600 pounds per square footfor that portion of pile in contact with the bedrock. Soldier piles should be spaced a maximum of 10 feet on center. Based upon the enclosed calculations, the soldier piles may be designed to an equivalent fluid pressure of 45 pcf. The earth pressure is to be applied from existing grade to the top of the bedrock. Due to arching between the piles. The design equivalentfluid pressure should be multiplied by the pile spacing. Lateral Design Friction piles used to support structures within the soldier pile stabilized mass should be designed for an arbitrary creep force of 5 kips, distributed evenly over the upper 5 feet of pile shaft. The friction value is for the total of dead and frequently applied live loads and maybe increased by one third for short duration loading, which includes the effects of wind or seismic forces. Resistance to lateral loading may be provided by passive earth pressure within the bedrock. Passive earth pressure may be computed as an equivalentfluid havinga density of 500 pounds per cubic foot. The maximum allowable earth pressure is 6,000 pounds per square foot. For design of isolated piles, the allowable passive and maximum earth pressures may be increased 145 N. Serra Madre Blvd., Snits 12 ® Pasadenn - Calidorniaa - 9 107 ® Phone, 626a844a664 / `ax0 626-604-0394 July 6, 2010 IC 10042-1 Page 32 by 100 percent. Piles spaced more than 21/2 pile diameters on center may be considered isolated. 1KM- '-J• 74Ti 7ITRT•TM Earth anchors (tie backs) may be employed to assistthe soldier piles in resisting lateral forces. Pressure grouted anchors are recommended. Anchors should derive support (bonded length) in the bedrock. The bonded length of anchors should extend at least 20 feet into bedrock. or to a greater length if necessary to develop the desired capacities. The capacities of the anchors and the assumed design values should be determined by testing of the initial anchors as determined by the shoring engineer. For preliminary design purposes, it is estimated that cast -in -place friction anchors will develop an average value of 900 pounds per square foot. Post or pressure grouted anchors will develop much higher bond stresses and capacities. Only the frictional resistance developed in the bonded zone of the bedrock will be effective in resisting lateral loads. If the anchors are spaced at least six feet on center, no reduction in the capacity of the anchors need be considered due to group action. The anchors may be installed at angles of 20 to 40 degrees below the horizontal. Caving and sloughing of the anchor hole should be anticipated and provisions made to minimize such caving and sloughing. To minimize chances of caving and sloughing, that portion of the anchor shaft within the active wedge should be backfilled with sand before testing the anchor. This portion of the shaft should be filled tightly and flush with the face of the excavation. The sand backfill should be placed by pumping; the sand may contain a small amount of cement to facilitate pumping. 145 N. &erra Madre Blvd., iSuffe 12 - Pasadena - California ® 91107 ® Peons. 626V-844-6641/Fox.- 626-604-0394 July 6, 2010 IC 10042-1 Page 33 The shoring engineer should develop installation, testing and performance criteria for anchors. The following section may be used as a guide. At least 10 percent of the initial anchors for a 24-hour 200 percent test and 10 percent additional anchors for quick 200 percent tests. The specific anchors selected for the 200 percent test should be representative and acceptable to the geotechnical engineer. The purpose of the 200 percenttests is to verifythe friction or bond stressvalues assumed in design. Anchor rods of sufficient strength should be installed in these anchors to support the 200 percent test loading. Where satisfactory tests are not achieved on the initial anchors, the anchor diameter and/or length should be increased until satisfactory test results are obtained. All of the anchors should be pretested to at least 150 percent of the design load. The structural engineer should specify the allowable elongation and creep for 200 percent and 150 percent tests. After a satisfactory test, each anchorshould be locked -off atthe design load. The locked - off load should be verified by recheckingthe load in the anchor. If the locked -off load varies by more than 10 percent from the design load, the load should be reset until the anchor is locked - off within 10 percent of the design load. The structural engineer should provide appropriate recommendations for centralizers and corrosion protection. The installation of the anchors and the testing of the completed anchors should be observed by a representative of the geotechnical engineer. Foundation Settlement Settlement of the foundation system is expected to occur on initial application of loading. A settlement of 1/4 to 1/2 inch may be anticipated. Differential settlement should not exceed 1/a inch. 145 N, Sierra Madre Blvd., Suite 12 ® Pasade R * Californiam 91107 - Phone: 66-844-6641/Fax: 626-604-0394 July 6, 2010 IC 10042-1 Page 34 FLOOR SLABS & CONCRETE DECKING Floor slabs and concrete decking should be structurally designed to derive support in the bedrock via deepened foundations. Decking cast over existing fill will be subject to settlement. Deckingthat caps a retaining wall should be provided with a flexible jointto allow for the normal one to two percent deflection of the retaining wall. Decking that does not cap a retaining wall should not be tied to the wall. The space between the wall and the deck will require periodic caulking to prevent moisture intrusion into the retaining wall backfill. 