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HomeMy WebLinkAboutCDP 14-05; TIERRA DEL ORO RESIDENCE; GEOTECHNICAL INVESTIGATION; DWG 487-2A; 2013-11-12.. .. .. ·• • •• • • .. ... .. .. .. • .. REPORT OF GEOTECHNICAL INVESTIGATION AND COASTAL BLUFF EDGE EVALUATION Tierra del Oro LLC Residential Project RECEIVED JUN 1 9 2015 LAND DEVELOPMENT ENGINEERING 5039 Tierra del Oro Carlsbad, California JOB NO. 13-10316 12 November 2013 Prepared for: Tierra de/ Oro LLC ... .. • • - - ... • '"' ... ... Geotechnical Exploration, Inc . SOIL AND FOUNDATION ENGINEERING o GROUNDWATER 0 ENGINEERING GEOLOGY 12 November 2013 Tierra de.I Oro LLC P.O. Box 906 Rancho Santa Fe, CA 92067 Job No. 13-10316 Subject: Report of Geotechnical Investigation and Coastal Bluff Edge Evaluation Tierra del Oro Residential Project 5039 Tierra del Oro Carlsbad, California In accordance with our proposal of August 22, 2013, Geotechnical Exploration, Inc. has prepared this report of geotechnical investigation for the subject project. An evaluation of the location of the coastal bluff edge was also performed. It is our understanding that it is planned to remodel the existing house, which will include a new lower story addition. Field exploratory work was performed on September 19, 2013. If the conclusions and recommendations presented in this report are incorporated into the design and construction of the proposed improvements, it is our opinion that the site will be suitable for the project. This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 13-10316 will expedite a response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. J~s R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer L~---- C.E.G. 999/P.G. 3391 7420 TRADE STREET• SAN DIEGO, CA. 92121 • (858) 549-7222 e FAX: (858) 549-1604 • EMAIL: geotech@gei-sd.com , .. , .. .. .. .. .. .. • .. .. - ... - ... ... I. II. III. IV. V. VI. VII. VIII. IX. X. XI. XII. XIII. XIV. SCOPE OF WORK EXECUTIVE SUMMARY SITE DESCRIPTION FIELD INVESTIGATION TABLE OF CONTENTS FIELD AND LABORATORY TESTS & SOIL INFORMATION REGIONAL GEOLOGIC DESCRIPTION SITE-SPECIFIC SOIL & GEOLOGIC DESCRIPTION GEOLOGIC HAZARDS COASTAL BLUFF EVALUATION GROUNDWATER SUMMARY OF FINDINGS CONCLUSIONS AND RECOMMENDATIONS GRADING NOTES LIMITATIONS REFERENCES FIGURES I. II. IIIa-f. IV. V . VI. VII. VIII. IX. Vicinity Map Plot Plan and Site-Specific Geologic Map Excavation Logs Laboratory Test Results Geologic Map excerpt and Legend (Kennedy and Tan, 2005) Cross Section A-A' Excerpt from CGS Tsunami Inundation Map Foundation Requirements Near Slopes Recommended Retaining Wall Drainage Schematic APPENDICES A. B. C. D. E. F . Uniform Soil Classification Chart Slope Stability Analyses EQ Fault Data EQ Search Data Modified Mercalli Intensity Index Spectral Acceleration (SA) v. Period (T) 1 2 3 6 7 10 14 16 24 30 31 32 49 so ... .. .. .. ... ... "' • .. ... • .• • .. .. .... ... .. ... ... "' REPORT OF GEOTECHNICAL INVESTIGATION AND COASTAL BLUFF EDGE EVALUATION Tierra del Oro Residential Project 5039 Tierra del Oro Carlsbad, California JOB NO. 11-10316 The following report presents the findings of Geotechnica/ Exploration, Inc. for the subject property . I. SCOPE OF WORK It is our understanding, based on our site work and discussions with Island Architects, that it is intended to remodel the existing residential structures, which will include an addition to the lower floor of the main residence. The location of the coastal bluff edge, and the parallel setback lines with respect to the construction of new improvements, has not been previously investigated. We have utilized the results of our investigation and research to update the bluff edge location. In preparation of this report, we have utilized a topographic survey of the lot prepared by Pasco Laret Suiter & Associates, dated October 10, 2013 . The Scope of Work performed for this investigation is briefly outlined as follows: 1. Review of available background information, geologic reports, coastal studies, proprietary reports and information concerning this area of Carlsbad and maps pertinent to the site, its modern development history, and the general vicinity . ... ... .. .. • • .. • .. • Ill .. .. ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 2 2. 3. 4. 5. Manual excavation of six exploratory excavations; two hand-dug pits at each existing structure and two exploratory trenches across the bluff edge. Bulk soil and relatively undisturbed samples were retrieved from the excavations for laboratory soil testing . Mapping of the bluff edge based on the exposed bluff edge location. We also performed a bluff recession analysis using historical maps and aerial photographs . Engineering analysis of the results of our field and laboratory testing. The results of the field and laboratory soil testing, along with our findings, conclusions and recommendations (with appropriate excavation logs, cross sections and other graphics) are presented in this geotechnical report per the guidelines of the City of Carlsbad, California. The report also addresses the seismic risk potential of the site with respect to local and regional faulting per the current California Building Code . II. EXECUTIVE SUMMARY The four hand-dug pit exploratory excavations were advanced around the existing structures through shallow fill soils and natural terrace soil materials referred to as Quaternary Old Paralic Deposits, Qop. The Old Paralic Deposits consist primarily of silty sand. These support the existing structures and will support the new improvements. They are of sufficient density to be used as bearing soils. Shoring most likely will be required to support the existing structure during construction of new lower floor footings or underpinning footings where needed. We note that the ... .. - .. - • "' .. .. •• .. • •• ... • Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 3 foundation exposed for the easternmost structure is not of sufficient size and will need to be upgraded. The coastal bluff edge was exposed within the two exploratory trenches per the following definition of coastal bluff edge: an escarpment or steep face of rock, composed rock, sediment or soil resulting from erosion, faulting or folding of the land mass that has a vertical relief of 10 feet or more and is located in the coastal zone. The bluff edge is recognized as the point where the downward gradient of the natural land surface begins to increase more or less continuously until it reaches the general gradient of the coastal bluff face. The bluff edge and parallel 25-and 40-foot setbacks were mapped on the provided site survey. III. SITE DESCRIPTION AND BACKGROUND The site is more particularly referred to as Assessor's Parcel No. 210-020-08-00, Lot 8, according to Recorded Map 3052, in the City of Carlsbad, County of San Diego, State of California. Refer to the Vicinity Map, Figure No. I, for the location of the property. The property is located on the west side of the cul-de-sac at the south end of Tierra del Oro in Carlsbad, California. Improvements on the lot extend from the street to the top of westerly descending rip rap (installed coastal protection consisting of multi-ton angular boulders) that toes out at the beach. Homes to the north and south also step down from the street to the beach. Access to the garage is provided by a concrete driveway at the southeast corner of the property and a concrete drive descends to the west along the north property line . For purposes of this report, it is assumed that the front of the property faces east . .. .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 4 Two structures currently exist on the westerly descending lot. The easterly structure is single-story and includes a two-car garage and an office/apartment living space. The westerly primary structure is two stories high and the main level is approximately 5 to 6 feet lower than the street elevation. The main-level living area is above a lower-level living space and utility area. The lower-level opens to the rear yard and beach access. Both structures are of wood frame and stucco construction. The easterly structure is founded on a slab on-grade without a perimeter footing. The eastern portion of the primary structure is founded on a raised wood floor with a perimeter footing and may have interior piers. The western portion is founded on retaining walls with perimeter footings and a slab on-grade. Other improvements consist of a large paver patio in the entry courtyard between the two structures, a concrete driveway, concrete walkways, stairs and patios, and a concrete ramp extending from the street down to the beach along the north property line. The courtyard/patio planters are well-maintained with mature low shrubbery and groundcover vegetation. Roof gutters with tightline discharge were observed on both structures. The property is bounded to the north and south by similar residential properties; to the east by the southern cul-de-sac terminus of Tierra del Oro; and to the west by a westerly descending slope covered with rip-rap and the sand beach of the Pacific Ocean. Based on review of the referenced topographic survey, elevations across the site range from approximately 37 feet above Mean Sea Level (MSL), per NVGD29, along the eastern property line to approximately 24 feet above MSL at the western edge .. .. .. • • .. .. - .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 5 of the existing main building pad to the west. The coastal bluff and property descend westward from this elevation to the beach and Pacific Ocean . It is our understanding that the existing residence was built around 1958-59 and the current owners have owned the property since earlier this year. Based on a conversation with the prior owners in May 2013 and various documents and photographs provided by them, it is our understanding that a concrete walkway extending to the beach and a rip rap revetment existed prior to their ownership. The rip rap seawall and a small wall-enclosed recreation area underwent some repairs due to storm damage in 1979 and were subsequently removed to allow emplacement of the additional rip rap described below. Properties to the north and south of the subject property are also protected by rip rap. According to a repair proposal by Dave Martin (dated October 27, 1986), more significant repairs occurred in 1986-87 following significant storm damage, including the placement of larger " ... toe anchor stones of the eight to twelve-ton class with large, flat bottom surfaces to maximize friction and resistance to movements". Subsequent to that repair, the owner reports that the newer portion of the walkway (from the termination of the older walkway and extending to the sand) was added in the early 1990s. The western portion of the lot, in the bluff area, is heavily vegetated with a relatively thick growth of iceplant. Other ornamental plants are located in planters adjacent to the structures. .. "' • .. .. • • - • .. ... • Tierra del Oro Residential Project Carlsbad, California IV. FIELD INVESTIGATION Job No. 13-10316 Page 6 Four hand-dug pits were advanced adjacent to the existing structures. The excavations were placed in order to obtain representative samples of the existing bearing soils, observe the existing foundation and to define the soil profile across the property. The structures' foundations were measured in each pit. For the excavation locations, refer to the Plot Plan and Site-Specific and Geologic Map, Figure No. II. Two exploratory trenches were advance across the western portion of the lot where it was anticipated that the coastal bluff edge would be encountered. A thick growth of iceplant had to be temporarily removed to expose the bluff soils. The following definition of coastal bluff was used to define the bluff edge: An escarpment or steep face of rock, composed of rock, sediment or soil resulting from erosion, faulting or folding of the land mass that has a vertical relief of 10 feet or more and is located in the coastal zone. The bluff edge is recognized as the point where the downward gradient of the natural land surface begins to increase more or less continuously until it reaches the general gradient of the coastal bluff face . Our field representatives logged the soils encountered in the excavations and utilized exposures of the coastal bluff edge to map the bluff edge across the lot. Bulk samples were taken of the encountered predominant soil types. Excavation logs have been prepared on the basis of our observations and laboratory testing. The excavation logs are included here as Figure Nos. IIIa-f. The results of laboratory testing have been summarized on Figure Nos. III and IV. The predominant soils have been classified per applicable portions of the Unified Soil Classification System (refer to Appendix A) . .. .. .. • .. • - ... .. • .. .. ... .. • • "' Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 7 V. FIELD AND LABORATORY TESTS & SOIL INFORMATION A. Field Tests The hand-dug pits were logged by our representative, who used a pointed steel bar and other tools to qualitatively assess the penetration resistance and in situ density of the encountered soil types. Pit soil samples were also examined under hand lens and moistened with a spray bottle. Bulk (disturbed) samples of the soils were retrieved for subsequent laboratory testing. The existing easterly single-story house foundation was measured to extend to a depth of 12 to 7 inches below the ground surface in the location of excavation pits HP-1 and HP-2, respectively. No footing "width" was measurable suggesting this thickness appears to be a slab. In the locations of excavations HP-3 and HP-4 at the primary residence, the foundation was measured to be 14 to 15 inches deep and 10 to 12 inches wide. B . Laboratory Tests Laboratory tests were performed on disturbed and relatively undisturbed soil samples in order to evaluate their physical and mechanical properties and their ability to support the future residential improvements. Test results are presented on Figure Nos. III and IV. The following tests were conducted on the sampled soils: ... • • • • .. .. ... Tierra del Oro Residential Project Carlsbad, California 1. Moisture Content (ASTM 02216-10) Job No. 13-10316 Page 8 2. Standard Test method for bulk specific Gravity and Density of Compacted Bituminous Mixtures using Coated Samples (ASTM 01188-07 ("wax densities'') 3. Determination of Percentage of Particles Smaller than #200 (ASTM 01140-06) 4. Standard Test Method for Direct Shear Test of Soils under Consolidated Drained Conditions (ASTM 03080-11) Moisture Content (ASTM 02216-10) and density measurements were performed. These tests help to establish the in situ moisture and density of samples retrieved from the exploratory excavations. Density measurements were performed by The Standard Test Method for Bulk Specific Gravity (ASTM 01188-07), "wax densities". This helps to establish the in situ density of chunk samples retrieved from formational exposures/outcrops . The Determination of Percentage of Particles Smaller than -200 Sieve test (ASTM 01140-06) aids in classification of the tested soils based on their fine material content and provides qualitative information related to engineering characteristics such as expansion potential, permeability, and shear strength. The expansion potential of soils is determined, when necessary, utilizing the Standard Test Method for Expansion Index of Soils (ASTM 04829-11). In accordance with the Standard (Table 5.3), potentially expansive soils are classified as follows: ... .. ... .. • • ... .. • .. .. .. .. .. .. .. Tierra del Oro Residential Project Carlsbad, California EXPANSION INDEX Oto 20 21 to 50 51 to 90 91 to 130 Above 130 Job No. 13-10316 Page 9 EXPANSION POTENTIAL Verv low Low Medium Hiah Verv hiah Based on our visual classification, of the encountered fine-grained old paralic deposit materials) and our experience with similar soils, it is our opinion that the tested materials have a very low to low expansion potential. The Standard Test Method for Direct Shear Tests of Soils (ASTM 03080-11) test was performed on a remolded soil sample retrieved from pit HP-1 in order to evaluate strength characteristics of the old paralic soils. The sample was remolded to the measured density of a relatively undisturbed sample retrieved from test trench T-2. The shear test was performed with a constant strain rate direct shear machine. The specimens tested were saturated and then sheared under various normal loads. The shear test yielded an interior angle of friction of 42 degrees with cohesion of 18psf. Based on the laboratory test data, our observations of the primary soil types, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer has assigned values for the angle of internal friction and cohesion to those soils that provide significant lateral support or load bearing on the project. These values have been utilized in assigning the recommended bearing value as well as active and passive earth pressure design criteria for foundations and retaining walls . .. • • • .. .. ii ... • Tierra del Oro Residential Project Carlsbad, California VI. REGIONAL GEOLOGIC DESCRIPTION Job No. 13-10316 Page 10 San Diego County has been divided into three major geomorphic provinces: the Coastal Plain, the Peninsular Ranges and the Salton Trough. The Coastal Plain exists west of the Peninsular Ranges. The Salton Trough is east of the Peninsular Ranges. These divisions are the result of the basic geologic distinctions between the areas. Mesozoic metavolcanic, metasedimetary and plutonic rocks predominate in the Peninsular Ranges with primarily Cenozoic sedimentary rocks to the west and east of this central mountain range (Demere, 1997) . In the Coastal Plain region, where the subject property is located, the "basement" consists of Mesozoic crystalline rocks. Basement rocks are also exposed as high relief areas (e.g., Black Mountain northeast of the subject property and Cowles Mountain near the San Carlos area of San Diego). Younger Cretaceous and Tertiary sediments lap up against these older features. The Cretaceous sediments form the local basement rocks on the Point Loma area. These sediments form a "layer cake" sequence of marine and non-marine sedimentary rock units, with some formations up to 140 million years old. Faulting related to the La Nacion and Rose Canyon Fault zones has broken up this sequence into a number of distinct fault blocks in the southwestern part of the county. Northwestern portions of the county are relatively undeformed by faulting (Demere, 1997). The Peninsular Ranges form the granitic spine of San Diego County. These rocks are primarily plutonic, forming at depth beneath the earth's crust 140 to 90 million years ago as the result of the subduction of an oceanic crustal plate beneath the North American continent. These rocks formed the much larger Southern California batholith. Metamorphism associated with the intrusion of these great granitic masses affected the much older sediments that existed near the surface over that , .. .. .. • - .... .... