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HomeMy WebLinkAboutGPA 06-03; Rancho Milagro MND Attachment 8; General Plan Amendment (GPA)Geotechnical Exploration, Inc. UPDATE REPORT OF GEOTECHNICAL INVESTIGATION Rancho Milagro Residential Developnnent A.P.N. 209-060-61 and a Portion of 209-070-01 North of Sunny Creek Road Carlsbad, California JOB NO. 04-8849 27 April 2009 Prepared for: Lyall Enterprises, Inc. ^IF^^I Geotechnical Exploration, Inc SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY 27 April 2009 Mr. Warren Lyall LYALL ENTERPRISES, INC. 15529 Highway 76 Paunna Valley, CA 92061 Subject: Update Report of Geotechnical Investigation Rancho Milagro Residential Developnnent A.P.N. 209-060-61 and a Portion of 209-070-01 North of Sunny Creek Road Carlsbad, California Job No. 04-8849 Dear Mr. Lyall: In accordance with your request, Geotechnical Exploration, Inc. has prepared this update report of geotechnical investigation ofthe soil and geologic conditions at the subject site. This report is an update of our originally issued ''Report of Preliminary Geotechnical Investigation", dated April 5, 2005. The field work was perfornned on January 18 and 19, 2005. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will be suited for the proposed development. Recommendations presented in this report supersede all previously issued recommendations. 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. 04-8849 will expedite a response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jaime^n^SJTSSTP^ iior Geotechnical Engineer R.C.E. 34422/G.E. 2007 Ldsfi€ D. Reed, President C.E.G. 999[exp. 3-3l-ll]/R.G. 3391 7420 TRADE STREET* SAN DIEGO, CA. 92121 • (858) 549-7222* FAX: (858) 549-1604 • EMAIL: geotech@gei-sd.com TABLE OF CONTENTS PAGE I. PROJECT SUMMARY 1 II. SITE DESCRIPTIOM 3 III. FIELD INVESTIGATION 4 IV. LABORATORY TESTS AND SOIL INFORMATION 5 V. REGIONAL GEOLOGIC DESCRIPTION 7 VI. SITE-SPECIFIC GEOLOGIC DESCRIPTION 10 VII. GEOLOGIC HAZARDS 12 VIII. SLOPE STABILITY ANALYSIS 18 IX. GROUNDWATER 19 X. CONCLUSION AND RECOMMENDATIONS 21 XI. LIMITATIONS 48 REFERENCES FIGURES I. Vicinity Map II. Site Plan and Geologic Map Illa-p. Exploratory Trench Logs IVa-c. Laboratory Data Va-c. Geologic Cross Sections VI. Foundation Requirements Near Slopes VII. Bench and Key Requirements VIII. Exterior Masonry Retaining Wall Subdrain and Waterproofing Requirements APPENDICES A. Unified Soil Classification System B. Seismic Data - EQFault C. Seismic Data - EQSearch D. Modified Mercalli Intensity Index E. Spectral Acceleration vs. Period T F. Slope Stability Analysis UPDATE REPORT OF GEOTECHNICAL INVESTIGATION Rancho Milagro Residential Development A.P.N. 209-060-61 and a Portion of 209-070-01 North of Sunny Creek Road Carlsbad, California JOB NO. 04-8849 The following report presents the updated findings and recommendations of Geotechnical Exploration, Inc. for the subject property. I. SCOPE OF WORK It is our understanding, based on communications with Mr. Jack Henthorn of Jack Henthorn and Associates, and review of the Tentative Map - Carlsbad Tract 06-04, Rancho Milagro prepared by Manitou Engineering Company, dated August 8, 2006, that 16 acres ofthe 43.58-acre site are being developed to receive 19 single-family residential lots with adjacent streets and associated improvements. The proposed structures are to be a maximum of two stories in height and will be constructed of standard-type building materials utilizing a conventional concrete slab-on-grade foundation system. As part of this update report preparation, we reviewed our previously issued geotechnical report (dated April 5, 2005) for the property. In addition, we performed slope stability calculations as applicable to the new project. With the above in mind, the Scope of Work performed for this investigation is briefly outlined as follows: 1. Identify and classify the surface and subsurface soiis in the area of the proposed construction, in conformance with the Unified Soil Classification System. Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 2 2. Make note of any landslides, faults or significant geologic features that may affect the development of the site. 3. Recommend site preparation procedures, including recommendations for the proposed grading operation and slope construction. 4. Recommend the allowable bearing pressures for the on-site medium dense to very dense (firm to hard) natural soils or properly compacted fill soils. 5. Evaluate the settlement potential of the bearing soils under the proposed structural loads. 6. Recommend preliminary foundation design information including active and passive earth pressures to be utilized in design of any proposed retaining walls and foundation structures. A field investigation conducted in 2005 revealed that the site is underlain by a shallow veneer of loose fill soils, cultivated and in-place topsoils, some colluvium/slopewash and alluvium, and dense to very dense (hard) formational materials of the undifferentiated, Eocene-age Del Mar/Torrey/Santiago Formations. The existing surface fill soils, topsoils, colluvium and alluvium, overlying the formational materials, appear to have thicknesses ranging from less than 1 foot to approximately 5 feet. The fill soils, topsoils, colluvium and alluvium consist of sandy and silty clays with some silty sands, and are considered to range from low expansion potential to highly expansive. When properly prepared, moisture conditioned and compacted, these soils will have good load-bearing properties. The underlying formational materials were found to be low to moderately expansive and to have good load-bearing properties. Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 3 It is our opinion that the site can be developed utilizing standard cut and fill grading techniques and conventional foundations with slab on-grade floors or post- tensioned slabs. It is our understanding that Lots 1, 2 and 19 will be essentially cut into the west-sloping ridgeline and all other lots will require some cut and/or fill to build level building pads. It is our opinion, based on our review of pertinent geological maps and the results of our field investigation, that no significant soil or geologic hazards exist at the subject site and the property is well suited for the proposed residential development. II. SITE DESCRIPTION The property is known as: Assessor's Parcel No. 209-060-61 and a portion of 209- 070-01, Carlsbad Tentative Tract 06-04, being a subdivision of Remainder Parcel "A" of Carlsbad Tract 96-02, according to Map No. 11242, in the City of Carlsbad, County of San Diego, State of California (refer to Figure No. I for site location). The entire site consists of approximately 43.58 acres of which 16 acres are proposed for development. The site is located north of Sunny Creek Road, in the City of Carlsbad. The property is bordered on the north by agricultural land (the Cantarini property, A.P.N. 209-070-01 and 02); on the south by Agua Hedionda Creek and an existing residential subdivision; on the east by agricultural property (the Gribble, Hagaman Trust and Mandana properties, A.P.N. 209-040-02, A.P.N. 209-040-28 and 209-070-07); and on the west by rural residential property with horse stables (the Bepton property, A.P.N. 209-060-55). Refer to Figure No. II for Site Plan. Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 4 The site is presently used for agricultural purposes and several equipment and supply sheds are currently on the property. Vegetation consists primarily of agricultural vegetation, weeds on cultivated areas, and heavy brush, shrubbery and cactus on slope areas.' An approximately 70-foot-high, south-facing hillside slope exists along the southern half of the property and an approximately 60-foot-high, north-facing hillside slope exists along the northern half of the property. Canyon centeriines cross the southeast and northeast to northwest corners of the property. The Agua Hedionda Creek bed flows from east to west along the southern portion of the property. The property slopes to the west from the eastern property line. Approximate elevations across the site range from a high of 220 feet above mean sea level (MSL) along the eastern property boundary to a low of 110 feet MSL at the northwestern corner of the site and a low of 80 feet MSL at the southwestern corner of the site. Survey information concerning approximate elevations across the site was obtained from the Tentative Map - Carlsbad Tract 06-04, Rancho Milagro prepared by Manitou Engineering Company, dated August 7, 2006. III. FIELD INVESTIGATION A field investigation consisting of sixteen exploratory trenches was conducted in January 2005 as reported in our report dated April 5, 2005. The trenches were placed on the site in order to obtain representative soil samples to define the soil profile across the site. Our field investigation also included a geologic reconnaissance ofthe site and surrounding terrain. The excavations were located in the field by referring to a conceptual plan prepared by Manitou Engineering Company. Rancho Milagro Residential Development Carlsbad, California Job No. 04-8849 Page 5 The soils encountered in the trenches were logged by our field representatives, and samples were taken of the predominant soils throughout the field operation. Exploratory trench logs have been prepared on the basis of our observations and laboratory testing. The results of our field investigation have been summarized on Figure Nos. Ill and IV. The predominant soils have been classified in general conformance with the Unified Soil Classification System (refer to Appendix A). IV. LABORATORY TESTS AND SOIL INFORMATION 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 proposed residential development. Test results are presented on Figure Nos. Ill and IV. The following tests were conducted on the sampled soils: 1. Mo/sture Content (ASTM D2216-98) 2. Laboratory Compaction Characteristics (ASTI^ Dl557-98) 3. Determination of Percentage of Particles Smaller than No. 200 (ASTM D1140-00) 4. Atterberg Limits (D4318-98) 5. Expansion Test (UBC Test Method 29-2) 6. Direct Shear Test (ASTM D3080-98) The moisture content of a soil sample is a measure of the weight of water, expressed as a percentage ofthe dry weight ofthe sample. Laboratory compaction values establish the optimum moisture content and the laboratory maximum dry density of the tested soils. The relationship between the moisture and density of remolded soil samples gives qualitative information regarding soil compaction conditions to be anticipated during any future grading Rancho Milagro Residential Development Carlsbad, California Job No. 04-8849 Page 6 operation. In addition, this relation helps to establish the relative compaction of