1/ ULTA f10T4` 0 0 A replacement swimming pool should be structurally designed to derive support in the bedrock via deepened foundations. All pool walls should be designed as free-standing. If the spa is to be attached to the pool, the spa should be founded atthe same depth as the portion of the pool it adjoins. TEMPORARY EXCAVATIONS Temporary excavations may be required to construct access paths for equipment and drill rigs. The excavations may be up to S feet in height and will expose fill. Where not surcharged by existing footings orstructures, the existingfill is capable of maintaining vertical excavations up to 5 feet. Where vertical excavations in the existingfill exceed 5 feet in height, the upper portion should be trimmed to 1:1(45 degrees). A representative of the geotechnical engineer or geologist should be present during grading to see temporary slopes. All excavations should be stabilized within 30 days of initial excavation. J 45 N. Sierra Madre Blvd., Suite 12 ® Pa Mena - California ® 9 107 ® Pawm 626- 44-6641/F ax a 26-604-0394 July 6, 2010 IC 10042-1 Page 35 Water should not be allowed to pond on top of the excavations nor to flow toward them. No vehicular surcharge should be allowed within three feet of the top of the cut. Excavation Characteristics The test pits did not encounter hard, cemented sandstone bedrock. Excavation difficulty is a function of the degree of weathering and amount of fracturing within the bedrock. The bedrock generally becomes harder and more difficultto excavate with increasing depth. Hard cemented layers are also known to occur at random locations and depths and may be encountered during foundation excavation. Should a hard cemented layer be encountered, coring or the use of jackhammers may be necessary. SITE PREPARATION General Grading Specifications The following guidelines may be used in preparation of the grading plan and job specifications, For this project, grading will likely be limited to restoring temporary access roads. Irvine Geotechnical would appreciate the opportunity of reviewing the plans to insure that these recommendations are included. The grading contractor should be provided with a copy of this report. A. The site should be prepared to receive compacted fill by removing all vegetation, and debris. The exposed excavated area should be observed bythe soils engineer or geologist priorto placing compacted fill. The exposed grade should be scarified to a depth of six inches, moistened to optimum moisture content, and recompacted to 90 percent of the maximum density. B. Fill, consisting of soil approved by the soils engineer, shall be placed in horizontal lifts and compacted in six inch layers with suitable compaction equipment. The 145 M Sierra Madre -Blue., Suite 12 - Pasadena - Califernia ® 91107 - Phone. 626- 4-6641/ ax: 626-604-0394 July 6, 2010 IC 10042-1 Page 36 excavated onsite materials are considered satisfactoryfor reuse in the controlled fills. Any imported fill shall be observed by the soils engineer prior to use in fill areas. Rocks larger than six inches in diameter shall not be used in the fill. C. The fill shall be compacted to at least 90 percent of the maximum laboratory density for the material used. The fill should be placed at moisture contentthat is at or within 3 percent over optimum. The maximum density and optimum moisture content shall be determined by ASTM D 1557-09 or equivalent. D. Field observation and testing shall be performed by the soils engineer during grading to assist the contractor in obtaining the required degree of compaction and the proper moisture content. Where compaction is less than required, additional compactive effort shall be made with adjustment of the moisture content, as necessary, until 90 percent compaction is obtained. One compaction test is required for each 500 cubic yards or two vertical feet of fill placed. Fill Slopes Fill slopes may be constructed at a 2:1 gradient and should be keyed and benched into existing fill. Keyways should be a minimum of S feet wide and 3 feet into existing fill as measured on the downhill side. DRAINAGE Control of site drainage is important for the performance of the proposed project. Pad and roof drainage should be collected and transferred to the street or approved location in non -erosive drainage devices. Drainage should not be allowed to pond on the pad or against anyfoundation or retaining wall. Drainage should not be allowed to flow uncontrolled over any descending slope. Planters located within retaining wall backfill should be sealed to prevent moisture intrusion into the backfill. Planters located next to raised floor type construction also should be sealed to the depth of the footings. Drainage control devices require periodic cleaning, 145 M Sierra Madre Blvd., Suite 12 ® Pasadena - Cali1°or in - 91107 - Phonp. 626-844-6641/Fax: 626-604- 394 July 6, 2010 IC 10042-1 Page 37 testing and maintenance to remain effective. The existing swale should be cleaned and maintained. PLAN REVIEW Formal plans ready for submittal to the Building Department should be reviewed by Irvine Geotechnical. Any change in scope of the project may require additional work. SITE OBSERVATIONS DURING CONSTRUCTION Please advise Irvine Geotechnical at least 24 hours prior to any required site visit. The agency approved plans and permits should be at the jobsite and available to our representative. The project consultant will perform the observation and post a notice at the jobsite of his visit and findings. This notice should be given to the agency inspector. During construction, a number of reviews by this office are recommended to verify site geotechnical conditions and conformance with the intent of the recommendations for construction. Although not all possible geotechnical observation and testing services are required by the reviewing agency, the more site reviews requested, the lower the risk of future problems. It is recommended that all grading, foundation, and drainage excavations be seen by a representative of the geotechnical engineer PRIOR to placingf ill, forms, pipe, concrete, or steel. Any fill which is placed should be approved, tested, and verified if used for engineering purposes. Temporary excavations should be observed by a representative of the Geotechnical Engineer. The following site reviews are advised or required. Should the observations reveal any unforeseen hazards, the geologist/engineer will recommend treatment. Pre -construction meeting Advised Temporary excavations Required Solder pile and tie back installation & testing Required Underpinning pile installation Required Bottom excavation for removals Required Compaction of fill Required 145 N. Sierra Madre Blue., Skkfte 12 - Pasadena - C,91ifok nin - 9 107 ® Phokiea 626-844-6641/ ax. 626-604-0394 July 6, 2010 IC 1.0042-1 Page 38 Foundation excavations Slab subgrade pre -saturation Slab subgrade moisture barrier membrane Slab subgrade rock placement Slab steel placement Subdrain and rock placement behind retaining walls Compaction of retaining wall backfill Compaction of utility trench backfill Required Required Advised Advised Advised Required Required Advised Irvine Geotechnical requires at least a 24 hour notice prior to any required site visits. The approved plans and building/grading permits should be on the job and available to the project consultant. FINAL INSPECTION Many projects are required by the agency to have final geologic and soils engineering reports upon completion of the grading. CONSTRUCTION SITE MAINTENANCE It is the responsibility of the contractor to maintain a safe construction site. When excavations exist on a site, the area should be fenced and warning signs posted. All pile excavations must be properly covered and secured. Soil generated by foundation and subgrade excavations should be either removed from the site or properly placed as a certified compacted fill. Soil must not be spilled over any descending slope. Workers should not be allowed to enter any unshored trench excavations over five feet deep. GENERAL CONDITIONS This report and the exploration are subject to the following NOTICE. Please read the NOTICE carefully, it limits our liability. NOTICE In the event of any changes in the design or location of any structure, as outlined in this report, the conclusions and recommendations contained herein may not be considered valid unless the changes are reviewed by us and the conclusions and recommendations are modified or reaffirmed after such review. 