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 11 period of time. These metasedimentary rocks remain as roof pendants of marble, schist, slate, quartzite and gneiss throughout the Peninsular Ranges. Locally, Miocene-age volcanic rocks and flows have also accumulated within these mountains (e.g., Jacumba Valley). Regional tectonic forces and erosion over time have uplifted and unroofed these granitic rocks to expose them at the surface (Demere, 1997). The Salton Trough is the northerly extension of the Gulf of California. This zone is undergoing active deformation related to faulting along the Elsinore and San Jacinto Fault Zones, which are part of the major regional tectonic feature in the southwestern portion of California, the San Andreas Fault Zone. Translational movement along these fault zones has resulted in crustal rifting and subsidence. The Salton Trough, also referred to as the Colorado Desert, has been filled with sediments to depth of approximately 5 miles since the movement began in the early Miocene, 24 million years ago. The source of these sediments has been the local mountains as well as the ancestral and modern Colorado River (Demere, 1997). As indicated previously, the San Diego area is part of a seismically active region of California. It is on the eastern boundary of the Southern California Continental Borderland, part of the Peninsular Ranges Geomorphic Province. This region is part of a broad tectonic boundary between the North American and Pacific Plates. The actual plate boundary is characterized by a complex system of active, major, right- lateral strike-slip faults, trending northwest/southeast. This fault system extends eastward to the San Andreas Fault (approximately 70 miles from San Diego) and westward to the San Clemente Fault (approximately 50 miles off-shore from San Diego) (Berger and Schug, 1991) . ... • ... .. •• ... .. • .. .. .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 12 During recent history, priQr to April 2010, the San Diego County area has been relatively quiet seismically. No fault ruptures or major earthquakes had been experienced in historic time within the greater San Diego area. Since earthquakes have been recorded by instruments (since the 1930s), the San Diego area has experienced scattered seismic events with Richter magnitudes (M) generally less than 4.0. During June 1985, a series of small earthquakes occurred beneath San Diego Bay, three of which were recorded M4.0 to M4.2. In addition, the Oceanside earthquake of July 13, 1986, located approximately 26 miles offshore of the City of Oceanside, was an MS.3 (Hauksson and Jones, 1988). On June 15, 2004, a MS.3 earthquake occurred approximately 45 miles southwest of downtown San Diego (26 miles west of Rosarito, Mexico). Although this earthquake was widely felt, no significant damage was reported. Another widely felt earthquake on a distant southern California fault was a MS.4 event that took place on July 29, 2008, west southwest of the Chino Hills area of Riverside County. Several earthquakes ranging from MS.O to M6.0 occurred in northern Baja California, centered in the Gulf of California on August 3, 2009. These were felt in San Diego but no injuries or damage was reported. A MS.8 earthquake followed by a M4.9 aftershock occurred on December 30, 2009, centered about 20 miles south of the Mexican border city of Mexicali. These were also felt in San Diego, swaying high-rise buildings, but again no significant damage or injuries were reported . On Easter Sunday, April 4, 2010, a large earthquake occurred in Baja California, Mexico. It was widely felt throughout the southwest including Phoenix, Arizona and San Diego in California. This M7.2 event, the Sierra El Mayor earthquake, occurred in northern Baja California, approximately 40 miles south of the Mexico-USA border at shallow depth along the principal plate boundary between the North American and Pacific plates. According to the U. S. Geological Survey this is an area with a .. • • • .. • .. • .. •• .. ... • .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 13 high level of historical seismicity, and it has recently also been seismically active, though this is the largest event to strike in this area since 1892. The April 4, 2010, earthquake appears to have been larger than the M6.9 earthquake in 1940 or any of the early 20th century events (e.g., 1915 and 1934) in this region of northern Baja California. The event caused widespread damage to structures, closure of businesses, government offices and schools, power outages, displacement of people from their homes and injuries in the nearby major metropolitan areas of Mexicali in Mexico and Calexico in southern California. Estimates of the cost of the damage range to $100 million. This event's aftershock zone extended significantly to the northwest, overlapping with the portion of the fault system that is thought to have ruptured in 1892. Some structures in the San Diego area experienced minor damage and there were some injuries. Ground motions for the April 4, 2010, main event, recorded at stations in San Diego and reported by the California Strong Motion Instrumentation Program (CSMIP), ranged up to 0.058g. Aftershocks from this event have continued along the trend northwest and southeast of the original event, including within San Diego County, closer to the San Diego metropolitan area. There have been hundreds of these earthquakes including events up to MS. 7. In California, major earthquakes can generally be correlated with movement on active faults. As defined by the California Division of Mines and Geology (Hart, E.W., 1980), an "active" fault is one that has had ground surface displacement within Holocene time (about the last 11,000 years). Additionally, faults along which major historical earthquakes have occurred (about the last 210 years in California) are also considered to be active (Association of Engineering Geologist, 1973). The California Division of Mines and Geology defines a "potentially active" fault as one .. • • . .. .. '"' • • .. .. ... .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 14 that has had ground surface displacement during Quaternary time, i.e., between 11,000 and 1.6 million years (Hart, E.W., 1980). VII. SITE-SPECIFIC SOIL & GEOLOGIC DESCRIPTION A. Stratigraphy Site geologic units are shown on the digital "Geologic Map of the Oceanside 30'x60' Quadrangle, California", compiled by Michael P. Kennedy and Siang S. Tan, 2005, for the California Department of Conservation/Geological Survey in cooperation with the U. S. Geological Survey. An excerpt from this map has been included as Figure No. V. A cross section depicting the representative encountered soil profiles across the site are included here as Figure No. VI. The encountered soil profile includes relatively shallow brown and dark brown silty sand fill soils overlying brown and tan brown silty sand Old Paralic Deposits (Qop). The encountered fill soils are approximately 1 foot thick on the building pads for the existing structures. These shallow fill soils were found to be in a generally loose condition. Fill soils are deeper on the rear/western portion of the building pad for the primary residential structure. They support the existing patio and form a west- facing slope that toes onto a concrete path and is retained by a short wall. These were encountered in our exploratory trench T-1. In the area of the site the mapped surficial formation materials are known as Quaternary old paralic deposits (Qop6.7 ). These are described as "Old paralic deposits, Qop (middle to early Pleistocene)-Mostly poorly sorted, moderately permeable, reddish-brown, interfingered strandline, beach, estuarine and colluvial deposits composed of siltstone, sandstone and conglomerate .... " These deposits are .. • • .. .. .. • .. ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 15 undifferentiated here, identified as Qop6_7 on the geologic map, and rest on the 9- llm Bird Rock terrace. These were encountered during our field exploration in six of our seven excavations. They are overlain by shallow fill soils and are in a medium dense condition. The Old Paralic Deposits were also found to be in a damp to very moist condition. Refer to the excavation logs, Figure Nos. Illa-f . The Quaternary deposits unconformably overlie older formational materials identified on the referenced geologic map as the Tertiary Santiago Formation (Tsa). These consist of sandstone and conglomerate but can include lenses of claystone and siltstone. They were not encountered in our exploratory excavations but are exposed along the coast to the west of the property . B. Structure The referenced geologic maps of the area and our site reconnaissance indicate that the Old Paralic Deposits (Qop) materials are generally horizontal. The underlying materials of the Tertiary Santiago Formation beds that generally strike north-south to east-west and dip 4 to 10 degrees into or obliquely into the bluff slope in the area of the site . No faults or landslides are mapped on the site nor were faults or landslides encountered in our exploratory excavations. Refer to the Geologic Map and Legend excerpt, Figure No. V . • .. ... .. • .. .. ... .. .... .. ... .. Tierra del Oro Residential Project Carlsbad, California VIII. GEOLOGIC HAZARDS Job No. 13-10316 Page 16 The following is a discussion of the geologic conditions and hazards common to this area of the County of San Diego, as well as project-specific geologic information relating to the subject property . A. Local and Regional Faults As referenced above no faults or landslides are mapped on the site nor were faults or landslides encountered in our exploratory excavations. In our explicit professional opinion, neither an active fault nor a potentially active fault underlie the site. Rose Canyon Fault/Newport-Inglewood Fault: The Rose Canyon Fault Zone (Mount Soledad and Rose Canyon Faults) and its northern offshore extension, the Newport- Inglewood Fault, are located 4.3 miles southwest of the site and 5.9 miles west of the site, respectively. The Newport-Inglewood Fault is mapped east of Long Beach in Los Angeles County. It trends offshore and southward from Orange County. The Rose Canyon Fault is mapped trending north-south from Oceanside to downtown San Diego, where it trends southward into San Diego Bay, through Coronado and offshore. The Rose Canyon Fault Zone is considered to be a complex zone of onshore and offshore, en echelon strike slip, oblique reverse, and oblique normal faults. The Rose Canyon Fault is considered to be capable of causing a M7.2 earthquake per the California Geologic Survey (2002) and considered micro- seismically active, although no significant recent earthquake is known to have occurred on the fault . • • .. • • • • • .. .• .. .. ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 17 Investigative work on faults that are part of the Rose Canyon Fault Zone at the Police Administration and Technical Center in downtown San Diego, at the SDG&E facility in Rose Canyon, and within San Diego Bay and elsewhere within downtown San Diego, has encountered offsets in Holocene (geologically recent) sediments. These findings confirm Holocene displacement on the Rose Canyon Fault, which was designated an "active" fault in November 1991 (Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Maps; Interim Revision 2007, California Department of Conservation/Califor- nia Geological Survey, Special Publication 42) . Coronado Bank Fault: The Coronado Bank Fault is located approximately 20 miles southwest of the site. Evidence for this fault is based upon geophysical data (acoustic profiles) and the general alignment of epicenters of recorded seismic activity (Greene, 1979). The Oceanside earthquake of M5.3, recorded July 13, 1986, is known to have been centered on the fault or within the Coronado Bank Fault Zone. A lthough this fault is considered active, due to the seismicity within the fault zone, it is significantly less active seismically than the Elsinore Fault (Hileman, 1973). It is postulated that the Coronado Bank Fault is capable of generating a M7.6 earthquake and is of great interest due to its close proximity to the greater San Diego metropolitan area . Elsinore Fault: The Elsinore Fault is located approximately 24 to 58 miles east and northeast of the site. The fault extends approximately 200 km (125 miles) from the Mexican border to the northern end of the Santa Ana Mountains. The Elsinore Fault zone is a 1-to 4-mile-wide, northwest-southeast-trending zone of discontinuous and en echelon faults extending through portions of Orange, Riverside, San Diego, and Imperial Counties. Individual faults within the Elsinore Fault Zone range from less than 1 mile to 16 miles in length. The trend, length and .. .. • ... • • .. ... .. .. ... .. • .. .. ... .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 18 geomorphic expression of the Elsinore Fault Zone identify it as being a part of the highly active San Andreas Fault system . Like the other faults in the San Andreas system, the Elsinore Fault is a transverse fault showing predominantly right-lateral movement. According to Hart, et al. (1979), this movement averages less than 1 centimeter per year. Along most of its length, the Elsinore Fault Zone is marked by a bold topographic expression consisting of linearly aligned ridges, swales and hallows. Faulted Holocene alluvial deposits (believed to be less than 11,000 years old) found along several segments of the fault zone suggest that at least part of the zone is currently active . Although the Elsinore Fault Zone belongs to the San Andreas set of active, northwest-trending, right-slip faults in the southern California area (Crowell, 1962), it has not been the site of a major earthquake in historic time, other than a M6.0 earthquake near the town of Elsinore in 1910 (Richter, 1958; Toppozada and Parke, 1982). However, based on length and evidence of late-Pleistocene or Holocene displacement, Greensfelder (1974) has estimated that the Elsinore Fault Zone is reasonably capable of generating an earthquake as large as M7.5. Study and logging of exposures in trenches placed in Glen Ivy Marsh across the Glen Ivy North Fault (a strand of the Elsinore Fault Zone between Corona and Lake Elsinore), suggest a maximum earthquake recurrence interval of 300 years, and when combined with previous estimates of the long-term horizontal slip rate of 0.8 to 7.0 mm/year, suggest typical earthquakes of M6.0 to M7 .0 (Rockwell, 1985). More recently, the California Geologic Survey (2002) considers the Elsinore Fault capable of producing an earthquake of M6.8 to M7.1. .. ... ·• .... ·• • • • • .. .... .. .. .. ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 19 San Jacinto Fault: The San Jacinto Fault is located 48 to 61 miles to the east and northeast of the site. The San Jacinto Fault Zone consists of a series of closely spaced faults, including the Coyote Creek Fault, that form the western margin of the San Jacinto Mountains. The fault zone extends from its junction with the San Andreas Fault in San Bernardino, southeasterly toward the Brawley area, where it continues south of the international border as the Imperial Transform Fault (Earth Consultants International, 2009). The San Jacinto Fault Zone has a high level of historical seismic activity, with at least 10 damaging (M6.0 to M7.0) earthquakes having occurred on this fault zone between 1890 and 1986. Earthquakes on the San Jacinto in 1899 and 1918 caused fatalities in the Riverside County area. Offset across this fault is predominantly right-lateral, similar to the San Andreas Fault, although some investigators have suggested that dip-slip motion contributes up to 10% of the net slip (ECI, 2009) . The segments of the San Jacinto Fault that are of most concern to major metropolitan areas are the San Bernardino, San Jacinto Valley and Anza segments. Fault slip rates on the various segments of the San Jacinto are less well constrained than for the San Andreas Fault, but the available data suggest slip rates of 12±6 mm/yr for the northern segments of the fault, and slip rates of 4±2 mm/yr for the southern segments. For large ground-rupturing earthquakes on the San Jacinto fault, various investigators have suggested a recurrence interval of 150 to 300 years. The Working Group on California Earthquake Probabilities (WGCEP, 2008) has estimated that there is a 31 percent probability that an earthquake of M6. 7 or greater will occur within 30 years on this fault. Maximum credible earthquakes of M6.7, M6.9, and M7.2 are expected on the San Bernardino, San Jacinto Valley and Anza segments, respectively, capable of generating peak horizontal ground , .. •• .. .. .. .. ... • • • • ... ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 20 accelerations of 0.48g to 0.53g in the County of Riverside (ECI, 2009). A MS.4 earthquake occurred on the San Jacinto Fault on July 7, 2010 . The United States Geological Survey has issued the following statements with respect to the recent seismic activity on southern California faults: The San Jacinto fault, along with the Elsinore, San Andreas, and other faults, is part of the plate boundary that accommodates about 2 inches/year of motion as the Pacific plate moves northwest relative to the North American plate. The largest recent earthquake on the San Jacinto fault, near this location, the M6.5 1968 Borrego Mountain earthquake April 8, 1968, occurred about 25 miles southeast of the July 7, 2010 MS.4 earthquake. This MS.4 earthquake follows the 4th of April 2010, Easter Sunday, M7.2 earthquake, located about 125 miles to the south, well south of the US Mexico international border. A M4.9 earthquake occurred in the same area on June 12th at 8:08 pm (Pacific Time). Thus, this section of the San Jacinto fault remains active . Seismologists are watching two major earthquake faults in southern California. The San Jacinto fault, the most active earthquake fault in southern California, extends for more than 100 miles from the international border into San Bernardino and Riverside, a major metropolitan area often called the Inland Empire. The Elsinore fault is more than 110 miles long, and extends into the Orange County and Los Angeles area as the Whittier fault. The Elsinore fault is capable of a major earthquake that would significantly affect the large metropolitan areas of southern California. The Elsinore fault has not hosted a major earthquake in more than 100 years. The occurrence of these earthquakes along the San Jacinto fault and continued aftershocks demonstrates that the earthquake activity in the region remains at an elevated level. The San Jacinto fault is known as the most active earthquake fault in southern California. Caltech and USGS seismologist continue to monitor the ongoing earthquake activity using the Caltech/USGS Southern California Seismic Network and a GPS network of more than 100 stations . .. .. • • • .. .. .. .. .. - .. - .. Tierra del Oro Residential Project Carlsbad, California B . Other Geologic Hazards Job No. 13-10316 Page 21 Ground Rupture: Ground rupture is characterized by bedrock slippage along an established fault and may result in displacement of the ground surface. For ground rupture to occur along a fault, an earthquake usually exceeds MS.O. If a MS.O earthquake were to take place on a local fault, an estimated surface-rupture length 1 mile long could be expected (Greensfelder, 1974). Our investigation indicates that the subject site is not directly on a known fault trace and, therefore, the risk of ground rupture is remote. Ground Shaking: Structural damage caused by seismically induced ground shaking is a detrimental effect directly related to faulting and earthquake activity. Ground shaking is considered to be the greatest seismic hazard in San Diego County. The intensity of ground shaking is dependent on the magnitude of the earthquake, the distance from the earthquake, and the seismic response characteristics of under- lying soils and geologic units. Earthquakes of MS.O or greater are generally associated with notable to significant damage. It is our opinion that the most serious damage to the site would be caused by a large earthquake originating on a nearby strand of the Rose Canyon Fault Zone. Secondary effects from such an earthquake that may affect the site include tsunami and liquefaction. Although the chance of such an event is remote, it could occur within the useful life of the structure . Landslides: Based upon our geologic reconnaissance, review of the geologic map (Kennedy and Tan, 2008), and review of USDA stereo-pair aerial photographs (AXN-14M-18 & 19 dated May 2, 1953), there are no known or suspected ancient landslides located on the site . .. • .. • .. .. • .. "' .