145 N. Sierra Madredre lvd., ,Septa 12 ® Pasadena - California - 91.107 * Phone. 626-844-6641/Fax 626-604 394 July 6, 2010 IC 10042-1 Page 39 The subsurface conditions, excavation characteristics, and geologic structure described herein and shown on the enclosed cross sections have been projected from excavations on the site as indicated and should in no way be construed to reflect any variations that may occur between these excavations or that may result from changes in subsurface conditions. Fluctuations in the level of groundwater may occur due to variations in rainfall, temperature, irrigation, and other factors not evident at the time of the measurements reported herein. Fluctuations also may occur across the site. High groundwater levels can be extremely hazardous. Saturation of earth materials can cause subsidence or slippage of the site. If conditions encountered during construction appear to differ from those disclosed herein, notify us immediately so we may consider the need for modifications. Compliance with the design concepts, specifications or recommendations during construction requires the review of the engineering geologist and geotechnical engineer during the course of construction. THE EXPLORATION WAS PERFORMED ONLY ON A PORTION OF THE SITE, AND CANNOT BE CONSIDERED AS INDICATIVE OF THE PORTIONS OF THE SITE NOT EXPLORED. This report is issued and made forthe sole use and benefit of the client, is nottransferable and is as of the exploration date. Any liability in connection herewith shall not exceed the fee for the exploration. No warranty, expressed or implied, is made or intended in connection with the above exploration or by the furnishing of this report or by any other oral or written statement. THIS REPORT WAS PREPARED ON THE BASIS OF THE PRELIMINARY DEVELOPMENT PLAN FURNISHED. FINAL PLANS SHOULD BE REVIEWED BY THIS OFFICE AS ADDITIONAL GEOTECHNICAL WORK MAY BE REQUIRED. WS N. Sierra Madre Mvd., Suite 12 - Pasadena California 91107 - Phune626-844-6641/Faxo 626-6 -0394 July 6, 2010 IC 10042-1 Page 40 Irvine Geotechnical appreciates the opportunity to provide our service on this project. Any questions concerning the data or interpretation of this report should be directed to the undersigned. Respectfully submitted,£ Irvine Geotechnical, Inc. A'No a GE 21 xp. 6®30--10 Jon A. Irvine N`: E.G. 1691/G.E. 2891 R:\ICprojects\lC10042 dint Rock\IC10042 Flint Rock Reportmpd Enc: Appendix I - Laboratory Testing by Soil Labworks Moisture -Density Relationship (Plates Al through A4) Shear Test Diagrams (Plates B-1 through B-4) Consolidation Diagrams (Plates C-1 through C-3) Appendix II - Log of Borings by Hawkins and Log of Test Pit by Geotechnical Consult. Vicinity Map Regional Geologic Map Seismic Hazard Zones Map Log of Test Pits (5 Pages) Landslide Inventory Map Calculation Sheets (13) Manometer Survey (5 plates) Sections A and B Geologic Map xc: (7) Addressee STATEMENT OF RESPONSIBILITY - SOIL TESTING BY SOIL LABWORKS, LLC Laboratory testing by Soil Labworks, LLC was performed under the supervision of the undersigned engineer. Irvine Geotechnical and Jon A. Irvine has reviewed referenced laboratory testing report dated June 10, 2010 and the results appear to be reasonable for this area of Diamond Bar. Irvine Geotechnical and the undersigned engineer concurs with the findings of Soil Labworks, LLC and accepts professional responsibility for utilizing the data. 145 N. sierra Madre Blvd., Suife 12 - Pasadena ® California - 91107 m Phone, 626-844-6641/Fax. 626µ604-0394 SOIL UBWORAUC Irvine Geotechnical 145 N. Sierra Madre Boulevard Suite 12 Pasadena, California 91107 Subject. Laboratory Testing Site: 1941 Flint Rock Road Diamond Bar, California lab: Irvine/DIAMOND BAR SL10,990 June 10, 2010 Laboratory testing for the subject property was performed by Soil Lobworks, LLC., under the supervision of the undersigned Engineer in conjunction with a geotechnical investigation. Samples of the earth materials were obtained from the subject property by personnel of Irvine Geotechnical and transported to the laboratory of Soil Labworks for testing and analysis. The laboratory tests performed are described and results are attached. Services performed by this facility for the subject property were conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the some locality under similar conditions. Respectfully Submitted: SOIL LABWORKS, LLC 2500 Townegate Ad., Suite E • Westlake Village, Ca 91361 a 805.370.1338. Fax 805.371.4693 SOI L UBWORBUI APPENDIX Laboratory Testing Sample Retrieval - hand labor SL10.990 June 10, 2010 Samples of earth materials were obtained by driving a thin -walled steel sampler conforming to ASTM © 3550-01 with successive blows of a drop hammer. The earth material was retained in brass rings of 2.416 inches inside diameter and 1.00 inch height. The samples were stored in closefitting, water -tight containers For transportation to the laboratory. Moisture Density The field moisture content and dry density were determined for each of the soil samples. The dry density was determined in pounds per cubic foot following ASTM 2937-04. The moisture content was determined as a percentage of the dry soil weight conforming to ASTM 2216-05. The results are presented below in the following table. The percent saturation was calculated on the basis of an estimated specific gravity. Test Pit/Boring No. Sample Depth beet Soil Type Dry Density c Moisture Content ercent Percent Saturation Gs=2.65 TP 1 2 Fill 97.3 18.5 70 TP 1 4 Fill 84:6 23.4 65 TP 1 6 Fill 97.1 21.2 80 TP 1 8 Fill 93.2 18.8 64 TPl 10 Fill 92.7 16.0 54 TP 1 12 Fill 88.2 19.0 58 TP 1 14 Fill 90.1 16.2 52 TP 1 16 Fill 111.2 10.9 59 TP 1 18 Fill 100.3 9.6 39 TP1 20 Fill 115.5 6.2 38 TP1 22 Slide 96.4 9.4 35 TP1 30 Bedrock 87.7 15.4 47 TP2 2 Fill 99.0 19.5 77 TP2 4 Fill 101.8 18.1 77 TP2 6 Fill 97.0 22.3 84 TP2 80 Fill 101.4 22.7 96 TP2 8b Fill 99.6 20.8 84 TP2 10 Fill 102.6 19.8 86 TP2 12 Fill 95.9 22.2 81 TP2 14 Fill 94.5 23.9 84 2500 Townsgate Rd., Suite E • Westlake Village, Ca 91361. 805.370.1338 a Fax 805.371.4693 SOI LUWMH Moisture Density (continued) SL10.990 June 10, 2010 Test Pit/Boring No. Sample Depth Peet Soil Type Dry Density c Moisture Content ercent Percent Saturation Gs=2.65 TP2 16 Fill 107.3 17.5 86 TP2 18 Slide 90.0 22.6 72 TP2 20 Slide 81.0 27.4 70 TP2 22 Slide 95.5 26.3 95 TP2 25 Slide 87.8 26.5 80 TP3 2 Fill 96.8 26.3 98 TP3 4 Fill 97.3 24.5 93 TP3 6 Bedrock 88.3 26.5 80 TP3 8 Bedrock 1 98.7 20.8 82 Compaction Character Compaction tests were performed on bulk samples of the earth materials in accordance With ASTM D1557-09. The results of the tests are provided on the table below and on the Moisture -Density Relationship". A -Plates. The specific gravity of the fill was estimated from the compaction curves. Test Fit/Boring No. Sample Depth Feet Soil Type Maximum Dry Density c Optimum Moisture Content Percent TP 1 4-6 Dill 102.0 21.0 TP 1 8-10 Fill 105.3 18.5 TP1 14-15 Fill 109.1 15.6 TP 1 19-20 Fill 129.0 9.0 Shear strength The peak and ultimate shear strengths of the slide and bedrock were determined by performing consolidated and drained direct shear tests in conformance with ASTM D3080- 04. The tests were performed in a strain -controlled machine manufactured by GeoMatic. The rate of deformation was 0.01 inches per minute. Samples were sheared under varying confining pressures, as shown on the "Shear Test Diagrams," B-Plates. The residual shear strength of the slide was determined by repeatedly shearing a sample under varying confining pressures in the direct shear machine. The rate of deformation for the last test at each confining pressure was 0.01 inches per minute. The moisture conditions during testing are shown on the following table and on the B-Plates. The samples indicated as saturated were artificially saturated in the laboratory. All saturated samples were sheared under submerged conditions. K SL10.990 June 10, 2010 Shear Strength (continued) Test Pit/ Boring No. Sample Depth Feet) Dry .Density PC-fj As -Tested Moisture Content(percent) TP3 8 98.7 26.4 TP 1 30 88.7 40.4 TP2* 25 87.8 35.3 TP2** 25 87.8 31.1 Sample repeatedly sheared to determine residual strength. Remolded sample repeated sheared to determine residual strength. Consolidation One-dimensional consolidation tests were performed on samples of the fill in a consolidometer manufactured by GeoMatic in conformance with ASTM D24.35-04. The tests were performed on 1-inch high samples retained in brass rings. The samples were initially loaded to approximately '/2 of the field over -burden pressure and then unloaded to compensate for the effects of possible disturbance during sampling. Loads were then applied in a geometric progression and resulting deformation recorded. Water was added at a specific load to determine the effect of saturation. The results are plotted on the Consolidation Test," C-Plates. 3 Job No. SL 10.990 Project Irvine/Diamond Bar Boring/Test Pit TP I -- ---- Sample Depth 4-6 Feet Soil Type Fill Test Method ASTM. D-1557 TEST RESULTS Maximum Dry Density 102 pcf. Optimum Water Content 21 % 64 zzzzzzmz INL MOISTURE -DENSITY RELATIONSHIP Soil Lobworks, LLC Westlake Village, California PLATE Al KIM Job No. SLI 0.990 Project Irvine/Diamond Bar Boring/Test Pit TPI Sample Depth -8- 9 Feet Soil Type _Fill__ Test Method ASTM D- I SS7 M rTEST RESULTS 11MaximumDryDensityI 0S.3 pcf Tci— A N\ Optimum Water Content 18.5% A-1— e PL I ...... ... 2- i4 ... ......... T MOISTURE - DENSITY RELATIONSHIP Soil Lobworks, LLC Westlake Village, California PLATE A2 Job No. SL 10.990 Project Irvine/Diamond BarV- Boring/Test it TPI Sample Depth 14-15 Feet Soil Type Fill Test method ASTM. D-1557, E. TEST RESULTS Maximum Dry Density 109.1 pcf 4-4... 4— Optimum Water Content41, MOISTURE -DENSITY RELATIONSHIP Soil Lobworks, LLC Westlake Village, California PLATE A3 Job No. - -SLI0,990 Project 1(yineMarnond Bgr Boring/Test Pit TP1 Sample Depth 12-20 Feet Soil Type Fill Test Method ASTM D- 1557 TEST RESULTS Maximum Dry Density 129.0pd Optimum Water Content 9.0 % 1 011 =111 ff#u w f. 1. 4.1- ........ .. MIAL IXLNI MOISTURE -DENSITY RELATIONSHIP Sol Lobwoft, LLC Westlake Village, California PLATE A4 S01 SHEAR DIAGRAM B-1 JN: SL14.990 CONSULTANT JAI UBWORKS.. CLIENT: EARTH MATERIAL: Bak PEAK ULTIMATE Average Moisture Content 26.4% Phi Angle 42 42.5 degrees Average Dry Density (pd) 98.7 Cohesion 200 20 psf Percent Saturation 100.0% DIRECT SHEAR TEST - ASTM D-3080 3.0 TP3-8' - Peak 0 TP3-8' - Ultimate 2.5 C 2.0 I f F W 1.5 N 0.5 j 1 0.0 0.0 0.6 1.0 1.6 2.0 2.5 3.0 NORMAL PRESSURE (KSF) SO I LABWORKS,,c SHEAR DIAGRAM B-2 JN: SL10.990 CONSULTANT JAI CLIENT: IrvinelDfarpond Bar-1%1 Flint Rack EARTH MATERIAL: Bedrock PEAK ULTIMATE Average Moisture Content 40.4% Phi Angle 30.5 30.5 degrees Average Dry Density (pcf) 88.7 Cohesion 680 300 psf Percent Saturation 10010% DIRECT SHEAR TEST - ASTM D-3080 6.0 6.0 4.0 ur t W 3.0 tali F- EIN Q W i U) 2.0 1.0 0$I 9TP1-34' - Peak OTPi -301- Ultimate 1.0 2.0 3.0 4.0 6.0 6.0 NORMAL PRESSURE (KSF) Phi Angle Cohesion 6.0 5.0 4.0 H Y F W 3.0 h 2 N 2.0 1.0 SO I L FA, 7:o,, SHEAR DIAGRAM B-3 JN: SLID.M CONSULTANT JAI CLIENT: EARTH MATERIAL: A= ipdV sheared to determine residual stren th. RESIDUAL Average Moisture Content 18 degrees Average Dry Density (pcf) 320 psf Percent Saturation DIRECT SHEAR TEST - ASTM D-3080 35.3% 87.8 100.00/0 TP2 25 I i r r r r rr rr r rr r r r 0.0 1. 