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 22 Slope Stability: We performed slope stability calculations using Taylor's charts and conventional equations for gross and shallow stability. Based on our slope stability analysis, a factor of safety (FS) less than 1.5 against gross or shallow slope failure does not exist on the sloping portion of the lot. Refer to our Slope Stability results in Appendix B. Liquefaction: The liquefaction of saturated sands during earthquakes can be a major cause of damage to buildings. Liquefaction is the process by which soils are transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs primarily in loose, saturated sands and silts when they are sufficiently shaken by an earthquake. On this site, the existing soil profile predominantly includes silty sand materials overlying well-indurated Tertiary materials at depth and does not include loose sands. Encountered Old Paralic Deposit silty sands are in a medium dense condition. Therefore, the risk of liquefaction of foundation materials due to seismic shaking is considered to be low . Tsunamis and Seiches: A tsunami is a series of long waves generated in the ocean by a sudden displacement of a large volume of water. Underwater earthquakes, landslides, volcanic eruptions, meteoric impacts, or onshore slope failures can cause this displacement. Tsunami waves can travel at speeds averaging 450 to 600 miles per hour. As a tsunami nears the coastline, its speed diminishes, its wave length decreases, and its height increases greatly. After a major earthquake or other tsunami-inducing activity occurs, a tsunami could reach the shore within a few minutes. One coastal community may experience no damaging waves while another may experience very destructive waves. Some low-lying areas could experience severe inland inundation of water and deposition of debris more than 3,000 feet inland . .. • • • • • .. • • • Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 23 Wave heights and run-up elevations from tsunami along the San Diego Coast have historically fallen within the normal range of the tides (Joy 1968). The largest tsunami effect recorded in San Diego since 1950 was May 22, 1960, which had a maximum wave height 2.1 feet (NOAA, 1993). In this event, 80 meters of dock were destroyed and a barge sunk in Quivera Basin. Other tsunamis felt in San Diego County occurred on November 5, 1952, with a wave height of 2.3 feet caused by an earthquake in Kamchatka; March 9, 1957, with a wave height of 1.5 feet; May 22, 1960, at 2.1 feet; March 27, 1964, with a wave height of 3. 7 feet; and September 29, 2009, with a wave height of 0.5 feet. It should be noted that damage does not necessarily occur in direct relationship to wave height, illustrated by the fact that the damage caused by the 2.1-foot wave height in 1960 was worse than damage caused by several other tsunamis with higher wave heights. The site is located adjacent to the Pacific Ocean strand line at pad elevations of approximately 23 to 37 feet (from the lower western deck up to the eastern side of the guest house building pad). Based on the historic wave heights of measured tsunami events in San Diego it is unlikely that a tsunami would affect these higher elevation portions of the lot. Considering these historic wave heights, however, there is some risk of a tsunami affecting the westernmost lower elevation, base-of- bluff portions of the property. The base of the bluff is armored with rip rap boulders. The site is mapped just east of a possible inundation zone on the California Geological Survey's 2009 "Tsunami Inundation Map for Emergency Planning, Oceanside and San Luis Rey Quadrangles, San Diego County." The potential inundation zone is mapped west of the property. Refer to an excerpt from that map, Figure No. VII. • • .. .. .. • .. .. -- • .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 24 Risk of tsunami is greater from earthquakes that could occur on off-shore faults such as the Newport-Inglewood Fault, the Coronado Bank Fault, and others . A seiche is a run-up of water within a lake or embayment triggered by fault-or landslide-induced ground displacement. The site is located at higher elevation and south of the seaward embayment of Agua Hedionda lagoon, which is at sea level. The risk of a seiche affecting the site is considered to be low . Geologic Hazards Summary: It is our opinion, based upon a review of the available maps and our site investigation, that the site will be suited for the proposed addition structures and associated improvements should the recommendation provided herein be implemented during site preparation. There are no known significant geologic hazards on or near the site that would prevent the proposed construction. There is some risk of inundation of lower-elevation, western portions of the site from tsunami. Risk from tsunami affecting the upper pad portion of the site is regarded as low . IX. COASTAL BLUFF EVALUATION A. Map And Aerial Photo Data Sources The following topographic maps and aerial photographs were utilized in our investigation: Date 1962(?) 1975 1975 2005 Description/Type Orthophotographic Map 350-1665 (1"=200') U.5.G.S Topographic Map Orthophotographic Map 350-1665 (1"=200') Geologic Map, Oceanside Quadrangle Source County of San Diego U. 5. Geological Survey County of San Diego Cal. Geological Survey • • ... .. • .. • • "' • • .. "' ·• ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 25 Sources of information reviewed by Geotechnical Exploration, Inc. also included the following aerial photographs: Date 5/2/53 5/2/53 3/1/58 4/9/6.4 1972 1979 1986 1987 2002 2013 Description/Type AXN-14M-18 High angle, high altitude AXN-14M-9 High angle, high altitude Xl-SD-11-52 High angle, high altitude AXN-4DD-97 High angle, high altitude Image 7240102 Low angle, low altitude Image 7954104 Low angle, low altitude Image 198610253 High angle, high altitude Image 8702146 Low angle, low altitude Image 9051 Low angle, low altitude Google Earth Imagery Aerial Photographs USDA USDA Teledyne Geotronics USDA Cal. Coastal Records Project Cal. Coastal Records Project Cal. Coastal Records Project Cal. Coastal Records Project Cal. Coastal Records Project Google Earth B . General Beach and Coastal Bluff Description Geologic materials that comprise the site consist primarily of terrace materials referred to as Quaternary Old Paralic Deposits, Qop6_7 • (Paralic materials are described as deposits laid down on the landward side of a coastline.) These comprise the western bluff and the building pads. They are comprised primarily of poorly to moderately consolidated, light brown and brown silty sands. Underlying the Qop materials unconformably are formational materials of the Tertiary Santiago Formation, Tsa. These materials were not encountered during our field investigation but are shown on geologic maps of the site and area and are visible as outcrops below the bluff along this portion of the coastline. The older Tsa formational materials also comprise the foreshore platform area of the coast, along the upper edge of which a seasonal sand and/or cobble beach exists, as well as offshore intertidal and subtidal ledges. These moderately indurated, layered deposits have produced a subdued headland approximately 1 mile long on which the site is located. These Eocene-age rocks include a basal member that consists of "' .. • • .. .. • .... • .. • ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 26 buff and brownish-gray, massive, coarse-grained, poorly sorted arkosic sandstone and conglomerate (sandstone generally predominating). In some areas the basal member is overlain by gray and brownish-gray (salt and pepper) central member that consists of medium-grained, moderately well-sorted arkosic sandstone. An upper member consists of gray, coarse-grained arkosic sandstone and grit . Throughout the formation, both vertically and laterally, there exist greenish-brown, massive claystone interbeds, tongues and lenses of often fossiliferous, lagoonal claystone and siltstone. As depicted on previously referenced geologic maps, these materials generally strike north-south, with shallow easterly or northerly dips of 4 to 10 degrees in the vicinity of the site. This section of coastal La Jolla, referred to as "Encina", is characterized in the "Shoreline Erosion Assessment and Atlas of the San Diego Region, Volume II," prepared by California Department of Boating and Waterways and San Diego Association of Governments (1994) as " ... narrow sand and cobble beach ... backed by wave-cut cliffs, the Encina power plant and other development. The cliffs are founded on the Santiago formation (Weber 1982), locally a massively bedded, 45- million-year-old, Eocene-aged sandstone that forms resistant cliffs and an offshore bedrock wave-cut ramp. This formation has produced a subdued headland, about one mile long and jutting out about 800 feet . In the northern part of the section, subaerial and human-induced erosion play a significant role because the resistant, Eocene bedrock unit disappears below ground. The poorly consolidated, more easily eroded and younger marine terrace material forms a sloping cliff face which invited pedestrian access at the expense of erosion. The cliff tops in the southern part of this section are developed with houses and protected with rip rap or covered with gunite. The offshore shelf is approximately 2.5 miles wide and kelp is fairly abundant offshore ... " ... .. • .. '!!II ... • .. .. ... .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 27 Boulder rip rap of the 8-to 12-ton class covers the toe of the western slope on the property and extends onto the beach to the west from approximately elevation 14 feet above MSL to 2 feet above MSL. This rip rap extends to the north and south of the site along this portion of the beach . C. Bluff Edge Location The bluff edge on the property is concealed by a thick growth of ice plant on the west slope face and a shallow layer of fill soils. It was exposed in our exploratory trenches T-1 and T-2. Based on our exploratory field investigation, as well as our research, it is our opinion that the coastal bluff edge on the subject property is defined by the point at the top of the approximately 35-to 40-foot-high coastal bluff " ... where the downward gradient of the land surface begins to increase more or less continuously until it reaches the general gradient of the coastal bluff face." The bluff edge is west of the main residence and a concrete sidewalk. It descends in elevation from north to south across the lot. The bluff, as exposed in the exploratory trenches, is typical for this area of Carlsbad. Refer to Figure No. II for the location of the bluff edge and 40-foot setback. Refer to Figure No. IIIf for a graphic depiction of the bluff edge as exposed in our exploratory trenches . D. Sea Cliff Recession Rates of erosion of the sea cliffs in San Diego County have been examined by various researchers. Benumof and Griggs addressed the mean rate of recession of sea cliffs in Carlsbad in two reports: .. .. .. .. • .. .. " .. "' .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 28 1. "FEMA and State of the Art Coastal Erosion Mapping Along the San Diego County, California Shoreline" (1999); and 2. "The Dependence of Seac/iff (sic) Erosion Rates on Cliff Material Properties and Physical Processes: San Diego County, California;" (1999) . For these studies of San Diego County sea cliffs, they utilized " ... advancements in shoreline mapping technology to examine cliff recession believed to be associated in great part to the relative increase in the number of destructive coastal storms (1978, 1980, 1982-1983,1988, 1992-1994 and 1997-1998)." This joint program was sponsored by the University of California, Santa Cruz (UCSC), the Federal Emergency Management Agency (FEMA) and the United States Geological Survey (USGS) to more accurately determine actual rates of sea cliff erosion utilizing historic aerial photos and a National Oceanic and Atmospheric Administration (NOAA) 1: 24,000 scale base map. The project was unique in that coastal erosion rates had previously never been determined so extensively with high-precision mapping techniques. Measured erosional recession rates for the area of the subject site, referred to in general as Carlsbad State Beach, are reported in reference No. 1 above to have ranged from 3 to 58 cm/year (1.2 to 22 inches/year or 0.1 to 1.83 feet/year) over the period between 1956 and 1994. For a coastal area just south of the site, study No. 2 above reported a mean recession rate of 43.02 cm/year (16.9 inches/year or 1.41 feet/year) over the same period. These rates are highly variable and dependent on a number of factors, primarily the material properties of the sea cliff and the loss of protective sand beach deposits over the last several decades . .. .. • .. • • • ... .. ... ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 29 The rate of gradual erosional undercutting and wearing away of a bluff is usually distinct from episodic storm wave bluff attack or block fall recession rates. This is demonstrable at the subject site. Some history of site sea cliff erosion has been made available from previous owners. These include a verbal history provided by the prior owner and old family photographs from the 1970s and 1980s. The home was constructed in 1959. We understand that some rip rap existed on the beach to the west of the property in the 1970s. This rip rap consisted of a smaller class of boulder and the emplacement was not as wide or as high as the current rip rap. This rip rap is appa-rent on older photographs of the shoreline (California Coastal Records Image 7240102, 1972). A relatively small, rectangular recreation area existed at the southwest corner of the property sea cliff near the beach, accessed by the concrete sidewalk. This area was enclosed by low slump stone masonry walls and filled with beach sand. This area was damaged by storm erosion in the late 1970s and repaired in 1979. Subsequently, this feature was removed and replaced with the current rip rap in 1985-86. Using historical aerial photos and maps, we have calculated a bluff recession rate of 0.33 feet/year on properties on Tierra del Oro north of the subject site prior to installation of the existing rip rap. Calculated recession of the bluff over a 75-year period would range from to 24. 75 feet without the benefit of the existing rip rap. Using the referenced Benumof and Griggs maximum rates of recession (i.e., 1.41 and 1.83 feet/year), recession of the sea cliff rages from 105.75 to 137.25 feet over a 75-year period, again, without the protection of the existing rip rap revetment. The existing rock rip rap is necessary to protect the existing home, and the existing home is safe with this existing rock rip rap in place. The existing rip rap has provided effective protection for at least the past 27 years (since 1986). Using the .. •• • • • • • • .. .. "' Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 30 calculated range in recession discussed above, i.e., projected estimated unprotected bluff recession of 25 to 137.25 feet over a period of 75 years, it is our opinion, based on recent observation, that the existing rock rip rap is considered to be tight and secure and should be kept in place to provide protection for the existing home and planned home remodel project for the life of the structure. The existing revetment is the minimum size necessary to protect the structure and extends no further seaward than necessary. The rate of recession of the sea cliff above the zone of wave impact will be significantly lower due to the presence of the existing rip rap revetment . X. GROUNDWATER Groundwater was not encountered during the course of our field investigation. The existing building pads are at elevations of approximately 24 to 37 feet above MSL. The true groundwater surface is anticipated to be slightly below sea level (0.0 feet) below these pads. When site soils are excavated for construction, it is possible that moisture problems could be encountered, including seepage through lower portions of temporary cut slopes and ponding of water at lower pad elevations. Shoring plans, if required, should include drainage provisions for this possibility. It should be kept in mind that grading operations will also change surface drainage patterns and reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction . .. ... .. ... ... ·• ... .. .. .... .. • .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 31 It must be understood that unless discovered during initial site exploration or encountered during site grading operations, it is extremely difficult to predict if or where perched or true groundwater conditions may appear in the future. When site fill or formational soils are fine-grained and of low permeability, water problems may not become apparent for extended periods of time. Water conditions, where suspected or encountered during construction operations, should be evaluated and remedied by the project civil and geotechnical consultants. The project developer and the property owner, however, must realize that post-construction appearances of groundwater may have to be dealt with on a site-specific basis. On properties such as the subject site where formational materials exist at relatively shallow depths, even normal landscape irrigation practices or periods of extended rainfall can result in shallow "perched" water conditions. The perching (shallow depth) accumulation of water on a low permeability surface can result in areas of persistent wetting and drowning of lawns, plants and trees. Resolution of such conditions, should they occur, may require site-specific design and construction of subdrain and shallow "wick" drain dewatering systems . XI. SUMMARY OF FINDINGS Based on our findings, the anticipated bearing depth for the planned new improvements will be 2 to 3 feet below current surface elevations. The Old Paralic Deposits at this depth support the existing improvements and are suitable for support of new improvements. In general, they are of sufficient density as the bearing soils. If these soils are found to be loose/soft at planned foundation depths, deepening may be required. Overlying shallow fill soils on the site are not suitable for support of new improvements . .. .. • • • • • Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 32 Some shoring will most likely be required to support the existing main structure during new basement construction. Temporary shoring may also be required for excavations near to adjacent property improvements. The existing eastern residence foundation was measured in two locations and found to range from 7 to 12 inches in thickness. Additionally, it appears to be a thickened slab rather than a perimeter foundation. On the eastern side of the primary (western) residence the foundation extends to 14 to 15 inches below ground surface and is 10 to 12 wide. Based on the new loads added by the planned additions, the existing foundations for both structures will need to be either modified (using sister footings) or replaced . In our explicit professional opinion, there are no geologic hazards on or near the site that would prohibit the construction of the new residential improvements. In our opinion, the current top-of-bluff at the property is a "simple bluff" " ... where the downward gradient of the land surface begins to increase more or Jess continuously until it reaches the general gradient of the coastal bluff face". The bluff top is located west of the existing site improvements. The location of the coastal bluff edge and 40-foot setback line with respect to the existing improvements has been investigated. The bluff edge location and setback are shown on the Plot Plan and Site-Specific Geologic Map, Figure No. II, included herein. XII. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the practical field investigation and resulting laboratory tests conducted by our firm, our prior • .. .. • • .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 33 investigations and evaluations, in conjunction with our knowledge and experience with soil conditions in this area of the City of Carlsbad . The opinions, conclusions, and recommendations presented in this report are contingent upon Geotechnical Exploration, Inc. being retained to review the final plans and specifications as they are developed and to observe the site earthwork and installation of foundations . A. 1. 2. Seismic Design Criteria Seismic Data Bases: An estimation of the peak ground acceleration and the repeatable high ground acceleration (RHGA) likely to occur at the project site based on the known significant local and regional faults within 100 miles of the site is also included in Appendix C. In addition, a listing of the known historic seismic events that have occurred within 100 miles of the site at a MS.O or greater since the year 1800, and the probability of exceeding the experienced ground accelerations in the future based upon the historical record, is provided in Appendix D. Both Appendix C and Appendix D are tables generated from computer programs EQFault and EQSearch by Thomas F. Blake (2010) utilizing a digitized file of late-Quaternary California faults (EQFault) and a file listing of recorded earthquakes (EQSearch). Estimations of site intensity are also provided in these listings as Modified Mercalli Index values. The Modified Mercalli Intensity Index is provided as Appendix E . Seismic Design Criteria: The proposed structure should be designed in accordance with Section 1613 of the 2010 CBC, which incorporates by reference the ASCE 7-05 for seismic design. We have determined the mapped spectral acceleration values for the site based on a latitude of "' .. .. .. .. .. ... , .. ... ... .. • .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 34 33.1319 degrees and longitude of -117.3364 degrees, utilizing a program titled "Seismic Hazard Curves, Response Parameters and Design Parameters- v5.0. 8," provided by the USGS, which provides a solution for ASCE 7-05 (Section 1613 of the 2010 CBC) utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Classification of D. The response parameters for design are presented in the following table . The design Spectrum Acceleration SA vs. Period Tis shown on Appendix F . TABLE I Mapped Spectral Acceleration Values and Design Parameters 1.349 0.509 1.0 1.50 1.349 0.764 0.899 0.509 B. Preparation of Soils for Site Development 3. Clearing and Stripping: Prior to construction of the new improvements existing improvements in the planned development area should be removed . This also includes any roots from existing trees and shrubbery. Holes resulting from the removal of buried foundations, root systems or other buried objects, debris or obstructions that extend below the planned grades should be cleared and backfilled with properly compacted fill. Any rigid improvements founded on loose, uncompacted soils can be expected to undergo movement and possible damage. Geotechnical Exploration, Inc. takes no responsibility for the performance of any improvements built on loose soils. New improvements should bear on the existing medium dense Old Paralic Deposit soils or properly compacted fill. .. '"' .. • .. • 'II .. .. .. ,,. ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 35 New foundations and shoring supports should penetrate through existing fills and bear into medium dense Old Paralic Deposit soils . 4. Expansive Soil Conditions: We do not anticipate that significant quantities of expansive clay soils will be encountered during construction. Should such soils be encountered and used as fill, however, they should be moisture conditioned to at least 5 percent above optimum moisture content, compacted to 88 to 92 percent, and placed outside building areas. Soils of medium or greater expansion potential should not be used as retaining wall backfill soils . 5. Material for Fill: Should it be required to achieve planned grades, the existing site soils are suitable for re-use as properly compacted fill soils following excavation. An alternative would be to import select/approved fill soils. Placement of fill soils is to be limited and restricted to voids created by demolition or removal of existing foundations, roots and other below-ground appurtenances (e.g., basement wall backfill). Imported soil materials for use as fill should have an Expansion Index less than 50 and should not contain rocks or lumps more than 3 inches in greatest dimension if the fill soils are compacted with lightweight equipment. All materials for use as fill should be approved by our representative prior to importing to the site. Fill soils may be placed only in areas approved by the City of Carlsbad. 6. Fill Compaction: All new fill soils should be compacted to a minimum degree of compaction of 90 percent based upon ASTM D1557-09. Fill material should be placed in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill should be brought to a water content that will permit proper compaction by either: (1) aerating • • • • .. •• • • .. ... .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 36 7. C . 8. and drying the fill if it is too wet, or (2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture. Although unanticipated for low expansive soils, the moisture content should be within 2 percent of Optimum Moisture content. For medium to highly expansive soils, the moisture content should be at least 5 percent over optimum . No uncontrolled fill soils should remain after completion of the site work. In the event that temporary ramps or pads are constructed of uncontrolled fill soils, the loose fill soils should be removed and/or recompacted prior to completion of the grading operation . Trench and Retaining Wall Backfill: All backfill soils placed in utility trenches or behind retaining walls should be compacted to at least 90 percent of Maximum Dry Density. Approved imported soils should be used for trench backfill. Our experience has shown that even shallow, narrow trenches (such as for irrigation and electrical lines) that are not properly compacted can result in problems, particularly with respect to shallow groundwater accumulation and migration. Backfill soils should be low expansive, with an Expansion Index equal to or lower than 50 . Design Parameters for Proposed Foundations Footings: We recommend that new improvements be supported on conventional foundations bearing entirely on medium dense Old Paralic Deposit soils or properly compacted fill. If the proposed footings are located closer than 8 feet inside the top or face of a slope, they should be deepened to 1 V2 feet below a line beginning at a point 8 feet horizontally inside the .. .. .. • • • .. • ... .... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 37 9. slopes and projected outward and downward, parallel to the face of the slope and into firm soils (see Figure No. VIII). Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1.5:1.0 plane projected upward from the bottom edge of the adjacent utility trench. New floors should consist of slabs on grade supported by the medium dense Old Paralic Deposits or properly compacted fill soils. Existing footings may have to be underpinned with sister footings or be replaced with new foundations if they are to bear new improvement loads . Footing Bearing Values: At the recommended depths, footings on medium dense formational soils or properly compacted fill soils may be designed using an allowable bearing pressure of 2,000 psf. The allowable bearing static pressure may be increased by 33 percent when seismic or wind loads are considered in the structural design. All footings or piers should penetrate at least 1112 feet into medium dense Old Paralic Deposit soils or properly compacted fill. 10. Foundation Reinforcement: All foundations should be reinforced and designed by the structural engineer. A minimum clearance of 3 inches should be maintained between steel reinforcement and the bottom or sides of the foundation. In order for us to offer an opinion as to whether the foundations are founded on soils of sufficient load bearing capacity, it is essential that our representative inspect the foundation excavations prior to the placement of reinforcing steel or concrete. The minimum steel reinforcing for continuous foundations is four No. 5 steel bars . .. "' • • .. • .. • .. • • • ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 38 NOTE: The project Civil/Structural Engineer should review all reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum reinforcement to reduce the potential for cracking and separations. Due to the proximity to the Pacific Ocean, the Structural Engineer should consider the use of epoxy- covered reinforcing and special concrete per AC! 318, Section 4.2.2. 11. Lateral Loads: Lateral load resistance for the new addition structure supported on continuous foundations may be developed in friction between the foundation bottoms and the supporting soils. An allowable friction coefficient of 0.45 is considered applicable. An additional allowable passive resistance equal to an equivalent fluid weight of 200 pcf acting against foundations in existing fills (and 275 pcf for the portion embedded in old paralic soils) may be used in design provided the footings are poured neat against the adjacent undisturbed formational materials and/or existing fill materials. These lateral resistance values assume a level surface in front of the footing for a minimum distance of three times the embedment depth of the footing . 12. Settlement: Settlements under new addition building loads are expected to be within tolerable limits for the proposed residence. For footings designed in accordance with the recommendations presented in the preceding paragraphs, we anticipate that total settlements should not exceed 1 inch and that post-construction differential angular rotation should be less than 1/240 . .. ... • • • - "9 • • ,. "11 .. "' ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 39 D . Concrete Slab-on-grade Criteria 13. Minimum Floor Slab Reinforcement: Based on our experience, we have found that, for various reasons, floor slabs occasionally crack, causing brittle surfaces such as ceramic tiles to become damaged. Therefore, we recommend that all slabs on-grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur. 13.1. New interior floor slabs should be a minimum of 4 inches actual thickness and be reinforced with No. 3 bars on 18-inch centers, both ways, placed at midheight in the slab. Based on new building codes, the slab should be underlain by granular base or crushed rock gravel a maximum V2-inch in diameter and a vapor barrier membrane (such as 15-mil Stegowrap) placed per the manufacturer's specifications. Slab subgrade soil should be verified by a Geotechnical Exploration, Inc. representative to have the proper moisture content within 48 hours prior to placement of the vapor barrier and pouring of concrete. If suspended slabs are used they should be built per the specifications of the Structural Engineer . 13.2 Following placement of any concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials . 14. Concrete Isolation Joints: We recommend the project Civil/Structural Engineer incorporate isolation joints and sawcuts to at least one-fourth the thickness of the slab in any floor designs. The joints and cuts, if properly .. .. .. '9 • .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 40 placed, should reduce the potential for and help control floor slab cracking. We recommend that concrete shrinkage joints be spaced no farther than approximately 20 feet apart, and also at re-entrant corners. However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected. 15. Slab Moisture Emission: Although it is not the responsibility of geotechnical engineering firms to provide moisture protection recommendations, as a service to our clients we provide the following discussion and suggested minimum protection criteria. Actual recommendations should be provided by the architect and waterproofing consultants. Soil moisture vapor can result in damage to moisture-sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floor, in addition to mold and staining on slabs, walls and carpets. The common practice in Southern California has been to place vapor retarders made of PVC, or of polyethylene. PVC retarders are made in thickness ranging from 10-to 60-mil. Polyethylene retarders, called visqueen, range from 5-to 10- mil in thickness. These products are no longer considered adequate for moisture protection and can actually deteriorate over time. Specialty vapor retarding and barrier products possess higher tensile strength and are more specifically designed for and intended to retard moisture transmission into and through concrete slabs. The use of such products is highly recommended for reduction of floor slab moisture emission. • • • • • .. • .. ... ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 41 The following American Society for Testing and Materials (ASTM) and American Concrete Institute (AC!) sections address the issue of moisture transmission into and through concrete slabs: ASTM E1745-97 (2009) Standard Specification for Plastic Water Vapor Retarders Used in Contact Concrete Slabs; ASTM E154-88 (2005) Standard Test Methods for Water Vapor Retarders Used in Contact with Earth; ASTM E96-95 Standard Test Methods for Water Vapor Transmission of Materials; ASTM E1643-98 (2009) Standard Practice for Installation of Water Vapor Retarders Used in Contact Under Concrete Slabs; and AC! 302.2R-06 Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials. Based on the above, we recommend that the vapor barrier consist of a minimum 15-mil extruded polyolefin plastic (no recycled content or woven materials permitted). Permeance as tested before and after mandatory conditioning (ASTM E1745 Section 7.1 and sub-paragraphs 7.1.1-7.1.5) should be less than 0.01 perms (grains/square foot/hour in Hg) and comply with the ASTM El 745 Class A requirements. Installation of vapor barriers should be in accordance with ASTM E1643. The basis of design is Stego wrap vapor barrier 15-mil or equivalent . 15.1 Common to all acceptable products, vapor retarder/barrier joints must be lapped and sealed with mastic or the manufacturer's recommended tape or sealing products. In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc. All these construction deficiencies reduce the retarder's effectiveness . In no case should retarder/barrier products be punctured or gaps be allowed to form prior to or during concrete placement . .. .. .. .. .. ... • ,.., .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 42 15.2 Vapor retarders/barriers do not provide full waterproofing for structures constructed below free water surfaces. They are intended to help reduce or prevent vapor transmission and/or capillary migration through the soil and through the concrete slabs. Waterproofing systems must be designed and properly constructed if full waterproofing is desired. The owner and project designers should be consulted to determine the specific level of protection required. 16. Exterior Slab Reinforcement: As a minimum for protection of on-site improvements, we recommend that all nonstructural concrete slabs (such as patios, sidewalks, etc.) be at least 4 inches in actual thickness, founded on properly compacted and tested fill or medium dense Old Paralic Deposit soils and underlain by no more than 3 inches of clean leveling sand, with No. 3 bars at 18-inch centers, both ways, at the center of the slab, and contain adequate isolation and control joints. The performance of on-site improvements can be greatly affected by soil base preparation and the quality of construction. It is therefore important that all improvements are properly designed and constructed for the existing soil conditions. The improvements should not be built on loose soils or fills placed without our observation and testing. The subgrade of exterior improvements should be verified as properly prepared within 48 hours prior to concrete placement . For exterior slabs with the minimum shrinkage reinforcement, control joints should be placed at spaces no farther than 15 feet apart or the width of the slab, whichever is less, and also at re-entrant corners. Control and isolation joints in exterior slabs should be sealed with elastomeric joint sealant. The sealant should be inspected every 6 months and be properly maintained. • .. .. .. ... ... .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 43 17. Concrete Pavement: Driveway pavement, consisting of Portland cement concrete at least SV2 inches in thickness, may be placed on properly compacted subgrade soils. The concrete should be at least 3,500 psi compressive strength, with control joints no farther than 15 feet apart . Pavement joints should be properly sealed with permanent joint sealant, as required in sections 201.3.6 through 201.3.8 of the Standard Specifications for Public Work Construction, 2006 Edition. Subgrade soil for the driveway should be compacted to at least 90 percent of Maximum Dry Density. Control joints should be placed within 12 hours after concrete placement or as soon as the concrete allows saw cutting without aggregate raveling. The sawcuts should penetrate at least one-quarter the thickness of the slab. E. Slopes We understand to date that no new permanent site slopes are planned. The current slopes are considered stable, with a factor of safety of at least 1. 5 against gross failure. The following recommendations are suitable for use during the construction phase in concert with the appropriate use of temporary shoring . 18. Temporary Slopes: Temporary slopes should be stable for a maximum slope height of 12 feet in the existing medium dense Old Paralic Deposit soils at a ratio of 1.0:1.0 (horizontal to vertical). The bottom 3 feet may be cut vertical if dense/stiff to very stiff or hard natural ground soils are encountered. No soil stockpiles, improvements or other surcharges may exist or be placed within a horizontal distance of 10 feet from the top of the excavation. If these recommendations are not feasible due to space constraints, temporary shoring (i.e., soldier pile and lagging) may be required for safety and to protect adjacent property improvements and .. • .. ... • . ,. .. .. ... Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 44 19. construction personnel. Temporary shoring, if needed, should be designed as recommended in the following section (Section F). This office should be contacted for additional recommendations if additional shoring or steep temporary slopes are required. Slope Observations: A representative of Geotechnica/ Exploration, Inc. must observe any temporary slopes during construction. In the event that soils and old paralic deposit materials comprising a slope are not as anticipated, any required slope design changes would be presented at that time. 20. Cal-OSHA: Where not superseded by specific recommendations presented in this report, trenches, excavations, and temporary slopes at the subject site should be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA. F . Retaining Wall Design Criteria 21. Design Parameters -Unrestrained: The active earth pressure to be used in the design of any cantilever retaining walls utilizing on-site very low-to low- expansive soils (EI less than 90) as backfill should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). In the event that a retaining wall is surcharged by sloping backfill, the design active earth pressure should be based on the appropriate Equivalent Fluid Weight presented in the following table . .. • .. .. .. .. • .. .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 45 :slope Ratio ·:··>~~~\~t'..;; ::.}?; -~C!~~-;5 ~3[i He:.~~ of Slopet.~;ight _of 1~;~~:) · 2.0:LO (existing slope);, 42 48 50 52 *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. 22. Design Parameters -Restrained: Retaining walls designed for a restrained condition should utilize a uniform pressure equal to 8xH (eight times the total height of retained soil, considered in pounds per square foot) considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. The soil pressure produced by any footings, improvements, or any other surcharge placed within a horizontal distance equal to the height of the retaining portion of the wall should be included in the wall design pressure. The recommended lateral soil pressures are based on the assumption that no loose soils or soil wedges will be retained by the retaining wall. Backfill soils should consist of non-or very low-to low-expansive soils with EI less than 50, and should be placed from the heel of the foundation to the ground surface within the wedge formed by a plane at 30 degrees from vertical, and passing by the heel of the foundation and the back face of the retaining wall. A soil at-rest pressure of 58 pcf may also be used for restrained retaining walls if level soil is retained . If a soldier pile and lagging wall is constructed, the previous unrestrained and restrained wall parameters can still be used. If the wall is allowed to rotate at least O.OlH at the top, the unrestrained parameters may be used. If the wall cannot rotate, the restrained parameters should be used. • • .. • • .. .. • Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 46 23. Surcharge Loads: Any loads placed on the active wedge behind a cantilever wall should be included in the design by multiplying the load weight by a factor of 0.36. For a restrained wall, the lateral factor should be 0.53. These surcharge factors may also be used for shoring walls. If a seismic soil load will be included in the structural design, the soil seismic increment is 9 pcf for both restrained and unrestrained walls. 24. Wall Drainage: Proper subdrains and free-draining backwall material or board drains (such as J-drain or Miradrain) should be installed behind all retaining walls (in addition to proper waterproofing) on the subject project. Geotechnical Exploration, Inc. will assume no liability for damage to structures or improvements that is attributable to poor drainage. Refer to Figure No. IX, Recommended Retaining Wall Drainage Schematic. 25. The architectural plans should clearly indicate that subdrains for any lower- level walls be placed at an elevation at least 1 foot below the bottom of the lower-level slabs. At least 0.5-percent gradient should be provided to the subdrain. The subdrain should be placed in an envelope of crushed rock gravel up to 1 inch in maximum diameter, and be wrapped with Mirafi 140N geofabric or equivalent. The subdrain should consist of Amerdrain or QuickDrain (rectangular section boards). If the slab is to be supported on top of basement wall footings, then the subdrain should be placed on the outer face of the footing, not on top of the footing . Surface or Subsurface Drainage Quality Control: It must be understood that it is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the installation .. • • • • • .. • .... .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 47 G . contractor to verify proper wall sealing, geofabric installation, protection board (if needed), drain depth below interior floor or yard surface, pipe percent slope to the outlet, etc . Site Drainage Considerations 26. Surface Drainage: Adequate measures should be taken to properly finish- grade the lot after the residence and other improvements are in place . Drainage waters from this site and adjacent properties should be directed away from the footings, floor slabs, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities provided by the project civil engineer. Roof gutters and downspouts should be installed on the residence, with the runoff directed away from the foundations via closed drainage lines . Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the footings and floor slabs. Failure to observe this recommendation could result in undermining and possible differential settlement of the structure or other improvements or cause other moisture-related problems. Currently, the California Building Code requires a minimum !-percent surface gradient for proper drainage of building pads unless waived by the building official. Concrete pavement may have a minimum gradient of 0.5-percent. 27. Erosion Control: Appropriate erosion control measures should be taken at all times during and after construction to prevent surface runoff waters from entering footing excavations or ponding on finished building pad areas. .. • .. • "" • • .. .. .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 48 28. Planter Drainage: Planter areas, flower beds, and planter boxes should be sloped to drain away from the footings and floor slabs at a gradient of at least 5 percent within 5 feet from the perimeter walls. Any planter areas adjacent to the residence or surroun-ded by concrete improvements should be provided with sufficient area drains to help with rapid runoff disposal. No water should be allowed to pond adjacent to the residence or other improvements . H. General Recommendations 29. Pro;ect Start Up Notification: In order to reduce any work delays during site development, this firm should be contacted at least 48 hours and preferably 48 hours prior to any need for observation of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to observing the excavations. In the event that our observations reveal the need for deepening or redesigning foundation structures at any location formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, etc.). 30. Construction Best Management Practices (BMPs): Construction BMPs must be implemented in accordance with the requirements of the controlling jurisdiction. Sufficient BMPs must be installed to prevent silt, mud or other construction debris from being tracked into the adjacent street(s) or storm water conveyance systems due to construction vehicles or any other construction activity. The contractor is responsible for cleaning any such .. .. • .. • • .. ... .. • .. .. • "' Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 49 debris that may be in the street at the end of each work day or after a storm event that causes breach in the installed construction BMPs . All stockpiles of uncompacted soil and/or building materials that are intended to be left unprotected for a period greater than 7 days are to be provided with erosion and sediment controls. Such soil must be protected each day when the probability of rain is 40% or greater. A concrete washout should be provided on all projects that propose the construction of any concrete improvements that are to be poured in place. All erosion/sediment control devices should be maintained in working order at all times. All slopes that are created or disturbed by construction activity must be protected against erosion and sediment transport at all times. The storage of all construction materials and equipment must be protected against any potential release of pollutants into the environment . XIII. GRADING NOTES Geotechnical Exploration, Inc. recommends that we be retained to verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in this "Report of Geotechnical Investigation and Coastal Bluff Edge Evaluation ... " for the project. In addition, the compaction of any fill soils placed during site grading work must be observed and tested by the soil engineer. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. All retaining wall and trench backfill should be properly compacted. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing. .. .. • • .. • ... Tierra del Oro Residential Project Carlsbad, California XIV. LIMITATIONS Job No. 13-10316 Page 50 Our findings and conclusions have been based upon all available data obtained from the research and field reconnaissance, as well as our experience with the soils and native materials located in the City of Carlsbad. The work performed and recommendations presented herein are the result of an investigation and analysis that meet the contemporary standard of care in our profession within the County of San Diego. This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time. If significant modifications are made to the building plans, especially with respect to the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design are incorporated in the structural plans. We should be retained to review the project plans once they are available, to see that our recommendations are adequately incorporated in the plans. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the contractor. The contractor should notify the owner if any of the recommended actions presented herein are considered to be unsafe . "' .. .. • .. • • .. .. Tierra del Oro Residential Project Carlsbad, California Job No. 13-10316 Page 51 This opportunity to be of service is sincerely appreciated. Should you have any questions, please feel free to contact our office. Reference to our Job No. 13- 10316 will help expedite a reply to your inquiries . Respectfully submitted, Leslie D. Reed, President C.E.G. 999/P.G. 3391 .. • • .. .. .. .. • .. .. REFERENCES JOB NO. 13-10316 November 2013 Association of Engineering Geologists, 1973, Geology and Earthquake Hazards, Planners Guide to the Seismic Safety Element, Southern California Section, Association of Engineering Geologists, Special Publication, p. 44 . Benumof, B.T., L.J. Moore, and G.B. Griggs, 1999, FEMA and State of the Art Coastal Erosion Mapping Along the San Diego County, California Shoreline, in Proceedings of California's Coastal natural Hazards, edited by Lesley Ewing and Douglas Sherman, USC Sea Grant Program, pp. 86-97. Benumof, B.T. and G.B. Griggs, 1999, The Dependence of Seacliff (sic) Erosion Rates on Cliff Material Properties and Physical Processes: San Diego County, California, in Shore & Beach, Journal of the American Shore and Beach Preservation Association, v. 67, No. 4. Burns, R., and W. Gayman, 1985, Coastal Management in San Diego -The Sunset Cliffs Erosional Control Project, in California's Battered Cost, Proc. from a Conference on Coastal Erosion, San Diego, CA, pp. 79-91. California Department of Boating and Waterways and San Diego Association of Governments, 1994, Shoreline Erosion Assessment and Atlas of the San Diego Region, Volumes I and II . California Geological Survey, California Emergency Management Agency, University of Southern California, 2009, Tsunami Inundation Map for Emergency Planning, Oceanside Quadrangle and San Luis Rey Quadrangle, San Diego County. City of Carlsbad, California, 1993, Technical Guidelines for Geotechnical Reports. Crowell, J.C., 1962, Displacement along the San Andreas Fault, California; Geologic Society of America Special Paper 71, 61 p. Demere, T.A., 2003, Geology of San Diego County, California, BRCC San Diego Natural History Museum. Kern, J.P. and T.K. Rockwell, 1992, Chronology and Deformation of Quaternary Marine Shorelines, San Diego County, California in Heath, E. and L. Lewis (editors), The Regressive Pleistocene Shoreline, Coastal Southern California, pp. 1-8. Emery, K.O., 1941, Rate of Surface Retreat of Sea Cliffs Based on Dated Inscriptions, Science, v. 93, pp. 617-618 . Flick, R.E. and D.R. Cayan, 1984, Extreme Sea Levels on the Coast of California, Proc. 19th Coastal Engineering Conference, Houston, TX, American Society of Civil Engineers, pp. 886-898 . Flick, R.E., 1998, Comparison of California Tides, Storm Surges, and Mean Sea Level During the El Nino Winters of 1982-83 and 1997-98, Shore & Beach, pp. 7-11. Gayman, W., 1985, High Quality, Unbiased Data are Urgently Needed on Rates of Erosion, in California's Battered Coast, Proc. from a Conference on Coastal Erosion, San Diego, CA, pp. 26-42. Hart, E.W. and W.A. Bryant, 2007; Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index To Earthquake Fault Maps; Interim Revision; California Department of Conservation California Geological Survey, Special Publication 42 . .. ... • ... ""' .. .. .. ... .. ... • "' .. .. 2 Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (ML=5.3) Earthquake Sequence in the Continental Borderland, Southern California Bulletin of the Seismological Society of America, v. 78, p . 1885-1906 . Joy, J.W., 1968, Tsunamis and Their Occurrence Along the San Diego County Coast, Report to the Unified San Diego County Civil Defense and Disaster Organization . Kennedy, M.P., 1973, Sea-cliff Erosion at Sunset Cliffs, San Diego, California Geology, v. 26, pp. 27- 31. Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California; Bulletin 200, Calif. Division of Mines and Geology. Kennedy, M.P., S.H. Clarke, H.G. Greene, R.C. Jachens, V.E. Langenheim, J.J. Moore and D.M. Burns, 1994, A digital (GIS) Geological/Geophysical/Seismological Data Base for the San Diego 30x60 Quadrangle, California-A New Generation, Geological Society of America Abstracts with Programs, v. 26, p. 63. Kennedy, M.P. and S.H. Clarke, 1997A, Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif. Division of Mines and Geology Open-file Report 97-lOA. Kennedy, M.P. and S.H. Clarke, 1997B, Age of Faulting in San Diego Bay in the Vicinity of the Coronado Bridge, an addendum to Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif. Division of Mines and Geology Open-file Report 97-lOB . Kennedy, M.P. and S.H. Clarke, 2001, Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, California Geology. Kennedy, M.P. and 55. Tan, 2008, Geologic Map of the San Diego 30'x60' Quadrangle, California; California Geological Survey and the United States Geological Survey. Kennedy, M.P., S.S. Tan, R.H. Chapman, and G.W. Chase, 1975, Character and Recency of Faulting, San Diego Metropolitan Area, California, Special Report 123, California Division of Mines and Geology . Kennedy, M.P. and E.E. Welday, 1980, Character and Recency of Faulting Offshore, Metropolitan San Diego California, Calif. Division of Mines and Geology Map Sheet 40, 1: 50,000 . Kuhn, G.G., and F.P. Shepard, 1984, Sea Cliffs, Beaches, and Coastal Valleys of San Diego County: Some Amazing Histories and Some Horrifying Implications, Berkeley: University of California Press, http ://ark.cdlib.org/ark: /13030/ft0h4nb0 lz/ Quinn, W.H., 1974, Monitoring and Predicting El Nifio Invasions, Science, v. 242, pp. 825-830. Rasmusson, E.M., and J.M. Wallace, 1983, Meteorological Aspects of El Nino/Southern Oscillation, 1983, Science, v. 222, pp. 1195-1202 . Reed, L.D., 2009, Fun in the Sun Until Death Do Us Part, Torrey Pines State Beach Sea Cliff Failures, San Diego County, California, Association of Environmental arid Engineering Geologists, Abstract and Presentation, Lake Tahoe, Nevada. San Diego Municipal Code Land Development Code, Coastal Bluffs and Beaches Guidelines, 1999, in Coastal Processes and Engineering Geology of San Diego, California, 2001, Edited by Robert C. Stroh, San Diego Association of Geologists . ... ... • "' .. ... ·• • .. .. • .. ... ·-.. 3 Seymour, R., 1996, Wave Climate Variability in Southern California, Journal of Waterway, Port, Coastal, and Ocean Engineering, pp. 182-186 . Toppozada, T.R. and D.L. Parke, 1982, Areas Damaged by California Earthquakes, 1900-1949; Calif . Division of Mines and Geology, Open-file Report 82-17, Sacramento, Calif. URS Project No. 27653042.00500 (2010), San Diego County Multi-Jurisdiction Hazard Mitigation Plan San Diego County, California. U.S. Army Corps of Engineers, 1989, Historic Wave and Sea Level Data Report -San Diego Region, Coast of California Storm & Tidal Wave Study, CCSTWS 88-6. U.S. Dept. of Agriculture, 1953, Aerial Photographs AXN-14M-18 and 19 . '"' • ... .. VICINITY MAP Thomas Bros Guide -San Diego County pg. l 126-F2 Tierra Del Oro LLC. 5039 Tierra Del Oro Carlsbad, CA. Figure No. I Job No. 13-10316 rEQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED " Hand Tools 2' X 2' X 2.75' Handpit 9-19-13 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY ... ± 37.6' Mean Sea Level Not Encountered so FIELD DESCRIPTION -AND ~'ff ~'ff ~ "' C ci ~ CLASSIFICATION e... ~ w o.e, :dl:! 0 D. c:i + ..J 0-~ WO::: ~~ :. -~q ~ w Cl) :5~ ::::, ::::, ::::,~ wen ::i:: 0 ~ DESCRIPTION AND REMARKS :z g s: !z ~w I-CD D.. <.:i :5 ci5 :. I-:.-en:ii a..::i:: i==~ -en ~~ D.. ~ ! (Grain size, Density, Moisture, Color) Dr-o a..z ~z z'5 0::::, ::.o w en •w a..O ~~ ~o <Z 0 ::i ~:. ~o 0 :. :. ~ wo <DO en= _} I~ SIL TY SAND, fine-to medium-grained, with SM minor roots. Medium dense. Damp. Brown. ~ $ FILL (Qaf) .tx ~ ~; ( ~~ -! ~~ 11 Thickened Slab: 12" deep, no footing. ~ -SIL TY SAND, fine-to coarse-grained, with mica. SM -. Medium dense. Damp. Gray-brown. - -1 I ,_SM- -. I BEACH/ I • . I DUNE SAND I -SIL TY SAND, fine-to medium-grained. Medium . -. dense to dense. Damp. Brown. 2-. - -J OLD PARALIC DEPOSITS (Qop 6-7) --palm tree roots from 1/4"-1" in diameter. ---24% passing #200 sieve. - • -. -. -. - - 3-Bottom@ 2.75' -.. - - • - • .Y JOB NAME PERCHED WATER TABLE Tierra del Oro LLC Residential Project "' ~ LOOSE BAG SAMPLE SITE LOCATION III IN-PLACE SAMPLE 5039 Tierra del Oro, Carlsbad, CA • JOB NUMBER REVIEWED BY LDR/JAC LOG No . MODIFIED CALIFORNIA SAMPLE ~ FIELD DENSITY TEST 13-10316 ai-HP-1 FIGURE NUMBER ~ Exploration, Inc, ~ STANDARD PENETRATION TEST Illa \. ~ 'EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED 'I • Hand Tools 2' X 2' X 6' Handpit 9-19-13 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY ± 37.6' Mean Sea Level Not Encountered so FIELD DESCRIPTION ~ AND fl:'5' l fl: '6 ii" CLASSIFICATION e d ~ c:i w c .s :dl:! Cl CL d-,g. WO:: ~~ :;;-~q + ....i ....I w «i sic? :::, :::, ~~ W(/) i!: 0 ....I DESCRIPTION AND REMARKS :5;;; :E I--:E ~g s: !z ....IW m a. ~ t~ _Cl) ~'o a. :z: a. :E :E (Grain size, Density, Moisture, Color) Cf.! a. !!2 a.Z ~z ~~ o:::i :.o w ~ c( ,o •w ~~ ....10 ~~ Cl Cl) :::, ~:E ~Cl 0 :E :E ::g WO mo • .. ~ I SIL TY SAND, fine-to medium-grained. Loose to SM -medium dense. Very moist. Brown. -~ - -~ ~~IX FILL (Qaf) X --7" thick slab, no footing. 1 ~ >( --minor asphalt in fill. • Ill -SIL TY SAND, fine-to medium-grained. Medium SM -. -dense. Very moist. Brown. . --. -. WEATHERED OLD PARALIC DEPOSITS (Qop 2-~ 6-7) - : 'X ---12% passing #200 sieve. • ,, SIL TY SAND, fine-to medium-grained; -sif -~ micaceous. Medium dense. Very moist. Light I brown. 3-il -':!, OLD PARALIC DEPOSITS (Qop 6-7) ;;;: --14% passing #200 sieve. -' " -,:· '11 4- • - --; ~) - -5------- ... 6-,...,:_ ----Bottom@6' - .Y JOB NAME PERCHED WATER TABLE Tierra del Oro LLC Residential Project , .. ~ LOOSE BAG SAMPLE SITE LOCATION [I] IN-PLACE SAMPLE 5039 Tierra del Oro, Carlsbad, CA .. • JOB NUMBER REVIEWED BY LDR/JAC LOG No. MODIFIED CALIFORNIA SAMPLE ~ FIELD DENSITY TEST 13-10316 4~"-· HP-2 FIGURE NUMBER Exploration, Inc. ~ STANDARD PENETRATION TEST lllb ~ \. ,J .. • ... • .. .. "' .. ~ ;; b (!) ...I Q. i'.iS 0 w (!) .. .. • ... 'EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED '" Hand Tools 2' X 1.5' X 2. 75' Handpit 9-19-13 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH ± 31.9' Mean Sea Level Not Encountered ~x -~ ->< - _P 2- FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) SIL TY SAND, fine-to medium-grained, with some roots. Loose to medium dense. Very moist. Dark brown. FILL (Qaf) Footing: 15" deep, 10"-12" wide. --10% passing #200 sieve. SIL TY SAND, fine-to medium-grained. Medium dense to dense. Very moist. Tan-brown. OLD PARALIC DEPOSITS (Qop 6-7) -i 1) --16% passing #200 sieve. -- 1 - 3-Bottom@ 2.75' - - - - - - - JOB NAME en (.) en ::> SM SM LOGGED BY so fl: 'G C fl: 'G l w 0.9, :;;~ 0 C. WO::: ~~ :;;-s~ ::> ::> ~~ :Sen :;; I-li:6 _(I) o,.~ a...z ~z ~~ 'w :;;~ ~o O:i: 10.3 103.6 Y. PERCHED WATER TABLE Tierra del Oro LLC Residential Project ~ LOOSE BAG SAMPLE SITE LOCATION [I] IN-PLACE SAMPLE 5039 Tierra del Oro, Carlsbad, CA • JOB NUMBER REVIEWED BY LDR/JAC MODIFIED CALIFORNIA SAMPLE ~ 13-10316 4~jj-•kal FIELD DENSITY TEST FIGURE NUMBER Exploratlon, Inc. ~ STANDARD PENETRATION TEST Ille ~ ... ~ 0 2 ..,: ci ' ci-~q + ...i ~ WU) _:;; :z 0 :s: !z ...JW Cl)-cE (I) a...::i: zo z o=> :;; t.) ~c (j'.) 0 .... o ~~ u alt.) LOG No . HP-3 ~ • r EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED "'I • Hand Tools 2' X 2' X 2.75' Handpit 9-19-13 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY '"" ± 32.3' Mean Sea Level Not Encountered so FIELD DESCRIPTION -~ AND 1;:'D 1;: 'ti e...- 1ii" CLASSIFICATION C ~ ci ...,: ci w o.s :. ~ 0 CL + ' 0-~ _, WO:: ~~ :.-~tj __J ~ w ui o::::, ::::, ::::, ::::,~ wen I 0 _, DESCRIPTION AND REMARKS :51-Scn :. I-:.--:. zg ;= !z ..JW I-CD a.. ~ ~~ ~~ ~o it z 0..I a.. ~ :. (Grain size, Density, Moisture, Color) a..~ a..z 0::::, :.o w c3 ~ ,o 'W UJ~ xo _,o ci:z 0 ::::, ,1!;:. ,1!;o o:. :. !!:I o-WO coo en= xi~ SIL TY SAND, fine-to medium-grained, with SM some roots. Loose. Moist. Dark brown. -> FILL (Qaf) -~ ~~ >( - -~~ - 1 ~~~~ ~ SIL TY SAND, fine-to coarse-grained. Medium SM -I~ dense to dense. Moist. Tan-brown. - OLD PARALIC DEPOSITS (Qop 6-7) • --Footing: 14"-15" deep, 12" wide. -1 • 2-- - -.. -• - -... -i-- - 3-Bottom @2.75' - - - - - • • _y_ JOB NAME PERCHED WATER TABLE Tierra del Oro LLC Residential Project ~ LOOSE BAG SAMPLE SITE LOCATION [I] IN-PLACE SAMPLE 5039 Tierra del Oro, Carlsbad, CA .. • JOB NUMBER REVIEWED BY LDR/JAC LOG No . MODIFIED CALIFORNIA SAMPLE ~ FIELD DENSITY TEST 13-10316 »I-" HP-4 FIGURE NUMBER Exploration, Inc. ~ STANDARD PENETRATION TEST Hid ~ '" ,J .. .. .. "" • ... § z 0 ~ g n. 1il rEQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2' X 2.5' X 4.5' Handpit 9-19-13 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY ± 24' Mean Sea Level Not Encountered DCV FIELD DESCRIPTION AND fi:'ii' ~ ii: 'ii' :=-CLASSIFICATION ~ G) w o.e, :a:~ 0 0.. g wa: ~~ :;;- ...I w ::, ~ 0 (/) u::, ::,~ :i::: ...I DESCRIPTION AND REMARKS :5 I-:Soo :a:-I-CD a. u ~ Cl) _Cl) a. ~ :a: (Grain size, Density, Moisture, Color) tj ',-22 a.z I--~z w c& ~§l •w a. 0 :::;;~ 0 Cl) ::, ~o o:::a: -~ VEGETATION MAT, 1 "-2" thick. -SIL TY SAND, fine-to medium-grained, with SM • ,I occasional cobble and minor debris. Loose to ~ ,DI. ->Q~ 7~ medium dense. Damp to moist. Tan-brown. -~~~ FILL (Qaf) -). "' D' 1-f.o: ,\ ·t· -~~~d: -K\o"'l -0 ,Ci ~~(>\ -,.G· .t ~~i" 2->· ~ c/ f&:2-. s . -{\Q} --becomes medium dense @ 2.25'. osOI -lo.,;.; ~ £)"! -~-qi) -,~f 3- -~~~ -(>Q; -0<0 CY -//~Ji -,tY" 4-~"'ct ~tJ µ~ -M - ---5-Bottom @ 4.5' ------ .Y JOB NAME PERCHED WATER TABLE Tierra del Oro LLC Residential Project ~ LOOSE BAG SAMPLE SITE LOCATION III IN-PLACE SAMPLE 5039 Tierra del Oro, Carlsbad, CA • JOB NUMBER REVIEWED BY LDR/JAC MODIFIED CALIFORNIA SAMPLE 0 FIELD DENSITY TEST 13-10316 :;1-FIGURE NUMBER Exploration, Inc. ~ STANDARD PENETRATION TEST Ille ~ '- "I -:,e ~ c:i ~ c:i 0-~q + ..J UJ(/) zg I--:i: ....IW ~o s:z a. :i::: rE z o=> :::a:u ~~ ~8 ....10 <CZ mu Cl):::::. LOG No. HP-5 .J • j i I j I i • 13-10316-Tl • ....I (I) ~ (I) > 0 .0 < :;=- (I) (I) !:=.. C :2 0 > (I) iD ....I (I) ~ ~ ~ • • 23.4 18.4 • I • Deck • I i • j " .. • • Ii EXPLORATORY TRENCHES Tierra Del Oro LLC 5039 Tierra Del Oro Carlsbad, CA. j T-1 I ll • ii • ii Slob Irrigation 1 Valve SILTY SAND, Medfuri-dense, do.Mp-Moist, tan/brown/strong brown, occo.sslonol gloss,brlck. ~ / Existing -~ , ., Woll \o / {;:: /,. I \~ /.: . · ·· Cobble BLUFF \ o~f';::, \ EDGE I ,. - \ j lceplont Vegetation .at, 12''-18" Thick i i • • • ii • GEOLOGIC LEGEND Qaf Artificial Fill Qop Old Paralic Deposits 13.4-i-~~~~~~~~~~~~~~~~~~~~~~~~~~ SILTY SAND, riedluM dense-dense, dry-do.Mp, po.le gro.y/to.n Qop 0 5 10 15 20 25 30 jT-21 Bluff Edge SILTY SAND, loose, dry, yellowish brown/to.n FIIIQaf ai 24.0 if C ,g ~ ~ 18"-24" Thotchy Ice Plant 19.0 .,,,_,, ,, 0 5 10 25 30 SIL TY SAND, Mediu!'l-dense, dry-do.r,p, to.n/brown/ strong brown. Relative Horizontal Distance SCALE: 1" = 5' (Horizontal and Vertical) Qop Figure No. I/If JobNo. 13-10316 Si---,.'" Exploration, Inc. ~ October2013 i .. .. • • .. 111 .. .. .. ... b C, ~ 15 0 w C, ~ :i: U) 0 w "' i5 U) :, 5,000 4,000 / V / 3,000 'lii V Q. :r: I- / (!) z w a:: I-rn a:: ci: w I rn 2,000 / 1,000 t' 0 0 1,000 2,000 3,000 4,000 5,000 NORMAL PRESSURE, psf Specimen Identification Classification t MC% C + • HP-1 @2.0' SIL TY SAND (SM), Brown 18 42 4r,;i Geotechnical DIRECT SHEAR TEST Exploration, Inc. Figure Number: IV Job Name: Tierra del Oro LLC Residential Project ~ Site Location: 5039 Tierra del Oro, Carlsbad, CA Job Number: 13-10316 I; l i I I ill Ill tierro-del-2008-geo.oi ll iii j • Tierra Del Oro LLC. 5039 Tierra de! Oro Carlsbad, CA. j I j • • • j • JI ' JI • Iii * j • ll i j I ii It Contour Interval 50m EXCERT FROM GEOLOGIC MAP OF THE OCEANSIDE 30' X 60' QUADRANGLE, CALIFORNIA 70 -1--%-· .. /~:;;>) .E c,_i..1"1 Alldta.lPK.t-;%;-'Si""tlS.11ur Dt$f1a/Ptr,,__,_,., K<il}</IB,.....,P,Rw:l,,o/Mlll""""''ODdltll<-""o/J.-1 ,.,,__.......,.,,.,_.,.._,,..,._,,._.._..,e_ ......... ONSHORE MAP SYMBOLS Contact • Contact between geotoglc units; dotted where concaa!ed. Faull -Solid where accurately !oeatsd; dashed where appro1dmetety located: dotle(I where concealed. U.., upthrown blOck, D • downthrown block. Arrow and number indicate direction and angle of dip of fault plane. Anticline • Solid where accurately locatad; dashed where appro,cimately located. dotted where concealed. Arrow indicates direction of axial plunge Syncline • Solid where accurately located: dolled where concealed. ArrcroN indicates direction of axial plunge. Landslide • Arrows indicate principal direction of movement. Queried where existence ls questionable. Strikeanddipofbeds lnc!lned Str;ke and dip ol 1911aous joints 1nchned Vertica: Stnke and dip of metamorphic roUatior Inc Im ad ~""'"""""'"I">-_..,,"""""'"""' """ .. ._.. .... i-. u,<.~ •-'.,,. "'°" !(.(.<;, ~~;~~~1~~ ~V,~§ r,,1a '"'' ....... '".., ~ •• ~ ,, ""'u, 0"'""'l""' .,_,..,,.,,_c-.,,...,.G-">fl'""ll''"°""'ra ,,_,._-.....,...,.iio><'JVi;,kO ~~,,;~~;>::;::;,~:~'~:-""" s,-.wy ,~..,...,...cme,,..,.c.,""°"".,....,......'"'c,,.-_..,:;:-! i ~~:.:;;.;~~~=:~.,~ I GJ B • DESCRIPTION OF MAP UNITS Old parallc: depo1lt11 Unit 7 (late to middle Pleistocen.•)-Mostly poorly 110rted, moderately )'lfflneable, reddi,h•brown, interfi.ngored 1trandline, bffth, estuarine and oolluvial deposits composed of 1iltstone, IWldstone and conglomerate. These deposits rest on the 9-11 m Bird Rock tmace(Fig.3) Old panllc depo1lu, Unit 6 (late to middle Plebtocene)-Mo1tly poorly ,orted, modcrab::ly permeable, ntddi1h-brown, interfingorod 1trandline, beach, eltwlrine and colluvial deposil5 <:omposod of lriltstrm.e, sandltono iand conglomerate. These dcpofit!I mt on the 22-23 m Ne,tor temco(Pig.3) S•nthlg:o Formation (111lddle Eocene)-Named by Woodring and Popenoe (194S) for Eocene deposits of northwestern Santa Ana Mountain,. There are three distinctivo parts. A ba1al member that conaiirta of buff and brownisb~gray, mauivc, coarse-grained, poorly sortod arkolW ,andstone and <:ongl~ (tandstone generally predominating). In some ereu the basal member is overlain by gray and brownilb-gray (1alt Md pepper) cenh'al member that consists of soft. medium-grained, moderately well-lllmd arlrosic sandstone. An upper member con1ist1J of gray, <lOaf'SOogr&ined llrlcosic sandstone and grit. Throughout the formation, both vertically and laterally, 1hero exists greenish~brown, massive clayatone interbeds, tongues and lenaes of often fossiliferous, Jagoonal claystono and 1ilt1tone. The lower part of the Santiago Fonnation interfingers with the Delmar Formation and Toney Sandstone in the Endnitas quadrangle Figure No. V Job No. 13-10316 ;,Geo-m ... 1. •• ., Exp1or9!!'!"-~- -~ = j i I .. ii; 13-10316-M -' ~ ~ ~ ai Q) !:=. C ,g ~ ' j ' j • • A 60 40 20 iii O 0 20 40 GEOLOGIC LEGEND Oaf Artificial Fill Qop Old Paralic Deposits • ii BLUFF EOGE • 60 a j & ii I i Ii Ill CROSS SECTION A-A' 80 Tierra Del Oro LLC 5039 Tierra Del Oro Carlsbad, CA. 100 120 HP-4 Relative Horizontal Distance SCALE: l" = 20' (Horizontal and Vertical) 140 .. .. 160 . ' Iii .l i; " • li ll ii le ~ A' Qop 180 200 220 Figure No. VI Job No. 13-10316 =--· ~I~ Exploration, Inc. ~ October2013 * l ll ' ' i i ',, \ ' \ \ \ .. ·\. \· \.~, ~ ....... \ '\ \', \' \ '> \ \ ' . \ \ I .\ 22 \ \ \ , \ 1. \ , I -.. \. 'r \ I > j I , ) r \ \ . v· ~ \ \ ~·· Site \ \ ,'' ' ·\ \ . \ \ \\·,, \ \\ \ \ :\'9 '· tierra-del-oro-tsumoni.oi • ll • • • Tierra Del Oro LLC. 5039 Tierra del Oro Carlsbad, CA. i i j • • • I • ii • I • ll • • • i • • ii i • EXCERTFROM TSUNAMI INUNDATION MAP FOR EMERGENCY PLANNING State of California -County of San Diego OCEANSIDE QUADRANGLE SAN LUIS REY QUADRANGLE June 1, 2009 Table 1: Tsunami sources modeled for tha San Diego County coa&tllne. MAP EXPLANATION --'\.,..-Tsunami Inundation Line Tsunami Inundation Area PURPOSE OF THIS MAP TI'll!l!11111mllnundatlcl'I m9f)waspreparedtollsl!tcll• !llldCl:lUntle9 rlt!flntifyr,g lhelrllunlmhazlfd.ltlllnler'dldforbc:alj,.119<11:1bna1.C011lltal8Y8Ctilllon plamtngu-ONy. Thlllm1P,andlhelrtormellon1)1'8H111ed!'lrnln,l&rlll:11egal doeumar( and does not mHI dllldom819q11lramenta far real estate ll'lnlllC!iolll norfcr1nyelher~P"1)(1H, Thelru'ldlllbnlfflPl'INtleel'loomptedwlthb.iourre'1llylMlllbleacla'ltllc inlolmlllorl,Thlln\W!dlllDnlinertll)RIMlltllhemllllll'IIJlflQJlllklllredlli.namlrul'IIIP rromanumlllrolltlClnlml,}'.trufftllc.tui"'11:IOlft:fl.lnillllml,nr1r11'191111: IMI to a lldl DI kmwn oocum,ncn h 1h11 hlltortcal /OCOrd, 1h11 mBP tm:ilutlel rlC) lnfomllltmelxuthe p,obebllyol111Ytsunarnl alfedlng1111y1r111wlthln11peerlc perlodofUme. Pll-rellftothefclltlwngwebelletloradCltloll&IWom.tbnontheoonttructlon encl/orlnttnOlldUMofflltlUnamilnl.lldetlonffllP; stai.Clf~!merge,ICYMiriegarnentAg~Eatltlquekeand"Tslr<BmlProgrem: http"J/www.ON.ca.;tNfNtb~bslle.nsflCQlltert/B1EC 51SA215931788825741F006E6080?0penOocument Unlwil'lllyofsouthln'ICallfomta-r.1.w111mlRIS8al'dlCanter: http~lwww.tSC.~lldGll.l)hp StateolCIIIIDmlaGeologlcllSUtveyllunanilnformlllDn: hltP1/WWW.oonNfV81kln,Qt,gov/~lc..h&zards/Ttun~.Tltm Nltlonal OcilfflCand,t,tmolpher!e~cy Cent«forT1tmaml Rnelll'dl(MOST model): httptlnc11'.~e!.no.a.gl)Ylti~.hlml MAP BASE ~blM mBPI pl9Pft(lby U.S. GeclDglCII S111V9Yn partdtht 7.S.mlnl.Q Qulldlllflgl,M19P8erle1(or'Qln111ty1:24.000ICIIIBJ. 'ftUnllmllf!UnOlllonllne bounc1art•11111Yreneot~tddlgblOl1hDpholograpt,lcand!DJI09rephlcdelelh91. candlll'erel{rllth::anllyfrom(X)llklurssllclv,nonltla~mep. DISCLAIMER TtleCIIIIQrrie EmargencyMeni!lg9mln!AtJMC,(C81EMA),thalJnlvfflllyol~ ClllikwTu(USC},ll!ldth41C111oml1GeologlcalS...V.y(CGS}makeno~ or warranties regan:ill"G the eca.ncydtnl8 lfu1dlltkln map north&detlll fl'ornwhk:tl thamapwnderM!d. NeltherU.st818otC.lllomhlnorUSCtha~beilableunderany cilCl.mStlncttfDranyr!nct.lndlrect.1pec1e1,lnctl1lnlalorain,equent1111~ wtthAllpedbl!f'Yclalmbyanyuseroranyfm:lpertyonlilCeDUnloforartslngflom lhe1111eoflt'llsmap. Figure No. VII Job No. 13-10316 S,=::~· ' • ii .. • .. • • ... .. "' ... .. .. ... ... .. FOUNDATION REQUIREMENTS NEAR SLOPES Proposed Structure Concrete Floor Slab Reinforcement of Foundations and Floor Slabs Following the Recommendations of the Architect or Structural Engineer. Concrete Foundation 18" Minimum or as Deep as Required for Lateral Stability TOP OF COMPACTED FILL SLOPE (Any loose soils on the slope surface shall not be considered to provide lateral or vertical strength for the footing or for slope stability. Needed depth of embedment shall be measure from competent soil.) COMPACTED FILL SLOPE WITH MAXIMUM INCLINATION AS PER SOILS REPORT. "'-~. ~~~~, Total Depth of Foo~ing . ~ ,.,~ Measured from Finish Soil '\ i'~' Subgrade COMPACTED FILL @,~ '). ' "'--"/~,~ .. ' ~7 '"'""'"-'---'--'-..,____, ' ' ~ ~ ' ~<:R~ Outer Most Face , 8' " "~ '~,,_ ,, of Footing TYPICAL SECTION ( Showing Proposed Foundation Located Within 8 Feet of Top of Slope J E (I.) e o. LL 0 Q) v; u-cO 0 a. ~~ 18" FOOTING I 8' SETBACK Total Depth of Footing * 1.5:1.0 SLOPE 2:0:1.0 SLOPE 0 82" 2' 66" 4' 51" 6' 34" 8' 18" * when applicable 66" 54" 42" 30" 18" Figure No. VIII Job No. 13-10316 4i=-icaJ Exploration, Inc . ~ 'Ill .. ... "Ill .. .. • ,,. .. SUBGRADE RETAINING WALL DRAINAGE RECOMMENDATIONS >,>><,\_\'>""" "'"~~~,'<~;<~~"~-'-~~ <~ ~:Z"''<\ ' --. ' " ' ' ·~...::.~-~. ~ Exterior Footing . : ... . . Retaining Wall . -~ ... Lower-level Slab-on-grade Sealant .: ., ~ •, .... ·~ .. . ~- '.: . . . . . . . .. . . . . ~-' . . Properly Compacted Backfill ~ Miradrain 6000 ( Waterproofing ~ To Top Of Wall Sealant Perforated PVC (SOR 35) 4" pipe with 0.5% min. slope, with bottom of pipe located 12" below slab or Interior (crawlspace) ground surface elevation, with 1.5 (cu.ft.) of gravel 1" diameter max, wrapped with filter cloth such as Miradrain 140N. Ameridrain, Quickdrain or equvalent product may be used as an alternative. T Between Bottom 12" of Slab and 1 Pipe Bottom NOTTO SCALE Figure No. IX Job No. 13-10316 13-10316-IX *11~ •I" kplon,tlon, Inc. ~ October2013 .. • ·• • • .. APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No. 200 sieve} GRAVELS, CLEAN GRAVELS (More than half of coarse fraction is larger than No. 4 sieve size, but smaller than 3") GRAVELS WITH FINES (Appreciable amount) SANDS, CLEAN SANDS (More than half of coarse fraction is smaller than a No. 4 sieve) SANDS WITH FINES (Appreciable amount) GW Well-graded gravels, gravel and sand mixtures, little or no fines. GP Poorly graded gravels, gravel and sand mixtures, little or no fines . GC Clay gravels, poorly graded gravel-sand-silt mixtures SW Well-graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no fines. SM Silty sands, poorly graded sand and silty mixtures. SC Clayey sands, poorly graded sand and clay mixtures. Fine-grained (More than half of material is smaller than a No. 200 sieve} SIL TS AND CLAYS Liquid Limit Less than 50 ML CL OL Liquid Limit Greater than 50 MH CH OH HIGHLY ORGANIC SOILS PT (rev. 6/05) Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays . Organic silts and organic silty clays of low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils .. -"I • .. .. -.. .. APPENDIX B Gross and Shallow Failure Analysis Slope Stability Calculations Soil Design Parameters Tierra del Oro LLC Residence 5039 Tierra del Oro Carlsbad, California Job No. 13-10316 Soil Unit Weight: 110 pcf; Saturated Unit Weight: 120 pcf Friction Angle: 42 degrees Cohesion: 100 psf for wet sand Slope Angle, !3: 26.56 degrees (existing 2.0:1.0 predominant slope) Shallow Failure Stability Analysis Fs= C/(y sat. H. cosA2 (p). Tan p) + ( y'/y sat)(tan ~/tanp) = 100/(120 X 3.0 X 0.800 X 0.50) + (57.6/120) (0.90/0.50) = 0.694 + 0.864 = 1.56 >1.50 ok . Gross Failure Stability Analysis The total maximum slope height (H) is less than 20 feet. If the soil cohesion is 100 psf, the moist soil is 110 pcf, and the slope is no steeper than 2.0 to 1.0 (horizontal to vertical) for the predominant site slope: Using Taylor's Charts for a factor of safety of 1.8 and a ratio (C/y x H) of 0.010, the calculated soil height for a 2.0: 1.0 slope is 90 feet, which is higher than the existing 20-foot-high slope at the site (per surveyor's plan). If the soil cohesion decreased to 50 psf, the maximum stable slope height would be 45 feet. Therefore, the slope is grossly stable with a factor of safety higher than 1.8 .. .. APPENDIX C .. EQ FAULT TABLES .... •Jill ... Ill •• .. .. .. ... .. • .. II .. • - TDO eqf peak TEST.OUT *********************** * * * E Q F A U L T * * * * version 3.00 * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 13-10316 JOB NAME: Tierra del Oro LLC eqf CALCULATION NAME: TDO eqf Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1319 SITE LONGITUDE: 117.3364 SEARCH RADIUS: 100 mi DATE: 11-01-2013 ATTENUATION RELATION: '7) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-uncor . UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: O Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 TDO eqf peak TEST.OUT Page 1 I I APPROXIMATE !::::~~:=~-~~~-=~~:~~~~~=-=~=~: ABBREVIATED DISTANCE I MAXIMUM I PEAK !EST. SITE FAULT NAME I mi (km) IEARTHQUAKEI SITE !INTENSITY I I MAG.(Mw) I ACCEL. g IMOD.MERC. ================================l==============l==========l==========I========= ROSE CANYON I 4.3( 6.9)1 6.9 I 0.477 I X NEWPORT-INGLEWOOD (Offshore) I 5.9( 9.5)1 6.9 I 0.411 I X CORONADO BANK I 20.1( 32.3)1 7.4 I 0.190 I VIII ELSINORE-TEMECULA I 25.2( 40.6)1 6.8 I 0.094 I VII ELSINORE-JULIAN I 25.3( 40.7)1 7.1 I 0.118 I VII ELSINORE-GLEN IVY I 35.4( 56.9)1 6.8 I 0.062 I VI PALOS VERDES I 36.4( 58.6)1 7.1 I 0.075 I VII EARTHQUAKE VALLEY I 43.9( 70.6)1 6.5 I 0.037 I V NEWPORT-INGLEWOOD (L.A.Basin) I 47.3( 76.1)1 6.9 I 0.046 I VI SAN JACINTO-ANZA I 47.9( 77.l)I 7.2 I 0.057 I VI SAN JACINTO-SAN JACINTO VALLEY I 48.5( 78.1)1 6.9 I 0.045 I VI CHINO-CENTRAL AVE. (Elsinore) I 49.3( 79.4)1 6.7 I 0.044 VI WHITTIER I 52.9( 85.l)I 6.8 I 0.037 v SAN JACINTO-COYOTE CREEK I 52.9( 85.2)1 6.8 I 0.037 V COMPTON THRUST I 57.0( 91.7)1 6.8 I 0.045 VI ELSINORE-COYOTE MOUNTAIN I 57.6( 92.7)1 6.8 I 0.033 V ELYSIAN PARK THRUST I 60.1( 96.7)1 6.7 I 0.039 V SAN JACINTO-SAN BERNARDINO I 61.4( 98.8)1 6.7 j 0.028 V SAN ANDREAS -San Bernardino I 66.3( 106.7)1 7.3 I 0.041 V SAN JACINTO -BORREGO I 66.3( 106.7)1 6.6 I 0.023 IV SAN ANDREAS -southern I 66.3( 106.7)1 7.4 I 0.044 VI SAN JOSE I 70.2( 113.0)I 6.5 I 0.024 IV PINTO MOUNTAIN I 73.2( 117.8)1 7.0 I 0.028 V SIERRA MADRE I 73.9( 118.9)1 7.0 I 0.033 V CUCAMONGA I 74.2( 119.4)1 7.0 I 0.033 V SAN ANDREAS -Coachella I 74.2( 119.4)1 7.1 I 0.030 V NORTH FRONTAL FAULT ZONE (West) I 77.4( 124.5)1 7.0 I 0.031 V BURNT MTN. I 79.0( 127.2)1 6.4 I 0.016 IV CLEGHORN I 79.1( 127.3)1 6.5 I 0.017 IV NORTH FRONTAL FAULT ZONE (East) I 81.7( 131.5)1 6.7 I 0.023 IV EUREKA PEAK I 81.8( 131.7)1 6.4 I 0.015 IV RAYMOND I 81.8( 131.7)1 6.5 I 0.020 IV SAN ANDREAS -1857 Rupture I 82.2( 132.3)1 7.8 I 0.046 VI SAN ANDREAS -Mojave I 82.2( 132.3)1 7.1 I 0.026 V SUPERSTITION MTN. (San Jacinto) I 82.4( 132.6)1 6.6 I 0.018 IV CLAMSHELL-SAWPIT I 83.6( 134.6)1 6.5 I 0.019 IV VERDUGO I 84.4( 135.9)1 6.7 I 0.022 IV ELMORE RANCH I 86.1( 138.5)1 6.6 I 0.017 IV HOLLYWOOD I 86.2( 138.7)1 6.4 I 0.017 IV SUPERSTITION HILLS (San Jacinto)! 87.1( 140.2) 6.6 I 0.016 IV • DETERMINISTIC SITE PARAMETERS Page 2 -------------------------------------------------------------------------------I APPROXIMATE !::::~~:=~-~~~-=~~:~~~~~=-=~=~: ABBREVIATED I DISTANCE I MAXIMUM I PEAK !EST. SITE FAULT NAME I mi (km) !EARTHQUAKE! SITE !INTENSITY I I MAG.