0.0 1.0 2.0 3.0 4.0 5.0 6.0 NORMAL PRESSURE (KSF) S0IL SHEAR DIAGRAM B-4 JN: SLIO. CONSULTANT JAIIRILABWOM.). CLIENT: Irvine/Diamond Bar-1 MI Elfint 92ak I I EARTH MATERIAL: SLIDE - REMOLDED Remolded sample repeatedly sheared to determine residual streng!h. RESIDUA Average Moisture Content 31.1% Phi Angle 27 degrees Average Dry Density (pcQ 87.8 Cohesion 195 psf Percent Saturation 93.3% DIRECT SHEAR TEST - ASTM D-3080 6.0 0 TP2-25 5.0- LL 4.0 z LU 3.0- U) 9 L2.0- po- 0-0-1 0-0 1.0 2.0 3.0 4.0 5.0 6.0 NORMAL PRESSURE (KSF) D 2 4 6 8 8 CONSOLIDATION TEST PROJECT: IRVINEIDIAMOND BAR SAMPLES: 'PP1 a V: TPi @ IV FILL MEN MEN 101110101 0=0 mmicc e 2 .3 .4 _5 .6 .7 .8 .9 1.0 2 3 4 5 6 7 8 910 CONSOLIDA77ON PRESSURE, KSP Water Added PLATE: C-1 0 2 4 6 8 1 CONSOLIDATION TEST PROJECT: IRVINE/QIAMOND BAR SAMPLE: TP1 C 12' FILL 1 .2 .3 .4 .5 .6 .7 .8.9 1.0 2 CONSOUDAvON PRESSURE KSF 3 4 5 6 7 8 9 10 Water Added PLATE: C-2 a 2 4 6 8 1 0 0 4 6 8 CONSOLIDATION TEST PROJECT: IRVINEIDIAMOND BAR SAMPLES. TPi a 14; TP1 Q 1W FILL 2 .3 .4 .5 6 .7.8.9 1.0 2 3 4 5 6 7 8 910 CONSO.lDA71ON PRESSURE, KSF Water Added PLATE: G3 APPENDIX 11 project N110: Ressuld Location: Matrock td, Oiuoad Ur Oats Exeavated: O2-21-91 NIPT431. Elevatiaa: 1117' VOL anpit ; lion f 11e1st.; try ; Testa 1 F ieptk i count eoatut;Deaity( tpt'I 1 a feet) i i 1) 1 bef ; _1:1W 1 e 1 j 1 i I 5.3( 4i 1.0 1061 i S i i A A S 1 i i i i S 10.5; t1i 4,2 full i i i 1 e 1 i t ii 13 A A A A i 14 1116 Y 11 19 A A A i A 20 20.71 111 11.221 1111 06( 21 23 1 1 i 1 1 24 26 W! 111 4.41 1U, i 24 1 1 27 1 i 1 1 r1 1 1 a 1 1 29 1 1 1 1 1 1 31 1 Pnjeet Naa6N i16l1A11S1 lent! Nwlwit: ! Etcavatiet !lethal: 24" fackat Aaler Ifeum rstar DOW Not tumatersd Visual elassiflutien 01.1 0-2.1' FILL, lode! Won fin Is*. silt at murew elltatoaa fmalanb (Lase) (13.44141 dip 41 de1 Nt POTE FaNNl U011 1EOlO p laterbaddW IQW yei Nxtims allteteaa-silty fin aaa taea, elltataa thfaly bedded, kllkly fraets»d [15'-M, dip.21S, dip 31SI SM MUM rMUTION KOpU, Light tat f . s ty aaadstoae r/ no slitstoae latubth (cane) clean flee -Ow. saadaton firer 1-IN 0.141 NMI dipplal' 31 401. $1 Was sceerkat irrmler Naive saadatoM 11.13, Slltstose iatembed 1131, Maui" saadstan 13.15, 1.5-1' fracture is saadetan, top of siftstoN iaterbad 15-16' [0 15.01, NNE, dippla121 deg. Mj St"se 1mA41e1 Yeti Dow 1' sUtstems bed JIM#% 1120E, dippi" 25 41. M1 SPI POTE FUMTIfIN Kmm. !tuff fiae-aed. sandsteas NJ am coma mad Aed lift (Very how) 2' :!!luau ken (123.00, #159, d100110 22 dt1. 1) Siltsteas layer 1124 3', t11M, dippiao 21 1 F41011011 KOM, hff silty ffarse:i. Very passel 11tatose bed 3t-32' E1 31.4'. AZOV, dip 24 de1. S111 BODUO00020 BORING LOG- Prelsct Niue= troussrd Loestisw: Flistrech Rd, Dienwd Dsr Dote Ismateds Q-21-11 Appro'r. llevstiets 1117' ML seple I elope I Moist.) Dry ; Tests , epth ;toast itsathettknityt Apt'd i foot) _ i t) t (pef) t E1W i e, I where I t 1 33 34. t I u i 1 I I i 37 3i.1; 141 13.3; 112t i 3S i t 40 1 t 1 l 41 42 A 43 1 t t i 44 t t i i 40 i i 1 42 40 1 1 I A 1it, I56 i 1 t E i 13 1 5i AA ST A 1 1 So 59 i Al 60 6t.6t 36, sl"611 961 oil 61 r i 62 Project thaberr mmill eerie! Noun 1 11"Vatiss mtbod: 24" Socket Alor 6ressdsoter De#Ar Net Esonetered visul trssslfiestlaw silicsees "Ate" eouretiae w32t.5' M'N FORMATION UNW, Lisht hrors iotorbodded f in awdy siltstowslity fill aedstne,(Wry Dow) 131.61, N10E, dipplas 23 deg. M91 Urerw/rut silt layer rl Has nod lean, aolshrstw sudy siltstoso (wry Done) 1U.3'. No dip 23 M. 91 gill emoted osrdrtow bed 46 3.41.6' 3roalrast siltsten feterbods e1.3 41.6' sillcom eiltstoso aKretlee *51.5' radio$ is liAt bran silty fin -eel. ssndstess very Dowse) is 13.10, NMI dipole/ to dw N) Stiffl safas cosrietw It &FA of 62.1 feet ew 02-21-11 11 BONING LOG project Name: 1Tounard tocatiost FliatTock Ad, bivaad tar Date Elevated, 02-21-l1 Approc. Elevatleet 1123" IM Project MAIT3-NiM191 101111 Unit 2 E:ciaatite Netbods 24" luetet Aa9er S irous hrat" Depths Nat Emmatered amplo ! Bin ! Moist.; 0rY ( Toots ; Eh ! coast lceeteat;0easlty! Apt'd ! fast) i (Pcf) i 11sW 4 j i s i Alto F a 0 t danifi ati0e 11t) P1UIE FOWTION 1EOiii C diet brows,11 rust wtt)lom siliceous fin wady tlttstoam, b18b1Y frutnrd,(Laose) 3.711 31 16.0; Bw 11. TAN fin. oosdstoss layer w/ apes fratares, 4.6.4.3' t i 5 WV, b"Wrop hnit tnadla9 map dip 14 del.1, i 5 side do" Cli.]', Harlteetsl i i 101 P4ii N FW ATION siO M, Nisive 1196E tat allty floe r;S:: Walls (Cone) 1 i to i6.01 to, 19.51, 10ss, 11 prosNrnst tiltston w/ flu -sot. saw 1e1see'll-11.5' C0 11.011 NISVO dlpplN 0 del. N) 13 Srassf:iitstoiw layer 12.5-13.6' l4 Iaterhedded siltsten ad saedston Igues, 18.3-13.p' 15 Toss flu -nd. silty stdatou (Very Mesa) 121, 22.9211 1061 061 16 i..;:: Ci13.40, 1nst, d1ppia01. dM• N). 5iltetese 1S.f-tf.9' 1] t 1! gird cnestod nadstess 11.5-20.0' 20s#. W. 1.0' ii#!_ 20 ti9bt brows silty flee-ed. sadsteu sr/ sea carts sad 21 1621.60, N3u, dlppl" 3 dot. NEj, Siltstoes 21.1-2I.3' 22 tlibt brows silty flu-nd. su#lon (Very seam) 25 25.61 16! 6.31 116#1 26 fordo! coaplotd it depth of i#.b foot as 02-21-91 BODUO00022 I ' Project Besse ilrouswd witless Fiistioek Rd, Dlawwd by vets E:savated: 42-21-n Appros. Elevatiosl 1123' list i BORING LOG PTS*t MAN:apillfiill aoriss Number: Z Eicavaties liotbod= 24• sweet dater . bouW attr Depth: Not f"oustared Is Blow i iialst. i ky i Tests tk ; toast "tostettlesultyi Rpt'd i fat) ; i (t) f (W) i Else- 1 Z i i i where F e 0 t Visual Claulficttios all] PiN:ltTE FORl I10 BEO w. Light breve MI rat settlisp 2 sillcaan fin ssndr siltston, higkly fractured,f toeso) i i i s i 3 113.4'-Nsrixtstal] 3.71 3; 14.11 Oil 4 Taw flit etadstes@ War wJ opss fractures, 4.4-4.5' S 05.501 Dovlidrop fait tradlsV WMI dip 14 d". S, 6 S side, dtue t MU F MT1w KDIE M, lases!" light tall silty lift 10.11 101 3.51. 10311 11 book/rut siltstots v/ flu -sad. and 14M8,11-11.5' i 1 i 12 R 11.1', B151. Appisp 1 doh. NJ 13 frove siltstost layer 12.3-13.3' 14 fatorboddad siltston sod mittens issue, 13.5-15.0' tag tin-mi. silty ssAW* (very Mate) 1S.S; 12; 22.9911 MI DS, 16 s,,: 315.!'. NW, dinia 1 day. NJ, Siltstow iS.k-16.3' 1 1 1 1 1 1 y:. i 1 1 1 i 1! 11NardCountediesdtttM1U.5-24.8' 26.41 13: 1 N lal 3 24 tight brave silty flu-sed. sudetan wi sees warn said i i i i i 21 NW, digpi M 3 60. NEI , Mistakeistase 21.1-23.3' 22 x tight krws silty f1wood. sasdstess (vary Doss) 23 1 1 1 24 I i I I 1 2S 2931 lit 6.31 Ili; 26 Aorisl eosplttad at d0tk of 26.5 foot os 62-2141 BQDUOOOO23 5-ATE OF CALj ORNIA-ARNOLD 5CHARZENEGGER,GOVFRNDR CACIfORNEAGFOLOGICALSIIRVEY THE RESOURCES AGENCY-MICHAEL CHRISMAN SECKTARY VNba Linda Quadran,)tnPNre x.i ns,• nanoic,. n,. n c s-rs rmrv-iR OEPARTMENTOF WNSERVRT*N-DEBBIESAREERAN, INTERIM oRtCTOR SEISMIC HAZARDZDNE REPORT 010 CIXI' SITE C oQ a as a V O o V v L4 o r C) 1 o C- 00is0 • Q d Bane map enlarged from LI.S.GS Sox 6"inute series YORBA I_INDA QUADRARGLP au, Shear testsampielocation D Landslide Tract reportwithmDltiplesheartests 3ssrnr tras' Plate 2.1 Landslide inventory, shear test sample locations, and areas of significant grading, Yorha Linda 7.5-Minute Quadrangle, California. S77192 Plate 3 qC .- .- - - LOG OF TEST PIT EXCAVATED September 29, 1977 WITH Backhoe T P' PIT DIMENSIONS IN FEET W 2 L 8 D 10 SURFACE ELEVATION IN FEET 1115 DATUM Mean Sea Level G EO LOGICAL w a W ENGINEERING TEST DATA CLASSIFICATIONS w CLASSIFICATION AND- D_ DESCRIPTION o DESCRIPTION M _ 0 RC) FILL (af) SANDY SILT (ML) light brown, dry, loose with shale and sandstone fragments. Abun- r' dant roots throughout. 1110 S' SANDSTONE (R) tan, dry, dense, hard, massive, some -- PUENTE a as FORMATION (Tp) what friable, fine to medium- J N80W 55NE 0 grained. J N 12E 80SE 1 105 SHALE (R) gray and brown, B N38W 32SW ist, dense, bedding I inch B N27W 24SW aja rt. Bottom of test pit at 10 feet. No water, no caving. Test pit backfi 1 l ed. IS PIT DIMENSIONS IN FEET W L D SURFACE ELEVATION IN FEET T P S fl 10 15 LEGEND ON PLATE A-Z TOPOi map printed on 07/06/10 from "Irvine.tpo" 11/A3j.i.5.i" W 11/A51bb/" W WW>64 11/.t9000U" YY rN MAK7.;a Ot p2-.• /-.:`€ ' sir f 1 . 9-e j Y \,'i f XV Y z' fir. •- '7 " 7: _' u: 21, 27 A r1 4 wm Flag ere Yted 117.833330 W SUBJECT PROPERTY M fir - _ `, ct3'.r „ {r'. 1 Y i- i ti ,- '< ti `Z 1 ' :_ltiw7 ' F`i f L S •` df .. _ t- +. i 1{'Y' I.2 , 1 ys - _J JOfl > > :i! r yl 3 t ttra }+ +t s 3f a ::x y74. r1 117.816670 W WGS84 117.800000 W A 1' A TN MN NATIONAL 0.0 0.5 miles 121hO GEOGRAPHIC 0.0 0.5 1.0 km 07/06/10 GEOTECHNICAL Inc REGIONAL GEOLOGIC MAP IC: 10042-I CONSULT: JAI CLIENT 1941 FLINT ROCK SCALE: V = 2,000' REFERENCE: Geology and Oil Resources of the Eastern Puente Hills Area, Geological Survey PP 420-13, Durham & Yerkes, 1964 IRVINE L 3_ f I SEISMIC HAZARD ZONE MAP LOG OF TEST PITS IRVINE PROJECT 1942 FLINT ROCK ROAD DRILL DATE 512512010 THROUGH 6/1/2010 LOG DATE 5/25/2010 THROUGH 6/1/2010 LOGGED BY JAI & TM GEOTECHNICA" Inc DRILL TYPE HAND LABOR DIAMETER 24 - 30 INCHES SURFACE ELEVATION 1108 feet DRILLING CONTRACTOR D & D CONSTRUCTION SPECIALTES SURFACE CONDITIONS Lover deck adjacent to southwest comer of house. Concrete slab TEST PIT 1 Page 1 of 2 C U) Lithologic Description rn try g U V m lu 1108.0 0 FILL: Clayey Sand with Siltstone fragments of Silt, grey -brown, moist, dense SC 2 nla 13.6 97.5 57 SC 1107.0 1 R 2 nla 18.5 97.3 77 1106.0 2 N 2 nla 14.6 92.1 53 1105.0 3 bedrock fragments up to 12 inches in long R 4 nla 23.4 84.6 69 1104.0 4 dimension N 6 nla 14.9 93.7 56 scrsm 1103.0 5 Sandy Silt with gravel fragments, moist, R 6 nla 21.2 97.1 87 1102.0 6 compacted, rock fragments sheared off by hammer, mottled gey brown to tan 1101.0 7 R 8 nla 18.8 93.2 70 1100.0 8 1099.0 9 R 10 nla 16.0 98.2 68 SC 1098.0 10 N 10 nla 18.3 88.9 61 1097.0 11 R 12 nla 19.0 88.2 62 1096.0 12 1095.0 13 R 14 n/a 16.2 90.1 55 1094.0 14 Silty Sand with Siltstone fragments, slightly moist, N 14 nla 18.2 83.6 53 SM 1093.0 15 loose to slightly dense R 16 nla 10.9 111.2 68 SM 1092.0 16 Silty Sand with Siltstone fragments, moist, dense 1091.0 17 R 18 nla 9.6 100.3 43 3W/SN 1090.0 18 Sand and Silty Sand, slightly moist, medium dense, contains granitic gravel and cobbles N 18 nla 9.0 107.8 50 1089.0 19 R 20 nla 6.2 115,5 44 1088,0 20 LOG of TEST PITS IRVINE PROJECT 1942 FLINT ROCK ROAD DRILL DATE 5/25/2010 THROUGH 6I112010 LOG DATE 5/25/2010 THROUGH 6/1/2010 LOGGED BY JAI & TM GEOTECHNICAL Inc DRILL TYPE HAND LABOR DIAMETER 24 - 30 INCHES SURFACE ELEVATION 1108 feet DRILLING CONTRACTOR D & D CONSTRUCTION SPECIALTES SURFACE CONDITIONS Lover deck adjacent to southwest corner of house. Concrete slab TEST PIT 1 Page 2 of 2 E a E oo"- 0 1 v C 2. Y is tionDescriptionLitholo9p F-© M p M Wm 5M 1088.0 20 Sand and Silty Sand, slightly moist, medium dense, contains granitic gravel and cobbles 1087.0 21 SLIDE DEBRIS: Shale and Siltstone, very R 22 nla 9.4 96.4 35 1086.0 22 weathered, soft, chaotic, sheared, grey, orange and brown, roots growing along shears 1085.0 23 Shear @ 22.5' E-W; 30S Bedding @23': E-W; 20S 1084.0 24 1083.0 25 Sandstone, orange, very hard, fractured, open fractures'/ to 1 inch wide, roots growing in 1082.0 26 fractures, roots'/ to Yin diameter 1081.0 27 1080.0 28 contorted and sheared shale, — i Shear N70W; 26S 1079.0 29 BEDROCK: Shale, grey -brown, moderately hard, R 30 nla 15.4 87.7 47 1078.0 30 thinly bedded, fissile Bedding @29': N70E; 21SE 1077.0 31 Bedding 3 ` END @ 30': No Water, No Caving, Fill to 21 feet NOTE: Footing exposed that extends to a depth of 32 inches below top of slab. Footing extends 20 inches from wall of house into test pit LOG OF TEST PITS IRVINE PROJECT 1942 FLINT ROCK ROAD DRILL DATE 5/25/2010 THROUGH 6/1/2010 LOG DATE 6/25/2010 THROUGH 6/1/2010 LOGGED BY JAI & TM GEOTECHNICAL Inc DRILL TYPE HAND LABOR DIAMETER 24 - 30 INCHES SURFACE ELEVATION 1108 feet DRILLING CONTRACTOR D & D CONSTRUCTION SPECIALTES SURFACE CONDITIONS Lover deck adjacent to central portion of house. Concrete slab TEST PIT 2 Page 1 of 2 r a CL 3 a v, o M L o o Lithologic Description Ni- WL7. O U 0y ulL 1108.0 0 1 FILL: Clayey Sand with Siltstone fragments of Silt, grey -brown, moist, dense SC : 1107.0 1 R 2 n/a 18.5 99.0 80 1106.0 2 SC 4 nla 16.2 107.1 89 1105.0 3 R 4 nla 23.4 101.8 110 1104.0 4 N 4 n/a 17.2 103.2 84 ScIsm 1103.0 5 Sandy Silt with gravel fragments, moist, R 6 n/a 21.2 97.0 87 1102.0 6 compacted, rock fragments sheared off by hammer, mottled gey brown to tan 1101.0 7 R 8 n/a 20.8 99.6 92 1100.0 8 N 8 n/a 24.1 90.0 82 1099.0 9 R 10 n/a 19.8 102.6 95 SC 1098.0 10 Sandy Silt with gravel and bedrock fragments, 1097A 11 moist, compacted, no lifts visible R 12 n/a 22.2 95.9 89 1096.0 12 N 12 n/a 19.7 95.6 78 1095.0 13 R 14 n/a 23.9 94.5 92 1094.0 14 SM 1093.0 15 R 16 n/a 10.9 107.3 60 SM 1092.0 16 Silty Clay, black to grey, organic, stiff N 16 n/a 20.2 89.0 67 1091.0 17 SLIDE DEBRIS: relict Shale and Siltstone, very R 18 n/a 22.6 90.0 77 1090.0 18 weathered, very fractured and open, soft, chaotic, sheared, grey, orange and brown, 1089.0 19 Shear @ 1.9' N73W; 29S R 20 n/a 27A 61.0 74 1088.0 20 Bedding @20' N78W; 20S LOG OF TEST PITS IRVINE PROJECT 1942 FLINT ROCK ROAD DRILL DATE 5/25/2010 THROUGH 6/1/2010 LOG DATE 5/25/2010 THROUGH 6/1/2010 LOGGED BY JAI & TM GEOTECHNICAL Inc DRILL TYPE HAND LABOR DIAMETER 24 - 30 INCHES SURFACE ELEVATION 1108 feet DRILLING CONTRACTOR D & D CONSTRUCTION SPECIALTES SURFACE CONDITIONS Lover deck adjacent to southwest corner of house. Concrete slab TEST PIT 2 Page 2 of 2 0) a « r. w0. 