(Mw) I ACCEL. g IMOD.MERC. ================================l==============l==========l==========I========= LAGUNA SALADA I 88.7( 142.8)1 7.0 I 0.022 I IV LANDERS I 88.9( 143.l)I 7.3 I 0.028 I v HELENDALE -S. LOCKHARDT I 89.8( 144.5)1 7.1 I 0.023 I IV SANTA MONICA I 90.8( 146.l)I 6.6 I 0.018 I IV MALIBU COAST I 93.3( 150.l)I 6.7 I 0.019 I IV LENWOOD-LOCKHART-OLD WOMAN SPRGSI 93.7( 150.8)1 7.3 I 0.026 I V BRAWLEY SEISMIC ZONE I 95.4( 153.6)1 6.4 I 0.012 I III JOHNSON VALLEY (Northern) I 96.8( 155.8)1 6.7 I, 0.015 I IV EMERSON So. -COPPER MTN. I 97.1( 156.3)1 6.9 I 0.018 I IV Page 2 TDO eqf peak TEST.OUT NORTHRIDGE (E. oak Ridge) I 97.6( 157.0)1 6.9 0.024 v SIERRA MADRE (San Fernando) I 98.2( 158.l)I 6.7 0.018 IV SAN GABRIEL I 98.5( 158.5)1 7.0 0.019 IV ANACAPA-DUME I 99.9 ( 160.7)1 7.3 I 0.029 I v ******************************************************************************* -END OF SEARCH-53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. w IT IS ABOUT 4.3 MILES (6.9 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.4765 g • Page 3 - ... • .. • .. .. .. • .. ... .. .. ... ... ... .. TOO eqf rhga TEST.OUT *********************** * * * * * EQFAULT version 3.00 * * * * * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 13-10316 JOB NAME: Tierra del Oro LL( eqf CALCULATION NAME: TOO eqf Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1319 SITE LONGITUDE: 117.3364 SEARCH RADIUS: 100 mi DATE: 11-01-2013 ATTENUATION RELATION: 7) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. soil-uncor . UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles) FAULT-DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 TDO eqf rhga TEST.OUT Page 1 ------------------------------------------------------------------------------- • I APPROXIMATE !:::~~~:=~-~~:-=~~:~~~~~=-=~=~: ABBREVIATED I DISTANCE I MAXIMUM I RHGA IEST. SITE FAULT NAME I ml (km) IEARTHQUAKEI SITE !INTENSITY I I MAG. (MW) I ACCEL. g IMOD.MERC. ===-============================l==============I========== =======-==1-==-==--- RosE CANYON I 4.3( 6.9)1 6.9 0.310 IX NEWPORT-INGLEWOOD (offshore) I 5.9( 9.5)1 6.9 0.267 IX CORONADO BANK I 20.1( 32.3) 7.4 0.190 VIII ELSINORE-TEMECULA I 25.2( 40.6) 6.8 0.094 VII ELSINORE-JULIAN I 25.3( 40.7) 7.1 0.118 VII ELSINORE-GLEN IVY I 35.4( 56.9) 6.8 0.062 VI PALOS VERDES I 36.4( 58.6) 7.1 0.075 VII EARTHQUAKE VALLEY 43.9( 70.6) 6.5 0.037 V NEWPORT-INGLEWOOD (L.A.Basin) 47.3( 76.1) 6.9 0.046 VI SAN JACINTO-ANZA 47.9( 77.1) 7.2 0.057 VI SAN JACINTO-SAN JACINTO VALLEY 48.5( 78.1) 6.9 0.045 VI CHINO-CENTRAL AVE. (Elsinore) 49.3( 79.4) 6.7 0.044 VI WHITTIER 52.9( 85.1) 6.8 0.037 V SAN JACINTO-COYOTE CREEK 52.9( 85.2) 6.8 0.037 V COMPTON THRUST 57.0( 91.7) 6.8 0.045 VI ELSINORE-COYOTE MOUNTAIN 57.6( 92.7) 6.8 0.033 V ELYSIAN PARK THRUST 60.1( 96.7) 6.7 0.039 V SAN JACINTO-SAN BERNARDINO 61.4( 98.8) 6.7 0.028 V SAN ANDREAS -San Bernardino 66.3( 106.7) 7.3 0.041 V SAN JACINTO -BORREGO 66.3( 106.7)1 6.6 0.023 IV SAN ANDREAS -southern 66.3( 106.7)1 7.4 0.044 VI SAN JOSE 70.2( 113.0)1 6.5 0.024 IV PINTO MOUNTAIN 73.2( 117.8) 7.0 0.028 V SIERRA MADRE 73.9( 118.9) 7.0 0.033 V CUCAMONGA 74.2( 119.4) 7.0 0.033 V SAN ANDREAS -Coachella 74.2( 119.4) 7.1 0.030 V NORTH FRONTAL FAULT ZONE (West) 77.4( 124.5) 7.0 0.031 v BURNT MTN. 79.0( 127.2) 6.4 0.016 IV CLEGHORN 79.1( 127.3) 6.5 0.017 IV NORTH FRONTAL FAULT ZONE (East) 81.7( 131.5) 6.7 0.023 IV EUREKA PEAK I 81.8( 131.7) 6.4 0.015 IV RAYMOND I 81.8( 131.7) 6.5 0.020 IV SAN ANDREAS -1857 Rupture I 82.2( 132.3) 7.8 0.046 VI SAN ANDREAS -Mojave I 82.2( 132.3) 7.1 0.026 V SUPERSTITION MTN. (San Jacinto) I 82.4( 132.6)1 6.6 0.018 IV CLAMSHELL-SAWPIT I 83.6( 134.6)1 6.5 0.019 IV VERDUGO I 84.4( 135.9)1 6.7 0.022 IV ELMORE RANCH I 86.1( 138.5)1 6.6 0.017 IV HOLLYWOOD I 86.2( 138.7)1 6.4 0.017 IV SUPERSTITION HILLS (San Jacinto)! 87.1( 140.2)1 6.6 0.016 IV • "' ... "' ... .. .. • DETERMINISTIC SITE PARAMETERS Page 2 ------------------------------------------------------------------------------- • I I APPROXIMATE !:::~~:=~-~~:-=~~:~~~~~=-=~=~: ABBREVIATED D~STANCE I MAXIMUM I RHGA IEST. SITE FAULT NAME I m, (km) IEARTHQUAKEI SITE !INTENSITY I I MAG.(Mw) I ACCEL. g IMOD.MERC. ================================l==============l==========l==========I========= LAGUNA SALADA I 88.7( 142.8)1 7.0 I 0.022 I IV LANDERS I 88.9( 143.l)I 7.3 I 0.028 I V HELENDALE -S. LOCKHARDT I 89.8( 144.5)1 7.1 I 0.023 I IV SANTA MONICA I 90.8( 146.1)1 6.6 I 0.018 I IV MALIBU COAST I 93.3( 150.l)I 6.7 I 0.019 I IV LENWOOD-LOCKHART-OLD WOMAN SPRGSI 93.7( 150.8)1 7.3 I 0.026 I V BRAWLEY SEISMIC ZONE I 95.4( 153.6)1 6.4 I 0.012 I III JOHNSON VALLEY (Northern) I 96.8( 155.8)1 6.7 I 0.015 I IV EMERSON So. -COPPER MTN. I 97.1( 156.3)1 6.9 I 0.018 I IV Page 2 .. .. TDO eqf rhga TEST.OUT NORTHRIDGE (E. oak Ridge) I 97.6( 157.0)I 6.9 0.024 V SIERRA MADRE (San Fernando) I 98.2( 158.1)1 6.7 0.018 IV SAN GABRIEL I 98.5( 158.5)1 7.0 0.019 IV ANACAPA-DUME I 99.9 ( 160.7)1 7.3 I 0.029 I v ******************************************************************************* -END OF SEARCH-53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. ... IT IS ABOUT 4.3 MILES (6.9 km) AWAY . ,,II LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.3098 g ~, "' •• •• ,lll .. .. .. • ... ,Ill .. • ,,. "" ~ Page 3 "" ~ .... • CALIFORNIA FAULT MAP Tierra del Oro LLC eqf 1000 900 800 .. ... 700 600 ..• 500 .. 400 300 200 ... 100 .. ... 0 • .. -100..+-JL...-L.-L--L-+-L..J.---'--'-l--'-'-_._'-f-........ __,_.r_+...L-JL...-L...1.-t---L->L-L-...J....,jc....L-.L-L __ !-L .......... '---'-+-'-_.__L..J.--+-'-'-.L......I.-! ·• -400 -300 -200 -100 0 100 200 300 400 500 600 .... ,Iii • .. • .. APPENDIX D EQ SEARCH TABLES - .... Iii ... .... _.,. ... -- .. • .. ... ... ... .. ... • .,. • • ... ... .. .. TDO peak TEST.OUT ************************* * * * * * E Q S E A R C H version 3.00 * * * * * ************************* ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 13-10316 JOB NAME: TDO eqs EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 SITE COORDINATES: SITE LATITUDE: 33.1319 SITE LONGITUDE: 117.3364 SEARCH DATES: START DATE: 1800 END DATE: 2010 SEARCH RADIUS: 100.0 mi 160.9 km DATE: 11-01-2013 ATTENUATION RELATION: 7) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-uncor. UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0 ASSUMED SOURCE TYPE: DS [SS=Strike-slip, DS=Reverse-slip, BT=Blind-thrust] SCOND: O Depth source: A Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (km): 3.0 Page 1 • • ·• .. • • .. .. .. ... TDO peak TEST.OUT EARTHQUAKE SEARCH RESULTS Page 1 -------------------------------------------------------------------------------I I I I TIME I I I SITE I SITE I APPROX. FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODEI NORTH I WEST I I HM Seel (km)I MAG. I g IINT.j mi [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------DMG 133.00001117.3000111/22/180012130 O.Oj 0.01 6.501 0.278 I IX 9.3( 15.0) MGI l32.8000ll17.1000I05/25/1803I O O 0.01 0.01 5.001 0.025 I V 26.7( 43.0) DMG j34.3700ll17.6500ll2/08/1812ll5 0 0.01 0.01 7.001 0.027 I V 87.4(140.6) T-A 134.00001118.2500109/23/18271 0 0 0.01 0.01 5.001 0.006 I II 79.7(128.3) MGI l34.lOOOl118.lOOOI07/ll/1855I 415 0.01 0.01 6.301 0.017 I IV 80.0(128.7) T-A 134.0000l118.2500I01/10/1856I O O 0.01 0.01 5.001 0.006 I II 79.7(128.3) MGI 133.00001117.0000109/21/18561 730 0.01 0.01 5.001 0.033 I v 21.5( 34.6) T-A 132.67001117.1700112/00/18561 0 0 0.01 0.01 5.001 0.019 I IV 33.3( 53.6) MGI l34.0000l117.5000ll2/16/1858l10 0 0.01 0.01 7.001 0.043 I VI 60.7( 97.6) T-A 134.0000l118.2500I03/26/1860I O O 0.01 0.01 5.001 0.006 I II 79.7(128.3) DMG J32.7000l117.2000I05/27/1862l20 0 0.01 0.01 5.901 0.043 I VI 30.8( 49.6) T-A l32.6700l117.1700l10/21/18621 0 0 0.01 0.01 5.001 0.019 I IV 33.3( 53.6) T-A l32.6700ll17.1700I05/24/1865I O O 0.01 0.01 5.001 0.019 I IV 33.3( 53.6) T-A l33.50001115.8200I05/00/18681 0 0 0.01 0.01 6.301 0.014 I IV 91.1(146.6) T-A 132.25001117.5000101/13/1877120 0 O.Oj 0.0j 5.001 0.008 I III 61.6( 99.2) DMG 133.90001117.2000112/19/18801 0 0 0.01 0.01 6.001 0.023 I IV 53.6( 86.3) DMG l34.lOOOl116.7000I02/07/18891 520 0.01 0.01 5.301 0.008 I III 76.2(122.6) DMG 134.20001117.9000108/28/18891 215 0.01 0.01 5.501 0.009 I III 80.5(129.6) DMG l33.4000l116.3000I02/09/1890112 6 0.01 0.01 6.301 0.024 I IV I 62.6(100.8) DMG 132.70001116.3000102/24/18921 720 0.01 0.01 6.701 0.030 I V I 67.1(107.9) DMG 133.2000l116.2000l05/28/1892llll5 0.01 0.01 6.301 0.022 I IV I 65.8(106.0) DMG 134.30001117.6000107/30/18941 512 0.01 0.01 6.001 0.013 I IIII 82.1(132.1) DMG 132.8000ll16.8000l10/23/1894l23 3 0.01 0.01 5.701 0.027 I V I 38.6( 62.1) DMG 134.20001117.4000107/22/18991 046 0.01 0.01 5.501 0.010 I IIII 73.8(118.8) DMG l34.3000lll7.5000I07/22/1899 2032 0.01 0.01 6.501 0.020 I IV I 81.2(130.7) DMG l33.8000l117.0000l12/25/1899 1225 0.01 0.01 6.401 0.034 I V I 50.0( 80.5) MGI l34.0000l118.0000l12/25/1903 1745 0.01 0.01 5.001 0.007 I II I 71.1(114.4) MGI 134.10001117.3000107/15/1905 2041 0.01 0.01 5.301 0.010 I !III 66.9(107.6) MGI l34.0000l118.3000I09/03/1905 540 0.01 0.01 5.301 0.007 I II I 81.6(131.4) DMG 134.20001117.1000109/20/1907 154 0.01 0.01 6.001 0.015 I IV I 75.0(120.7) DMG l33.70001117.4000I04/ll/1910 757 0.01 0.01 5.001 0.015 I IV I 39.4( 63.4) DMG l33.7000l117.4000I05/13/1910 620 0.01 0.01 5.001 0.015 I IV I 39.4( 63.4) DMG !33.7000l117.4000I05/15/1910 1547 0.01 0.01 6.001 0.034 I V I 39.4( 63.4) DMG 133.5000jll6.5000I09/30/1916 211 0.01 0.01 5.001 0.010 I III 54.5( 87.8) DMG 133.7500lll7.0000I04/21/1918 223225.0I 0.01 6.801 0.051 I VI 46.9( 75.4) MGI 133.8000l117.6000I04/22/1918 2115 0.01 0.01 5.001 0.011 I III 48.6( 78.1) DMG l33.7500lll7.0000I06/06/1918 2232 0.01 0.01 5.001 0.012 I III 46.9( 75.4) MGI j34.0000l118.5000lll/19/191812018 0.01 0.01 5.001 0.005 I II 89.9(144.6) DMG 133.20001116.7000101/01/19201 235 0.01 0.01 5.001 0.016 I IV 37.1( 59.7) MGI 134.08001118.2600107/16/1920118 8 0.01 0.01 5.001 0.006 II 84.3(135.7) MGI 133.20001116.6000110/12/192011748 0.01 0.0/ 5.301 0.017 IV 42.8( 68.9) DMG 134.00001117.2500107/23/19231 73026.0I 0.01 6.251 0.024 IV 60.1( 96.8) DMG l34.0000l116.0000I04/03/1926l20 8 0.01 0.01 5.501 0.007 II 97.5(156.9) DMG 134.00001118.5000108/04/192711224 0.01 0.01 5.001 0.005 II 89.9(144.6) DMG l34.0000l116.0000I09/05/1928/1442 0.01 0.01 5.001 0.005 II 97.5(156.9) DMG 132.9000lll5.7000jl0/02/1928ll9 1 0.01 0.01 5.001 0.005 II 96.1(154.6) DMG 134.18001116.9200101/16/19301 02433.9/ 0.01 5.201 0.007 II 76.2(122.7) DMG l34.1800lll6.9200l01/16/19301 034 3.6/ 0.01 5.101 0.007 II 76.2(122.7) DMG 133.95001118.6320/08/31/1930/ 04036.0I 0.01 5.201 0.006 II 93.5(150.5) DMG 133.61701117.9670103/ll/19331 154 7.81 0.01 6.301 0.032 v I 49.4( 79.5) DMG l33.7500l118.0830I03/ll/19331 2 9 0.01 0.01 5.001 0.009 IIII 60.6( 97.5) DMG 133.75001118.0830103/ll/19331 230 0.01 0.01 5.101 0.009 III! 60.6( 97.5) DMG 133.75001118.0830103/ll/19331 323 0.01 0.01 5.001 0.009 IIII 60.6( 97.5) EARTHQUAKE SEARCH RESULTS Page 2 ------------------------------------------------------------------------------- I I I FILEI LAT. I LONG. I DATE TIME I I I SITE ISITEI APPROX. (UTC) IDEPTHIQUAKE/ ACC. I MM I DISTANCE Page 2 • • • • .. ... • • ·• .. ... ... ... TDO peak TEST.OUT CODE! NORTH I WEST I I H M Seel (km) I MAG. I g !INT. I mi [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ DMG l33.7000l118.0670I03/ll/1933 51022.0I 0.01 5.101 0.010 I IIII 57.5( 92.6) DMG l33.5750lll7.9830I03/ll/1933 518 4.0 0.01 5.201 0.014 I IIII 48.2( 77.6) DMG l33.6830l118.0500I03/11/1933 658 3.0 0.01 5.501 0.014 I IV I 56.0( 90.2) DMG 133.70001118.0670103/ll/1933 85457.0 0.01 5.101 0.010 I III! 57.5( 92.6) DMG 133.75001118.0830103/ll/1933 910 0.0 0.01 5.101 0.009 I III! 60.6( 97.5) DMG l33.8500l118.2670I03/ll/1933 1425 0.0 0.01 5.001 0.007 I II I 73.0(117.5) DMG l33.7500lll8.0830I03/13/1933 131828.0 0.01 5.301 0.011 I IIII 60.6( 97.5) DMG 133.61701118.0170103/14/1933 19 150.0 0.01 5.101 0.011 I III! 51.6( 83.0) DMG 133.78301118.1330110/02/1933 91017.6 0.01 5.401 0.011 I III! 64.2(103.4) DMG 132.08301116.6670111/25/1934 818 0.0 0.01 5.001 0.006 I II I 82.2(132.3) DMG l34.10001116.8000l10/24/1935 1448 7.6 0.01 5.101 0.007 I II I 73.6(118.5) DMG 131.86701116.5710102/27/1937 12918.4 10.01 5.001 0.005 I II I 98.0(157.8) DMG 133.40801116.2610103/25/1937 1649 1.8 10.0I 6.001 0.018 I IV 64.9(104.5) DMG 133.69901117.5110105/31/1938 83455.4 10.01 5.501 0.022 I IV I 40.4( 65.1) DMG l32.0000l117.5000105/0l/1939l2353 0.01 0.01 5.001 0.006 I II I 78.7(126.7) DMG l32.0000l117.5000!06/24/1939ll627 0.01 0.01 5.001 0.006 II I 78.7(126.7) DMG l34.0830lll6.3000I05/18/1940I 5 358.51 0.01 5.401 0.007 II I 88.7(142.7) DMG l34.06701116.3330I05/18/1940I 55120.21 0.01 5.201 0.006 II I 86.6(139.3) DMG 134.06701116.3330105/18/19401 72132.71 0.01 5.001 0.005 II I 86.6(139.3) DMG l33.0000l116.4330I06/04/1940l1035 8.31 0.01 5.101 0.011 IIII 53.1( 85.4) DMG 133.78301118.2500111/14/19411 84136.31 0.01 5.401 0.010 III! 69.2(111.4) DMG l32.9830lll5.9830l05/23/1942l154729.0I 0.01 5.001 0.006 II I 79.0(127.1) DMG l32.9670lll6.0000l10/21/1942ll62213.0I 0.01 6.501 0.021 IV I 78.2(125.8) DMG l32.9670l116.0000l10/21/1942ll62519.0I 0.01 5.001 0.006 II I 78.2(125.8) DMG l32.9670lll6.0000ll0/21/1942ll62654.0I 0.01 5.00' 0.006 II 78.2(125.8) DMG 133.23301115.7170110/22/19421 15038.0I 0.01 5.50 0.007 II 93.8(151.0) DMG l32.96701116.0000l10/22/1942l181326.0I 0.01 5.001 0.006 II 78.2(125.8) DMG l34.2670l116.9670I08/29/1943I 34513.0I 0.01 5.501 0.009 III 81.2(130.7) DMG l33.9760lll6.7210l06/12/1944ll04534.71 10.01 5.101 0.008 III 68.2(109.7) DMG l33.9940lll6.7120106/12/1944llll636.0I 10.01 5.301 0.009 III 69.5(111.9) DMG l33.2170lll6.1330108/15/1945ll75624.0I 0.01 5.701 0.013 III 69.8(112.3) DMG l33.0000l115.8330101/08/1946l185418.0I 0.01 5.401 0.007 II 87.5(140.8) DMG 33.9500l116.8500J09/28/1946I 719 9.01 0.01 5.001 0.008 III 63.0(101.4) DMG 34.01701116.5000107/24/19471221046.0I 0.01 5.501 0.009 III 77.8(125.2) DMG 34.0170J116.5000107/25/1947I 04631.0I 0.01 5.001 0.006 II 77.8(125.2) DMG 34.0170lll6.5000J07/25/1947I 61949.01 0.01 5.201 0.007 II 77.8(125.2) DMG 34.01701116.5000107/26/19471 24941.01 0.01 5.101 0.007 II 77.8(125.2) Dt!G 32.50001118.5500102/24/19481 81510.0I 0.01 5.301 0.007 II 82.8(133.3) DMG 33.9330J116.3830l12/04/1948l234317.0I 0.01 6.501 0.021 IV I 77.9(125.4) D~1G 32.2000l116.5500Jll/04/1949l204238.0I 0.01 5.701 0.011 IIII 78.9(127.0) D~~ 32.2000l116.5500lll/05/1949I 43524.01 0.01 5.101 0.007 II I 78.9(127.0) Dr~G 32.98301115.7330101/24/19511 717 2.61 0.01 5.601 0.008 II 93.3(150.2) or~ 32.81701118.3500112/26/19511 04654.0I 0.01 5.901 0.017 IV 62.6(100.7) DrlG 32.95001115.7170106/14/19531 41729.91 0.01 5.501 0.007 II 94.6(152.2) Df!G 33.28301116.1830103/19/19541 95429.0I 0.01 6.201 0.020 IV 67.4(108.5) DP~ 33.2830J116.1830103/19/1954I 95556.0I 0.01 5.001 0.007 II 67.4(108.5) o,:G 33.28301116.1830103/19/19541102117.0I 0.01 5.501 0.011 III 67.4(108.5) DP'G l33.2830l116.1830I03/23/1954I 41450.01 O.OJ 5.101 0.008 III 67.4(108.5) D~'G l33.2160J115.8080104/25/1957l215738.7I -0.31 5.201 0.006 II 88.5(142.4) Dr.G 133.18301115.8500104/25/19571222412.0l 0.01 5.101 0.006 II 86.0(138.4) DrG l33.2310l116.0040l05/26/1957l155933.6I 15.ll 5.001 0.006 II 77.3(124.4) rn·G l33.7100l116.9250l09/23/1963l144152.6I 16.51 5.001 0.012 III 46.4( 74.7) ~G 131.81101117.1310112/22/19641205433.21 2.3J 5.601 0.008 III 92.0(148.0) EARTHQUAKE SEARCH RESULTS P,•ge 3 -------------------------------------------------------------------------------I I I I TIME I I I SITE I SITE I APPROX. FT LE I LAT. I LONG. I DATE I (UTC) I DEPTH I QUAKE I ACC. I MM I DISTANCE rnDE I NORTH I WEST I I H M sec I (km) I MAG. I g I INT. I mi [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ DMG l33.1900l116.1290l04/09/1968I 22859.ll 11.11 6.401 0.022 I IV I 69.9(112.S) Df1G 133.11301116.0370104/09/19681 3 353.51 5.01 5.201 0.008 I II I 75.1(120.9) DMG J33.3430l116.3460104/28/1969l232042.91 20.01 5.801 0.017 I IV I 59.0( 95.0) DMG l34.2700l117.5400I09/12/1970ll43053.0I 8.01 5.401 0.008 I IIII 79.4(127.8) DMG l33.0330lll5.8210I09/30/197ll224611.3I 8.01 5.101 0.006 I II I 87.9(141.5) Page 3 "" .. .. ii .. II .. 41 .. ii .. ,ill .. {ii .. ii .. • .. .. .. .. wil .. "' TDO peak TEST.OUT PAS l33.9440lll8.6810101/0l/1979l231438.91 11.31 5.001 0.005 II I 95.6(153.8) PAS 134.32701116.4450103/15/1979121 716.51 2.51 5.201 0.005 II I 97.1(156.3) PAS 133.50101116.5130102/25/19801104738.51 13.61 5.501 0.015 IV I 53.9( 86.8) PAS 133.09801115.6320104/26/1981112 928.41 3.81 5.701 0.008 III! 98.6(158.7) PAS 133.99801116.6060107/08/19861 92044.51 11.71 5.601 0.011 IIII 73.1(117.6) PAS 132.97101117.8700107/13/198611347 8.21 6.01 5.301 0.024 V I 32.8( 52.8) PAS l34.0610l118.0790l10/0l/1987ll44220.0I 9.51 5.901 0.013 III' 77.1(124.0) PAS l34.0730lll8.0980110/04/1987l105938.21 8.21 5.301 0.008 II 78.4(126.1) PAS l33.0820lll5.7750lll/24/1987I 15414.51 4.91 5.801 0.010 III 90.4(145.4) PAS l33.0130lll5.8390lll/24/1987ll31556.5I 2.41 6.001 0.012 IIII 87.0(140.0) PAS 133.91901118.6270101/19/19891 65328.81 11.91 5.001 0.005 II I 92.0(148.1) GSP l34.1400l117.7000I02/28/1990l234336.6I 5.01 5.201 0.008 III! 72.7(116.9) GSJ> l34.2620lll8.0020I06/28/199lll44354.5I 11.0I 5.401 0.007 II I 86.9(139.8) GSP l33.9610lll6.3180I04/23/1992 045023.0I 12.01 6.101 0.014 IV I 8L 9 (131. 8) GSN l34.2010lll6.4360l06/28/1992 115734.ll 1.01 7.601 0.042 VI I 90.1(145.1) GSJ> l34.1390lll6.4310I06/28/1992 123640.61 10.01 5.101 0.006 II I 86.9(139.8) GSP l34.3410lll6.5290I06/28/1992 124053.51 6.01 5.201 0.006 II I 95.5(153.7) GSP l34.1630lll6.8550I06/28/1992 144321.0I 6.01 5.301 0.008 III 76.4(122.9) GSN l34.2030l116.8270I06/28/1992 150530.71 5.01 6.701 0.024 IV 79.5(128.0) GSP 134.10801116.4040106/29/1992 141338.81 9.01 5.401 0.007 II 86.1(138.6) GSP 133.87601116.2670106/29/1992 160142.81 1.01 5.201 0.007 II 80.2(129.0) GSP l34.3320l116.4620I07/0l/1992 074029.91 9.01 5.401 0.006 II 96.9(155.9) GSP 134.23901116.8370107/09/1992 014357.61 0.01 5.301 0.007 II 8L 6(131. 4) GSP 133.90201116.2840107/24/1992 181436.21 9.01 5.001 0.006 II 80.6(129.7) GSJ> l34.1950l116.8620I08/17/1992 204152.ll 11.01 5.301 0.008 II 78.3(126.0) GSP l34.0640lll6.3610I09/15/1992 084711.31 9.01 5.201 0.006 II 85.4(137.4) GSI' l34.3400lll6.9000111/27/1992 160057.51 LOI 5.301 0.007 II 87.1(140.2) GSP l34.3690ll16.8970l12/04/1992 020857.51 3.01 5.301 0.007 II 89.1(143.3) GSP l34.0290l116.3210I08/21/1993 014638.41 9.01 5.001 0.005 II 85.1(137.0) GSJ> l34.2680lll6.4020I06/16/1994l162427.5I 3.01 5.001 0.005 II 95.0(153.0) GSI' l34.2900l116.9460I02/10/200ll210505.8I 9.01 5.101 0.006 II 83.0(133.6) GSP J33.5080lll6.5140ll0/31/200ll075616.6I 15.0I 5.101 0.011 IIII 54.1( 87.0) GSG l34.3100l116.8480I02/22/2003l121910.6I LOI 5.201 0.006 II I 86.0(138.5) GSP l32.3290lll7.9170I06/15/2004l222848.2I 10.01 5.301 0.010 III! 64.9(104.4) GSJ> l33.5290lll6.5720l06/12/2005ll54146.5I 14.0I 5.201 0.012 III! 5L9( 83.6) GSJ> /33.16001115.6370109/02/20051012719.81 9.01 5.101 0.005 II I 98.3(158.1) GSG /33.9530lll7.7610107/29/2008l184215.7l 14.01 5.301 0.011 III! 6L 7( 99. 3) p;)!> /32.6340!115.7820104/05/20101031525.21 3.01 5.001 0.005 II I 96.5(155.2) PDP l32.6400l115.8010I04/05/2010l133305.4I 0.01 5.101 0.005 II I 95.3(153.3) PDP J32.6520lll5.8350I05/19/2010I003900.0I 7.01 5.101 0.005 II I 93.1(149.9) PDG l32.6160lll5.7730105/22/2010l173058.8I 3.01 5.001 0.005 II I 97. 4(156. 7) PDG /32.7000l115.9210106/15/2010I042658.5I 5.01 5.801 0.010 IIII 87.3(140.5) PDG /33.42001116.4890!07/07/20101235333.51 14.0I 5.501 0.015 IV I 52.8( 85.0) ******************************************************************************* -END OF SEARCH-154 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME J>ERIOD OF SEARCH: 1800 TO 2010 LENGTII OF SEARCH TIME: 211 years Tl IE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 9. 3 MILES (15. 0 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.278 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-value= 1.638 b-va l ue= 0 .405 beta-value= 0.933 TAI\LE OF MAGNITUDES AND EXCEEDANCES: Page 4 TDO peak TEST.OUT Earthquake I Number of Times I cumulative Magnitude I Exceeded I No. I Year -----------+-----------------+------------.. 