3 c O Lithoingic C7escription O F o v o o v m w 1088.0 20 contorted and heavilly fractured Siltstone, brown, soft, fractures open to inch 1087.0 21 R 22 n/a 26.3 95.5 95 1086.0 22 Sandstone, orange, very hard, fractured, open 1085.0 23 fractures 1 to 1 Y2 inches wide Fracture N60W; 88S 1084.0 24 R 25 n/a 26.5 87.8 80 1083.0 25 contorted and sheared Shale, brown, soft, plastic 1082.0 26 shears with slicks Shear N89E; 28S 1081.0 27 Bedding @27': N72W; 355 1080.0 28 1079.0 29 BEDROCK: Shale, grey -brown, moderately hard, 1078.0 30 thinly bedded, fissile Bedding @30': N50W; 10SW END @ 30': No Water, No Caving, Fill to 17 feet NOTE: Footing exposed that extends to a depth of 42 inches below top of slab. Footing extends 18 inches from wall of house into test pit LOG OF TEST PITS IRVINE PROJECT 1942 FLINT ROCK ROAD DRILL DATE 5/25/2010 LOG DATE 5/25/2010 LOGGED BY JAI GEOTECHNICAL Inc DRILL TYPE HAND LABOR DIAMETER 24 - 30 INCHES SURFACE ELEVATION 1129 feet DRILLING CONTRACTOR D & D CONSTRUCTION SPECIALTES SURFACE CONDITIONS Front and grass lawn TEST PIT 3 Page 1 of 1 a W r: a) o m .m- . t4' .a Lithola is Description n o m.px-1.. to in w 1129.0 0 FILL: Gravelly Sand and Silt with Shale fragments, mottled brown, grey and orange, 1128.0 1 moist, dense, compact R 2 n/a 18.5 96.8 76 swiG 1127.0 2 1126.0 3 R 4 n/a 23.4 97.3 97 1125.0 4 1124.0 5 R 6 n/a 21.2 88.3 69 1123.0 6 6 to 8 inch thick, loose lift of fill along contact BEDROCK: Sandstone and Shale, orange to1122.0 7 grey -brown, moderately hard, weakly bedded, R 8 n/a 18.8 98.7 81 1121.0 8 very to moderately weathered 1120.0 9 Bedding N35W; 30 NE R 10 nla 22.7 101.4 96 1119.0 10 END TP @ 10': No Water, No Caving, Fill to 6.5 feet NOTE: Ground surface was saturated and swampy at time of exploration. However, saturation only extended to a depth of 6 to 12 inches A ASCNM IINO10 6 I I -, ll-,--",' ll',l'Illlll-" l' ' I", Q Q z O F= ULu W Ir I I O i ;-- us c .o cE y o G N Ci m {d p 01 2 . C? ' ` N J °q c oa—LoM— 22 a m : Q MCq 45ygyp: r nrnm m a a M- ofc c Z o arn`A r a 3 w m e v n cDr6U- r i i 1 \ / a , v § v„ •F I j fr41 ti J J^' i $ J r a o o } M eu 1 N o Qul 0 C3 '^ Oe- o o cLv) E v {m C cn 2 r 0LL I C9 rn c°.3 o a 'c p •v tG 3 U)Uii Z 0 `; a a w I g e IM 4 P R aa i C9 1 © 1 MAPN W 898 ' O see i p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o - lj o m O 0 o m 0 ul O ul o m o m O m 0 Ln O m Q U} O m O O N (!1 r- O N m r- O N to r- O N w r- O N m r- O N m L- O ` O GX4 O O O O ri ri rl r^k N N N N (rl ('1 i'1 (+1 dl VI dl d i(1 lfl t!} N tD O 41 NW fCi Ode 04ZG Oo ost odt osoodol r 0 Lk- z 0 U - z U. ujIn t z L,Um Am VJ Uric 1 e- a. S A - Z CN b rnc¢ cDn -(n wcas •— o L fo M0LL? cM a doe CI M N MEN O O O O O O O O O O O O O O O O O O O O O O O O O O O m O m O m O m O 0 P Ill Q m 0 N O Ill (D Ln 0 to 0 m O O N Ln i- O N m i• o N m i- O N Ill I- O N Ill (- O N Ln [ O rd 0 0 0 0 r r r-1 `i N N N N M M M M cr W c W Ln In In ll'S tp J.) N 44Id im 1) 0 z XN W z 0 U wU) IRVINE GEOTECHNICAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CALC. SHEET #1 SLIDE — VERSION 5.045, BY ROCSCIENCES, INC. TITLE: CALCULATE THE GROSS STABILITY OF THE SLOPE SHOWN IN SECTION A -A. SEARCH FOR CRITICAL COMPOSITE FAILURE BELOW FILL SLOPE. USE SATURATED WEIGHTS BUT NO GROUNDWATER. Slide Analysis Information Proiect Settings Project Title: SLIDE - An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo -random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: Janbu corrected Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Non -Circular Block Search Number of Surfaces: 5000 Pseudo -Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 120 Left Projection Angle (End Angle): 220 Right Projection Angle (Start Angle): 30 Right Projection Angle (End Angle): 80 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading I IRVINE GEOTECNNICAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CALC. SHEET #2 2 Distributed Loads present: Distributed Load #1 Constant Distribution, Orientation: Normal to boundary, Magnitude: 300 Ib1ft2 Distributed Load #2 Constant Distribution, Orientation: Normal to boundary, Magnitude: 300 Ib/ft2 External Loading assumed for weight of house. Tension Crack Tension crackWater level: filled with water Material Prooerties Material: Fill Strength Type: Mohr -Coulomb Unit Weight: 120 Ib1ft3 Cohesion: 300 psf Friction Angle: 30 degrees Water Surface: None Material: Bedrock Strength Type: Mohr -Coulomb Unit Weight: 125 Iblft3 Cohesion: 680 psf Friction Angle: 30.5 degrees Water Surface: None Material. Slide Debris Strength Type: Anisotropic function Unit Weight: 120 Iblft3 Water Surface: None SHEAR STRENGTH ALONG BEDDING. PHI = 181COHESION = 320 PSF SHEAR STRENGTH ACROSS BEDDING: PHI = 30.51COHESION = 300 PSF Global Minimums Method: 'anbu corrected FS: 1.163080 Axis Location: 30.478, 1239.153 Left Slip Surface Endpoint: 28.469, 1041.577 Right Slip Surface Endpoint: 182.505, 1111.682 Left Slope Intercept: 28.4691041.577 Right Slope Intercept: 182.505 1119.000 Resisting Horizontal Force=157650 lb Driving Horizontal Force=135545 lb Method: spencer FS: 1.179570 Axis Location: 35.249, 1253.181 Left Slip Surface Endpoint: 26.796, 1040.816 Right Slip Surface Endpoint: 185.257, 1111.702 Left Slope Intercept: 26.796 1040.816 Right Slope Intercept: 185.257 1119.000 2 IRVINE GEOTECHNICAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CAM SHEET #3 Resisting Moment=3.6648e+007 lb-ft Driving Moment=3.10689e+007 lb-ft Resisting Horizontal Force=156986 lb Driving Horizontal Force=133087 lb List of All Coordinates Block Search Polyline 58 1040 2201099 2241102 2291105 Material Boundary 67 1060 67 1055 87 1055 87 1060 165 1087 236 1120 243 1123 252 1127 Material Boundary 27 1041 53 1038 2201099 2241102 2291105 2331109 2361115 2361120 Material Boundary, 236 1120 236 1120 External Boundary 0 1000 308 1000 3081141 288 1138 275 1132 2741127 252 1127 2221127 221 1119 1671119 1661108 1461108 1461105 1121086 1091085 3 IRVINE GEOTECNNICAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CAM SHEET #4 1041086 67 1060 47 1050 27 1041 25 1040 0 1036 Tension Crack 1671112 2271112 2281120 252 1120 2801120 281 1127 2901131 308 1135 Distributed Load 221 1119 167 1119 Distributed Load 2481127 222 1127 CONCLUSIONS: THE SAFETY FACTOR OF THE SLOPE SHOWN IN SECTION A IS JUST OVER 1.16. n W IR VINE GEO TECHNICA L GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CALC. SHEET #5 TITLE: CALCULATE THE GROSS STABILITY OF THE SLOPE SHOWN IN SECTION A -A. SEARCH FOR CRITICAL COMPOSITE FAILURE BELOW FILL SLOPE. USE SATURATED WEIGHTS AND ASSUME GROUNDWATER RISES AS SHOWN. Slide Analysis Information Project Settings Project Title: SLIDE - An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Ib/ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo -random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: Janbu corrected Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Outions Surface Type: Non -Circular Block Search Number of Surfaces: 5000 Pseudo -Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 120 Left Projection Angle (End Angle): 220 Right Projection Angle (Start Angle): 30 Right Projection Angle (End Angle): 80 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 2 Distributed Loads present: Distributed Load #1 Constant Distribution, Orientation: Normal to boundary, Magnitude: 300 Ib1ft2 R IRVINE GEOTECHNICAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CALC. SHEET #6 Distributed Load #2 Constant Distribution, Orientation: Normal to boundary, Magnitude: 300 Ib/ft2 Tension Crack Tension crackWater level: filled with water Material Properties Material: Fill Strength Type: Mohr -Coulomb Unit Weight: 120 Ib/ft3 Cohesion: 300 psf Friction Angle: 30 degrees Water Surface: Water Table Hu value: automatically calculated Material: Bedrock Strength Type: Mohr -Coulomb Unit Weight: 125 Ib/ft3 Cohesion: 680 psf Friction Angle: 30.5 degrees Water Surface: Water Table Custom Hu value: 1 Material: Slide Debris Strength Type: Anisotropic function Unit Weight: 120 Ib/ft3 Water Surface: Water Table Hu value: automatically calculated Global Minimums Method: ianbu corrected FS: 1.032480 Axis Location: 31.005, 1244.677 Left Slip Surface Endpoint: 26.802, 1040.819 Right Slip Surface Endpoint: 187.034, 1111.714 Left Slope Intercept: 26.802 1040.819 Right Slope Intercept: 187.034 1119.000 Resisting Horizontal Force=161021 lb Driving Horizontal Force=155956 lb Method: spencer FS: 1.049370 Axis Location: 31.005, 1244.677 Left Slip Surface Endpoint: 26.802, 1040.819 Right Slip Surface Endpoint: 187.034, 1111.714 Left Slope Intercept: 26.802 1040.819 Right Slope Intercept: 187.034 1119.000 Resisting Moment=3.6547e+007 lb-ft Driving Moment=3.48276e+007 lb-ft Resisting Horizontal Force=158564 lb Driving Horizontal Force=151104 lb 71 IRVINE GEOTECHNICAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CAM SHEET#7 List of All Coordinates Block Search Polyline 58 1040 220 1099 2241102 2291105 Material Boundary 67 1060 67 1055 87 1055 87 1060 1651087 236 1120 243 1123 252 1127 Material Boundary 27 1041 53 1038 2201099 224 1102 229 1105 2331109 236 1115 236 1120 Material Boundary 2361120 2361120 External Boundary 0 1000 308 1000 308 1141 288 1138 275 1132 2741127 252 1127 222 1127 221 1119 1671119 1661108 1461108 1461105 112 1086 109 1085 104 1086 67 1060 47 1050 27 1041 7 1RME GEOTECHNICAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CALC. SHEET #8 25 1040 0 1036 Wafer Table 0 1036 25 1040 47 1050 67 1055 87 1060 1051066 3081066 Tension Crack 1671112 2271112 2281120 252 1120 2801120 281 1127 290 1131 308 1135 Distributed Load 221 1119 1671119 Distributed Load 2481127 2221127 CONCLUSIONS: THE SAFETY FACTOR OF THE SLOPE SHOWN IN SECTION A DROPS TO NEAR 1.0 WITH A RISING WATER TABLE. IRVINE GEOTECNNICAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CALC. SHEET #9 TITLE: CALCULATE THE SEISMIC GROSS STABILITY OF THE SLOPE SHOWN IN SECTION A -A. SEARCH FOR CRITICAL COMPOSITE FAILURE BELOW FILL SLOPE. USE SATURATED WEIGHTS. Slide analysis Information Project Settings Project Title: SLIDE - An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement. Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo -random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: Janbu corrected Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Non -Circular Block Search Number of Surfaces: 5000 Pseudo -Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 120 Left Projection Angle (End Angle): 220 Right Projection Angle (Start Angle): 30 Right Projection Angle (End Angle): 80 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.15 2 Distributed Loads present: Distributed Load #1 Constant Distribution, Orientation. Normal to boundary, Magnitude: 300 Ib/ft2 Distributed Load #2 Constant Distribution, Orientation: Normal to boundary, Magnitude: 300 lblft2 0 IRVINE GEOTECHNiCAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CALC. SHEET #10 Tension Crack Tension crackWater level: filled with water Material Properties Material: Fill Strength Type: Mohr -Coulomb Unit Weight: 120 Ib/ft3 Cohesion: 300 psf Friction Angle: 30 degrees Water Surface: None Material: Bedrock Strength Type: Mohr -Coulomb Unit Weight: 125 Ib/ft3 Cohesion: 680 psf Friction Angle: 30.5 degrees Water Surface: None Material: Slide Debris Strength Type: Anisotropic function Unit Weight: 120 Iblft3 Water Surface: None Global Minimums Method: janbu corrected FS: 0.838425 Axis Location: 52.783, 1308.270 Left Slip Surface Endpoint: 26.786, 1040.812 Right Slip Surface Endpoint: 221,667, 1111.959 Left Slope Intercept: 26.786 1040.812 Right Slope Intercept: 221.667 1126.903 Resisting Horizontal Force=204904 lb Driving Horizontal Force=244392 lb Method: spencer FS: 0.871411 Axis Location. 52.783, 1308.270 Left Slip Surface Endpoint: 26.786, 1040.812 Right Slip Surface Endpoint: 221.667, 1111.959 Left Slope Intercept: 26.786 1040.812 Right Slope Intercept: 221.667 1126.903 Resisting Moment=5.68156e+007 lb-ft Driving Moment=6.51995e+007 lb-ft Resisting Horizontal Force=207981 lb Driving Horizontal Force=238672 lb List of All Coordinates Block Search Polyline 10 58 1040 2201099 2241102 2291105 Material Boundary 67 1060 67 1055 87 1055 87 1060 165 1087 236 1120 2431123 252 1127 Material Boundary 27 1041 53 1038 2201099 2241102 2291105 233 1109 2361115 2361120 Material Boundary 236 1120 236 1120 External Boundary 0 1000 3081000 308 1141 288 1138 275 1132 2741127 252 1127 222 1127 221 1119 167 1119 166 1108 146 1108 1461105 1121086 1091085 1041086 67 1060 47 1050 27 1041 25 1040 0 1036 Tension Crack 1671112 IRVINE GEOTECHNICAL GROSS STABILITY CALCULATIONS CLIENT: 1941 FLINT ROCK IC10042-1 CALC. SHEET#11 11 IRVINE GEOFECHNICAL GROSS STABILITY CALCULATIONS CLIENT. 1941 FLINT ROCK IC10042-1 CAM SHEET#12 2271112 228 1120 2521120 2801120 281 1127 290 1131 308 1135 Distributed Load 221 1119 167 1119 Distributed Load 2481127 2221127 CONCLUSIONS: THE SAFETY FACTOR OF THE SLOPE SHOWN IN SECTION IS LESS THAN 1.0 WHEN A SEISMIC FORCE IS ADDED. 12 A 0 x C7 n x X. x. PeiAv x m N x x D D N rzJ z N G) f.? v D r r o© x x Tx ] V x N v Dw v u zx x x x Nx Vx x x, vxoxp b N x x9 CO x 0 x p bx x m 0 0 xo vx 1 x O as o 0 o v a n C 3 D C z u' m n m C) m Z g W O O I u Q7 oC O m 7 6' I,s x 0{ i O OD TT N rnDrnC) z 1 EI Dj) rn o Z x x pX x X-:. Nw Xxm 3x W dx z D z f xN F- v x x o fa t mxoM z z x X mx N N x N vx N x Q x x w x x f-- x o XED d x X a F9 mX Nx 4vX 7 x x o X X in oX X vx L6— N d wx r=p:::o A X X W w W x O X N X N x tj p.. fT T N.. Frl xQ 0 Kx Dx rZn x z F I D D rrl X bd X_J X B w w X 9F m tj w x o D w Li o WxN D X X W Cal as x a x mx x x x x n 2 X x w a X m x 1 D o bd mx I CIO r, Lj0 vXF— spr x td Z m D rn D d 3 x 0 IT1 W x I Ax x m x x E L— n F-I 3 II1 111Ibm'm R11,1111111M N GEOTECHIMAL Inc MANOMETER SURVEY PROJECT: IC10042 1941 FLINT ROCK I CONSULTANT: JAI I SCALE: V = 8' DATA NORMALIZED &CONTOURED E W Aq P POOL &SPA COPING LEGEND LOCATION OF MANOMETER READING 0+60 8 RELATIVE FLOOR ELEVATION (INCHES) 46 DATUM -- ASSUMED ZERO ELEVATION CONTOUR LINES OF EQUAL FLOOR ELEVATION