4.0 I 154 I 0.72986 4.5 I 154 I o.72986 5. o I 154 I o. 72986 5.5 I 51 I o.24171 6.o I 26 I 0.12322 6. 5 I 10 I o. 04739 7 .o I 3 · I 0.01422 7 . s I 1 I o . 004 7 4 • • • ·• • Page 5 ... "' ... .. .. .. ... -• -,II "' -.. ... TDO rhgaTEST.OUT ************************* * * * * * * E Q S E A R C H version 3.00 * * * * ************************* ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 13-10316 JOB NAME: TOO eqs EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 SITE COORDINATES: SITE LATITUDE: 33.1319 SITE LONGITUDE: 117.3364 SEARCH DATES: START DATE: 1800 END DATE: 2010 SEARCH RADIUS: 100.0 mi 160.9 km DATE: 11-01-2013 ATTENUATION RELATION: 7) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-uncor. UNCERTAINTY (M=Median, S=Sigma): M Number of sigmas: 0.0 ASSUMED SOURCE TYPE: OS [SS=Strike-slip, DS=Reverse-slip, BT=Blind-thrust] SCOND: O Depth source: A Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles) MINIMUM DEPTH VALUE (km): 3.0 Page 1 • •• ... .. • .. • .. "' .. TDO rhgaTEST.OUT EARTHQUAKE SEARCH RESULTS Page 1 I I I TIME I I I SITE I SITE I APPROX. FILE! LAT. J LONG. J DATE I (UTC) IDEPTHjQUAKEI ACC. I MM I DISTANCE CODE! NORTH I WEST I I H M Seel (km) I MAG. I g !INT. I mi [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------DMG j33.0000jll7.3000Jll/22/1800j2130 0.01 MGI l32.8000jll7.1000105/25/1803J O O 0.01 DMG j34.3700jll7.6500112/08/1812ll5 0 0.01 T-A j34.0000jll8.2500j09/23/18271 0 0 0.0j MGI l34.1000jll8.1000j07/ll/1855I 415 0.01 T-A l34.0000l118.2500I01/10/1856I O O 0.01 MGI l33.0000l117.0000I09/21/1856I 730 0.01 T-A l32.6700Jll7.1700jl2/00/1856I O O 0.01 MGI l34.0000Jll7.5000jl2/16/1858ll0 0 0.01 T-A l34.00001118.2500j03/26/1860j O O 0.0j DMG l32.7000Jll7.2000j05/27/1862l20 0 0.01 T-A j32.67001117.1700jl0/21/1862I O O 0.01 T-A l32.6700J117.1700J05/24/1865I O O 0.01 T-A l33.5000J115.8200105/00/1868I O O 0.01 T-A j32.2500Jl17.5000J01/13/1877J20 0 0.0j DMG l33.9000jl17.2000l12/19/1880I O O 0.01 DMG 134.10001116.7000102/07/18891 520 0.0j DMG l34.2000l117.9000I08/28/1889I 215 0.01 DMG l33.4000J116.3000I02/09/1890l12 6 0.01 DMG l32.7000l116.3000I02/24/1892I 720 0.01 DMG 133.20001116.2000 05/28/189211115 0.0j DMG l34.3000J117.6000 07/30/18941 512 0.0j DMG 132.80001116.8000 10/23/1894123 3 0.01 DMG J34.2000J117.4000 07/22/18991 046 0.01 DMG l34.3000Jl17.5000 07/22/189912032 0.01 DMG 133.8000 117.00.00 12/25/189911225 0.01 MGI 134.0000 118.0000 12/25/190311745 0.01 MGI 134.1000 117.3000 07/15/190512041 0.0j MGI 134.0000 118.3000 09/03/19051 540 0.0j DMG J34.2000 117.1000 09/20/19071 154 0.0j DMG J33.7000 117.4000 04/11/19101 757 0.0j DMG 133.7000 117.4000 05/13/19101 620 0.01 DMG 133.7000 117.4000 05/15/191011547 0.01 DMG J33.5000 116.5000 09/30/19161 211 0.01 DMG 133.7500 117.0000 04/21/19181223225.0I MGI 133.8000 117.6000 04/22/191812115 0.0J DMG J33.7500 117.0000j06/06/1918l2232 0.0j M(;I J34.0000 118.5000Jll/19/191812018 0.01 DMG J33.2000 116.7000101/01/19201 235 0.01 MC[ J34.08001118.2600I07/16/1920118 8 0.01 MGI J33.20001116.6000l10/12/1920Jl748 0.0j DMG 134.00001117.2500107/23/19231 73026.0I D~G l34.0000l116.0000I04/03/1926l20 8 0.01 D~~ J34.0000l118.5000108/04/192711224 O.OJ D~G l34.0000Jll6.0000J09/05/1928Jl442 0.01 DMG 132.90001115.7000110/02/1928119 1 0.01 Df-'G I 34.18001116. 9200 I 01/16/1930 I 02433. 9 I D~G l34.18001116.9200I01/16/1930J 034 3.6J D~G l33.95001118.6320J08/31/1930I 04036.0I D~~ 1]3.61701117.9670103/ll/19331 154 7.81 o~·:; l33.75001118.0830J03/11/1933J 2 9 0.01 D~'r; 133.75001118.0830J03/11/1933J 230 0.01 or·-; 133.7500J118.0830I03/11/1933J 323 0.01 0.01 6.501 0.180 !VIII 9.3( 15.0) 0.01 5.001 0.025 I V 26.7( 43.0) 0.01 7.001 0.027 I V 87.4(140.6) 0.01 5.001 0.006 I II 79.7(128.3) 0.01 6.301 0.017 I IV 80.0(128.7) 0.01 5.001 0.006 I II 79.7(128.3) 0.01 5.001 0.033 I v 21.5( 34.6) 0.01 5.001 0.019 I IV 33.3( 53.6) 0.01 7.001 0.043 I VI 60.7( 97.6) 0.01 5.001 0.006 I II 79.7(128.3) 0.01 5.901 0.043 I VI 30.8( 49.6) 0.01 5.001 0.019 I IV 33.3( 53.6) 0.01 5.001 0.019 I IV 33.3( 53.6) 0.01 6.301 0.014 I IV 91.1(146.6) 0.0j 5.001 0.008 I III 61.6( 99.2) 0.0 6.001 0.023 I IV 53.6( 86.3) 0.0 5.301 0.008 I III 76.2(122.6) 0.0 5.501 0.009 I III 80.5(129.6) 0.0 6.301 0.024 I IV 62.6(100.8) 0.0 6.701 0.030 I V 67.1(107.9) 0.0 6.301 0.022 I IV I 65.8(106.0) 0.0 6.001 0.013 I III 82.1(132.1) 0.0 5.701 0.027 I V 38.6( 62.1) 0.0 5.501 0.010 I III 73.8(118.8) 0.0 6.501 0.020 I IV 81.2(130.7) 0.0 6.401 0.034 I V 50.0( 80.5) 0.0 5.001 0.007 I II 71.1(114.4) 0.0 5.301 0.010 I III 66.9(107.6) 0.0 5.301 0.007 II 81.6(131.4) 0.0 6.001 0.015 IV 75.0(120.7) 0.01 5.001 0.015 IV 39.4( 63.4) 0.0j 5.001 0.015 IV 39.4( 63.4) 0.01 6.001 0.034 V 39.4( 63.4) 0.01 5.001 0.010 III 54.5( 87.8) 0.01 6.801 0.051 VI 46.9( 75.4) 0.0j 5.00 0.011 III! 48.6( 78.1) 0.01 5.001 0.012 IIII 46.9( 75.4) 0.01 5.001 0.005 II I 89.9(144.6) 0.0j 5.001 0.016 IV I 37.1( 59.7) 0.01 5.001 0.006 II I 84.3(135.7) 0.01 5.301 0.017 IV I 42.8( 68.9) 0.01 6.251 0.024 IV I 60.1( 96.8) 0.01 5.501 0.007 II I 97.5(156.9) 0.01 5.00J 0.005 II I 89.9(144.6) 0.01 5.001 0.005 II I 97.5(156.9) 0.01 5.001 0.005 II I 96.1(154.6) 0.01 5.201 0.007 II I 76.2(122.7) 0.01 5.101 0.007 II I 76.2(122.7) 0.01 5.201 0.006 II I 93.5(150.5) 0.01 6.301 0.032 v I 49.4( 79.5) O.OJ 5.001 0.009 IIIJ 60.6( 97.5) 0.01 5.101 0.009 IIIJ 60.6( 97.5) 0.01 5.001 0.009 !III 60.6( 97.5) EARTHQUAKE SEARCH RESULTS -~ ----------------------------------------------------------------------------- I I I FJLEI LAT. I ·LONG. I DATE TIME I I I SITE ISITEI APPROX. (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE Page 2 • • .. .. .. .. • • .. .. .. .. TOO rhgaTEST.OUT CODE I NORTH I WEST I I H M sec I (km) I MAG. I g I INT. I mi [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ DMG DMG DMG DMG DMG DMC DMC Dt'C or,:c; DMr~ or,i; o:·:;'; D':; o:.•; D.''; D\! -~ c·1·; D \; o·,1-·~ C"; D '; [) . ; 0--; C ' D ·1; D ·r; C,; r· c; C ·; r [ [ r [ [ r r r , [ [ r [. [ ' r , [ r , r r. ' [1.' I D C: [ '; [ . ; 133.70001118.0670103/ll/19331 51022.01 l33.5750l117.9830I03/ll/19331 518 4.01 l33.6830lll8.0500I03/ll/1933I 658 3.01 l33.70001118.0670l03/ll/1933l 85457.0l l33.7500J118.0830l03/ll/1933l 910 O.OJ l33.8500l118.2670I03/ll/1933l1425 0.01 l33.7500l118.0830103/13/1933l131828.0I l33.6170ll18.0170103/14/1933l19 150.0l 133.78301118.1330110/02/19331 91017.61 132.08301116.6670111/25/19341 818 0.01 134.10001116.8000110/24/193511448 7.61 l31.8670lll6.5710I02/27/1937I 12918.41 133.40801116.2610103/25/193711649 1.81 l33.6990lll7.5110105/31/1938I 83455.41 132.00001117.5000105/0l/193912353 0.01 l32.0000l117.5000J06/24/1939l1627 0.01 134.08301116.3000105/18/19401 5 358.51 134.06701116.3330105/18/19401 55120.21 l34.0670ll16.3330I05/18/1940I 72132.71 l33.0000l116.4330106/04/1940ll035 8.31 133.78301118.2500111/14/19411 84136.31 l32.9830lll5.9830I05/23/19421154729.0I 132.96101116.0000110;21/19421162213.0I l32.9670lll6.0000110;21/19421162519.0I 132.96701116.oooo110;21.;1942ll62654.0I l33.2330l115.7170l10/22/1942I 15038.0l l32.9670lll6.oooo110;22/1942ll81326.0I l34.2670lll6.9670I08/29/19431 34513.0I /!3.97601116.7210106/12/1944/104534.71 /33.9940l116.7120I06/12/J944ll11636.0I /]3.2170lll6.1330I08/15/l945ll75624.0I /!3.00001115.8330101/08/19461185418.0I 1!3.9500/116.8500109/28/19461 719 9.01 1:1.01101116.5000I07/24/19471221046.0I 1~1.01101116.5000101;2s;19471 04631.0I 1!1.0170lll6.5000I07/25/l947I 61949.0I 1~1.01101116.5000107/26/19471 24941.0I i32.5000l118.5500102/?4/19481 81510.01 I 3.9330ll16.3830112/04/l948l234317.0I 1.2.20001116.5soo111;04/l949l204238.0I l!2.20001116.5500lll/05/1J49I 43524.0I 1:·2.98301115.7330/0l/24/19511 717 2.61 /~2.8170lll8.3500/12/2G/195ll 04654.01 1~2.9500lll5.7170106/l4/L9531 41729.91 1:1.2s301116.1830/03/J9/l954I 95429.0I /l 1.7S30ll16.1830/03/19/1954I 95556.0I l'].2830/116.1830103/19/19541102117.01 1~3.7~301116.1830103/73/19541 41450.0l I : .l. 7 ! GO I 115. 8080 I 04/2 5/ 1'J571215738. 71 I:· 3 .1no 1115. 8500 I 04/? 5/] tJ57 I 222412 .0 I I :3. ;u10 I 116. 0040 I 05/?.fi/ :.:!57 / 155933. 6 l l.·3.7L00/116.9250/09/23/1963/144152.6J IJ1.8L10/117.1310ll2/;?/J964/205433.21 0.01 0.01 0.0/ 0.0, 0.0 0.01 0.01 0.01 0.01 0.01 0.01 10.01 10.01 10.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 10.01 10.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 -0.31 0.01 15.ll 16.51 2.31 5.101 5.201 5.501 5.101 5.101 5.001 5.301 5.101 5.401 5.001 5.101 5.001 6.001 5.501 5.001 5.001 5.401 5.201 5.001 5.101 5.401 5.001 6.501 5.001 5.001 5.501 5.001 5.501 5.101 5.301 5.701 5.401 5.001 5.501 5.001 5.201 5.101 5.301 6.501 5.701 5.101 5.601 5.901 5.501 6.201 5.001 5.501 5.101 5.201 5.101 5.001 5.001 5.601 F t1RTHQUAKE SEARCH RE SUL TS 0.010 I 0.014 1 1 0.014 0.010 II 0.009 0.007 I 0.011 I 0.011 I 0.011 I 0.006 I 0.007 I o.005 I 0.018 II 0.022 0.006 1 1 0.006 o.007 I 0.006 II 0.005 0.011 I 0.010 I 0.006 I 0.021 I 0.006 I 0.006 I 0.007 I 0.006 I 0.009 I 0.008 1 1 0.009 0.013 I 0.001 1 1 0.008 0.009 I 0.006 I 0.007 I 0.007 I 0.001 I 0.021 I 0.011 I o.007 I 0.008 ,1 0.017 o.007 I 0.020 I 0.007 1 1 0.011 0.008 I 0.006 I 0.006 1 1 0.006 0.012 I 0.008 I IHI IHI IV I IHI IIII II I IIII IHI III II II II IV IV II II II II II III III II IV II II II II I IIIj IHI IIII IIII II I IIIj IIIj II I II I II I II I IV I IIII II I II I IV I II I IV I II I IIII IIII II I II I II I IHI IIII 57.5( 92.6) 48.2( 77 .6) 56.0( 90.2) 57.5( 92.6) 60.6( 97 .5) 73.0(117.5) 60.6( 97.5) 51.6( 83.0) 64.2(103.4) 82.2(132.3) 73.6(118.5) 98.0(157.8) 64.9(104.5) 40.4( 65.1) 78. 7(126. 7) 78 .7 (126. 7) 88 . 7 (142 . 7) 86.6(139.3) 86.6(139.3) 53.1( 85.4) 69.2(111.4) 79.0(127.1) 78.2(125.8) 78.2(125.8) 78.2(125.8) 93. 8(151.0) 78.2(125.8) 81. 2 (130. 7) 68. 2 (109 .7) 69. 5 (111. 9) 69.8(112.3) 87.5(140.8) 63.0(101.4) 77. 8(125. 2) 77.8(125.2) 77.8(125.2) 77.8(125.2) 82.8(133.3) 77. 9(125. 4) 78.9(127.0) 78.9(127.0) 93.3(150.2) 62. 6(100. 7) 94.6(152.2) 67.4(108.5) 67.4(108.5) 67.4(108.5) 67.4(108.5) 88.5(142.4) 86.0(138.4) 77.3(124.4) 46.4( 74. 7) 92.0(148.0) P :e 3 ---------------------------------------------------------------------------I I I I TIME I I I SITE I SITE I APPROX. r: : EI LAT. I LONG. I D,\ IT I (UTC) I DEPTH I QUAKE I ACC. I MM I DISTANCE c, ,EI NOIHH I WEST I I H M sec I (km) I MAG. I g I INT. I mi [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ 0'. , I 3.Ji\001116.1290104/0<J/ %81 22859.ll 11.11 6.401 0.022 I IV I 69.9(112.5) o , I 3.]1301116.0370104/09/ 0G81 3 353.51 5.01 5.201 0.008 I II I 75.1(120.9) o , I L:M301116.34fiOl0'1/28/ %91232042.91 20.01 5.801 0.017 I IV I 59.0( 95.0) [•·;I l.77001117.5400/09/12/ CJ70l143053.0I 8.01 5.401 0.008 I IIII 79.4(127.8) c I J.03301115.8210/09/30/ 9711224611.31 8.01 5.101 0.006 I II I 87.9(141.5) Page 3 .. .. .. .. .. .. .. .. .. ... ·• PAS P/\S P/\S PAS PAS P/\S PAS PAS PAS P/\S P/\S GS!' GSI' GSP GSN GSP GSI' GSI' GS'J GSJ> G~~P G~;:> G~;;> G:·;:, G';r> GSP GSi' GSP G~;:> G'.;, G':" G' ' G.; G , G :·• G ·;, G·:·; p.·) p ) p.) P ·G p· G P G TDO rhgaTEST.OUT 133.94401118.6810101/0J/19791231438.91 l34.3270l116.4450I03/1S/1979l21 716.51 l33.5010l116.5130I02/25/1980l104738.SI l33.0980lll5.6320104/2G/198ll12 928.4 133.99801116.6060107/08/19861 92044.5 132.9710l117.8700J07/13/1986l1347 8.2 134.06101118.0790110/01/19871144220.0 J34.07301118.0980ll0/04/1987ll05938.2 133.0820 115.7750111/74/19871 15414.5 133.0130 115.8390lll/7~/1987Jl31556.5 I 3 3. !J 1.90 118. 62 70 I 01/J ''/ 1 <J89 I 65328. 8 13·1.]400 117.7000102/2~/19901234336.6 l34.2G20 118.0020106/7~/l091Jl44354.5 l3J.9Gl0 116.3180J04/71/J.992I045023.0 I,.:. 7Cll0 116.4360 I OG/7,'./J !)92 I 115734.1 1~-1.1390 J.16.4310106/2~/]9921123640.6 134.3410 116.5290106/7·:;19921124053.SI I :;.1 . Hi30 116. 85 so I 06/7 ·1: <J92 I 144321. 0 I 134.7030 116.8270IOG/7•/ln92l150530.71 l3·1.JC180 116.4011010(i/;' •/:·::<)21141338.81 ! :, i.P,601l16.2670l0Ci/~'c1/~',J2l160142.8I I? 1. 3:lZOl lJ 6.46?0 I 07 /Ci I /1 <l'l2 I074029.9I I:•'.,!. ;::go 111.G. 8370 I 07 ;n J/}';')21014357. 61 1 n.%201116.23,10101 ;::.1;: 'i·J2 I 181436. 21 ! '1!. l c_i 501116. 8620 I 08/; .7 I, <JlJ2 I 204152 .11 I '·'..GG401116.36lOl09/; ;/;'/J2j084711.3j I 3·1. :HOO 1116. 9000 I 11_/:': I :·YJ2 I 160057. 5 I I :,.1. 3;;90 I U6. 8970 I 12/( .. : I; '"l2 I 020857. 5 I I;:. c·;<Jo 1116. 32 JO I os;; : /: ·,:J3 I 014638. 41 ! :,1. 7vSOl ll6.407C· I OCI,. /: · ')41162427. 5 I 1 :,: . ~,, oo 1116.9,w1 1071: ·,;;,, ,11210sos .81 1 ·, ·;. '.;cso Inc;.s1,101 rnnj /:.-,,a 1075616. 61 I ,.1. !;OOllJG.84SUI0:>/:'2/:: D3l121910.6I I:,;'.:;.,901117. 9J ;'O I OCi/ l ,/:', 'MI 222848. 21 '!:;. 'i. '.JOI lHi. 5720 I Ol)/ ! '/,_t :JS I 154146. 5 I ::.EOOl115.637010!J/r '/.' "<l5J012719.8I .'.:: SdO I J17. 76J:l I 07 /:' f·CJ8J 184215. 71 . · :· . c: 1 0 J ll 5 • 7 8;, O I (),1 It / 1 i I O I O 315 2 5 . 2 I ;;, . f:..JO I J 15. 801 'l I CJtl/t '.',·.IO 1133305. 41 :,y ;>QJJ 15.83'.,11:0::/: /.'.,'101003900.0I · '.'.l :GOlllS.77 1 1!05/: :/.' •:01173058.81 ! .'.'. ,TJOl 11 > .971 ;Ji CH,/:'./.:. LOI 042658. 5 I : ;_,;; ·1011.J6.48'/ll07/Cl7/.' 101235333.SI 11.31 2.51 13.61 3.81 11.71 6.01 9.51 8.21 4.91 2.41 11.91 5.01 11.01 12.01 1.01 10.01 6.01 6.01 5.01 9.01 1.01 9.01 0.01 9.01 11.01 9.01 1.01 3.01 9.01 3.01 9.01 15.0I LOI 10.01 14.0I 9.01 14.0I 3.01 0.01 7.01 3.01 5.01 14.0I 5.001 5.201 5.501 5.701 5.601 5.301 5.901 5.301 5.801 6.001 s.ool 5.20 5.401 6.101 7.601 5.101 5.201 5.301 6.701 5.401 5.201 5.401 5.301 5.001 5.301 5.201 5.301 5.301 5.001 5.001 s.101 5.101 5.201 5.301 5.201 5.101 5.301 5.001 5.101 5.101 5.001 5.801 5.501 0.005 0.005 0.015 0.008 0.011 0.024 0.013 0.008 0.010 0.012 0.005 0.008 0.007 0.014 0.042 0.006 0.006 0.008 0.024 0.007 0.007 0.006 0.007 0.006 0.008 0.006 0.007 0.007 0.005 0.005 0.006 0.011 0.006 0.010 0.012 0.005 0.011 0.005 0.005 0.005 0.005 0.010 0.015 II I II I IV I !III !III V I !III II I !III III! II I !III II I IV I VI I II I II I !III IV I II I II I II I II I II I II I II I II I II I II I II I II I !III II I !III !III II I !III II I II I II I II I III! IV I 95.6(153.8) 97.1(156.3) 53.9( 86.8) 98.6(158.7) 73.1(117.6) 32.8( 52.8) 77.1(124.0) 78.4(126.1) 90.4(145.4) 87.0(140.0) 92.0(148.1) 72. 7(116. 9) 86.9(139.8) 81.9(131.8) 90.1(145.1) 86.9(139.8) 95.5(153.7) 76.4(122.9) 79.5(128.0) 86.1(138.6) 80.2(129.0) 96.9(155.9) 81.6(131.4) 80.6(129.7) 78.3(126.0) 85. 4(137 .4) 87.1(140.2) 89.1(143.3) 85.1(137.0) 95.0(153.0) 83 .0(133. 6) 54.1( 87.0) 86.0(138.5) 64.9(104.4) 51.9( 83.6) 98.3(158.1) 61. 7( 99. 3) 96.5(155.2) 95.3(153.3) 93.1(149.9) 97. 4(156. 7) 87.3(140.5) 52.8( 85.0) *·'***:~***~***************~"***:~************************************************ -I :--JD CT '.;LI\RCII-154 E/\lf! HC)Ui, <ES FOUND WITHIN THE SPECIFIED SEARCH AREA. Tl'.1E 1'!.RHlD OF SEARCII: : 'l')() TO 2010 LI :~G'I II 01 SEAllC:H TH,ff: :' lJ years TIIE L,\::Tll(lJAKE CLOS!Sr TO TII[ SITE IS ABOUT 9.3 MILES (15.0 km) AWAY. U',RC[ SI I MffllQUAKE M,\CNJTi IDI I OUND IN THE SEARCH RADIUS: 7. 6 Lli<GI S i L/\iffl I QUAKE SITE /\(Cl I i RI\ TION FROM THIS SEARCH: 0 .180 g CC':FIICHtll'S FOR GUl'ENBEHC <''.· IZICIITER RECURRENCE RELATION: ,1-v;1 !uc•c l.(i38 b-viJ' UC'· 0. '105 bet.' Vi:l!le= 0.933 T/".LI (F ;:\(;NJrUDES ,\NI) r.XClll·\NCES: Page 4 .. TOO rhgaTEST.OUT Earthquake I Number of Times I cumulative Magn·i tude I Exceeded I No. I Year -----------+-----------------+------------• 4.0 I 154 I 0.72986 4.5 I 154 I 0.72986 5.0 I 154 I 0.72986 5.5 I 51 I 0.24171 6.o I 26 I 0.12322 6.5 I 10 I 0.04739 7.0 I 3 I 0.01422 .. 7.5 I l I 0.00474 .. .. .. .. ... ... Page 5 • • • .. • -- .. • • - 1000 900 800 700 6001 500 t 1-!- 400-/- ~ i.- 200 -j- ~ ~ 100 _:_ f-! L ! -4)0 LEGEND M=4 i M=5 M=6 M=7 -300 EARTHQUAKE EPICENTER MAP TDOeqs -200 -100 0 100 200 300 400 500 600 .. .. .. .. • • .. "' APPEND/XE MODIFIED MERCALLI INTENSITY SCALE OF 1931 (Excerpted from the California Division of Conservation Division of Mines and Geology DMG Note 32) The first scale to reflect earthquake intensities was developed by deRossi of Italy, and Fore! of Switzerland, in the 1880s, and is known as the Rossi-Fore! Scale. This scale, with values from I to X, was used for about two decades. A need for a more refined scale increased with the advancement of the science of seismology, and in 1902, the Italian seismologist Mercalli devised a new scale on a I to XII range. The Mercalli Scale was modified in 1931 by American seismologists Harry 0. Wood and Frank Neumann to take into account modern structural features. The Modified Mercalli Intensity Scale measures the intensity of an earthquake's effects in a given locality, and is perhaps much more meaningful to the layman because it is based on actual observations of earthquake effects at specific places. It should be noted that because the damage used for assigning intensities can be obtained only from direct firsthand reports, considerable time --weeks or months --is sometimes needed before an intensity map can be assembled for a particular earthquake . On the Modified Mercalli Intensity Scale, values range from I to XII. The most commonly used adaptation covers the range of int~nsity from the conditions of "I --not felt except by very few, favorably situated," to 'XII --damage total, lines of sight disturbed, objects thrown into the air." While an earthquake has only one magnitude, it can have many intensities, which decrease with distance from the epicenter. It is difficult to compare magnitude and intensity because intensity is linked with the particular ground and structural conditions of a given area, as well as distance from the earthquake epicenter, while magnitude depends on the energy released at the focus of the earthquake. I Not felt except by a very few under especially favorable circumstances. II Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing. Ill Felt quite noticeably indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake. Standing motor cars may rock slightly. Vibration like passing of truck. Duration estimated. IV During the day felt indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed; walls make cracking sound. Sensation like heavy truck striking building. Standing motor cars rocked noticeably. V Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few instances of cracked plaster; unstable objects overturned. Disturbances of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop • VI Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Damage slight. VII Everybody runs outdoors. Damage negligible in building of good design and construction; slight to moderate in well-built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving motorcars. VIII Damage slight in specially designed structures; considerable in ordinary substantial buildings, with partial collapse; great in poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture overturned. Sand and mud ejected in small amounts. Changes in well water. Persons driving motor cars disturbed. IX Damage considerable in specially designed structures; well-designed frame structures thrown out of plumb; great in substantial buildings with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. Underground pipes broken. X Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly cracked. Rails bent. Landslides considerable from riverbanks and steep slopes. Shifted sand and mud. Water splashed (slopped} over banks. XI Few, if any, masonry structures remain standing. Bridges destroyed. Broad fissures in ground. Underground pipelines completely out of service. Earth slumps and land slips in soft ground. Rails bent greatly. XII Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen on ground surface. Lines of sight and level are distorted. Objects thrown upward into the air. ... -.. •• • .. b. . >< .. ·c .. z • Ill D. ~ D. .. < .. ' 0 ' ~ ......... { t \) .-.l (, ~ ~