existing soils. The passing -200 sieve size analysis helps to classify 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 Atterberg Limits are used to aid in classification of soils in accordance with the Unified Soil Classification System. The Liquid Limit, Plastic Limit and Plasticity Index are also utilized, with other soil properties and published correlations, to aid in evaluating engineering properties such as compressibility, expansion potential, shear strength and permeability. The expansion potential of the tested on-site soils was determined utilizing the Uniform Building Code Test Method for Expansive Soils (UBC Standard No. 29-2). In accordance with the UBC (Table 18-1-B), potentially expansive soils are classified as follows: EXPANSION INDEX POTENTIAL EXPANSION 0 to 20 Very low 21 to 50 Low 51 to 90 Medium 91 to 130 High Above 130 Very high Based on the test results, the sampled soils on the site have a low to very high expansion potential, with a maximum measured expansion index of 164. During future grading and recompaction of the existing fill, topsoil/slopewash and alluvium Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 7 as new fill, their expansion potential as mixed and placed materials must be determined. Direct shear tests were performed on remolded and relatively undisturbed samples of the fill and formational soils. The shear test was performed with a constant strain rate direct shear machine. The specimen tested was saturated and then sheared under various normal loads under drained conditions at a slow rate of 0.024 mm/min. Based on our laboratory shear test results, our Geotechnical Engineer has utilized an angle of internal friction of 25° and a cohesion of 300 psf for the formational materials for use in the gross stability analysis. Based on laboratory test data, our observations of the primary soil types on the project, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer has assigned conservative values for friction angle, coefficient of friction, and cohesion for those soils which will have significant lateral support or bearing functions on the project. The assigned values have been utilized in determining the recommended bearing value as well as active and passive earth pressure design criteria. V. REGIONAL GEOLOGIC DESCRIPTION San Diego County has been divided into three major geomorphic provinces: the Coastal Plain, Peninsular Ranges and 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 ofthis central mountain range (Demere, 1997). Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 8 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 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 Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 9 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). During recent history, the San Diego County area has been relatively quiet seismically. No fault ruptures or major earthquakes have been experienced in historic time within the 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 generally less than 4.0. During June 1985, a series of small earthquakes occurred beneath San Diego Bay, three of which had recorded magnitudes of 4.0 to 4.2. In addition, the Oceanside earthquake of July 13, 1986, located approximately 26 miles offshore of the City of Oceanside, had a magnitude of 5.3 (Hauksson and Jones, 1988). On June 15, 2004, a 5.3 magnitude earthquake occurred approximately 45 miles southwest of downtown San Diego (26 Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 10 miles west of Rosarito, Mexico). Although this earthquake was widely felt, no significant damage was reported. 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 that has had ground surface displacement during Quaternary time, that is, during the past 11,000 to 1.6 million years (Hart, E.W., 1980). VI. SITE-SPECIFIC GEOLOGIC DESCRIPTION A review of available geologic maps and reports, as well as our on-site investigation, indicates that the subject property is located in an area underlain by the undifferentiated Eocene-age Del Mar/Torrey/Santiago Formation (Td/Ts) overlain by fill soils, topsoils/colluvium/slopewash and alluvium. In addition, cultivated topsoils were encountered across the site ranging in thickness from 1.5 to 2 feet. In general, topsoil, slopewash/colluvium and formational materials underlie the upper portions of the site, while the lower portions of the site are underlain by topsoil, alluvium and formational materials. A description of these units, from youngest to oldest, is included herein (refer to the excavation logs. Figure Nos. Illa-p). Each of these units is described below. Figure No. II presents a plan view geologic map ofthe general area ofthe site. Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 11 A. Stratigraphy Fill/Cultivated Topsoils: Fill and cultivated topsoils were found on most of the site and consist of loose (soft), moist, red-brown to tan-gray and dark brown, silty sand to sandy clay with some roots and rock fragments. The fill and topsoils are less than 1 foot to approximately 2.5 feet in depth and are considered to be low to very highly expansive. The fill/ topsoils have been previously disturbed by agricultural cultivation and are unsuitable to support structural loads and compacted fill. Topsoils/Slopewash/Colluvium: In-place topsoils, slopewash and colluvial soils were encountered at some locations below the fill and cultivated topsoils to depths of approximately 2.5 to 3.5 feet. The topsoils and slopewash/colluvium consist of red- brown to gray-brown sandy clay and gray-green sandy clay with some roots and rock fragments. These soils have a low to very high expansion potential and are unsuitable to support structural loads and compacted fill. Alluvium: Alluvial soils to approximately 5 feet in depth were encountered at the location of exploratory trench T-11 in the canyon area in the northwestern portion of the property. The alluvium consists of light gray fine- to medium-grained sand underlain by dark gray clayey sand. These soils have a low to medium expansion potential, are moderately compressible and are considered, in their present condition, unsuitable to support structural loads and compacted fill. Del Mar/Torrev/Santiaao Formation (Td/Ts): Most of the site is underlain at depth by the undifferentiated, Eocene-age Dei Mar/Torrey/Santiago Formation, which consists of gray-orange, to red-brown and gray-black siltstone and silty sandstone. The siltstones are the most common material type and typically they are moderately fractured. The weathered clayey soils of the Del Mar/Torrey/Santiago Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 12 Formation have low to moderate expansion characteristics and must be removed during future grading operations. B. Structure Based on a review of the geologic map for the area (Weber, 1982) and our on-site investigation, the site is underlain by interbedded sands, silts and clays with relatively horizontal bedding. The formational materials strike E-W to NSO W, with dips ranging from 0 to 5 degrees south-southwest. VII. GEOLOGIC HAZARDS The following is a discussion of the geologic conditions and hazards common to the Carlsbad area of the County of San Diego, as well as project-specific geologic information relating to development of the subject property. It is our opinion that a known "active" fault presents the greatest seismic risk to the subject site during the lifetime of the proposed structures. To date, the nearest known "active" faults to the subject site are the northwest-trending Rose Canyon Fault, Coronado Bank Fault and the Elsinore Fault. A. Local Faults Reference to a geologic map for the area (Weber, 1982; and Kennedy and Tan 2005) indicates the presence of several small faults within 1 mile of the site. The published projections suggest that the faults displace the Eocene-age formation but not the Pleistocene-age terrace material and Holocene-age sediments in the area. These faults are considered minor and do not impact the site. Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 13 Rose Canyon Fault: The Rose Canyon Fault Zone (Mount Soledad and Rose Canyon Faults), is mapped approximately 8 miles west and southwest of the subject site. The fault is mapped trending north-south from Oceanside to downtown San Diego, from where it appears" to head 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 7.5- magnitude earthquake and considered microseismically active, although no significant recent earthquake is known to have occurred on the fault. "• 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, 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 (California Division of Mines and Geology — Fault Rupture Hazard Zones in California, 1999). B. Regional Faults m m Coronado Bank Fault: The Coronado Bank Fault is located approximately 22 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 5.3 magnitude, recorded July 13, 1986, is known to have been centered on the fault or within the Coronado Bank Fault Zone. Although this fault is considered active, due to the seismicity m 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 Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 14 generating a 7.0-magnitude 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 22 to 35 miles east and northeast ofthe 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 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 lineariy aligned ridges, swales and hallows. Faulted Holocene alluvial deposits (believed to be less than 11,000 years old) found along several segments ofthe fault zone suggest that at least part ofthe 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 6.0- magnitude quake 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 with a magnitude as large •m Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 15 as 7.5. Faulting evidence exposed 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 earthquake magnitudes of 6 to 7 (Rockwell, 1985). San Jacinto Fault: The San Jacinto Fault is located approximately 45 miles northeast of the project site. In contrast to the Elsinore Fault, the San Jacinto Fault Zone has been seismically active in historic time. Up to 12 earthquakes in the range of magnitude 6 to 6.8 have occurred during the last 115 years. Several of these produced surface ruptures (Sanders and Kanamori, 1984;Sanders, 1986; Hanks, et al., 1975). The slip rate for the San Jacinto Fault is approximately 12mm/yr (Rockwell, et al., 1990) with earthquake recurrence intervals ranging from 79 to 500 years along the length ofthe fault (CDMG Open-file Report 96-08). Newport-Inglewood Fault: The Newport-Inglewood Fault Zone is located approximately 49 miles northwest of the project site. A significant earthquake (magnitude 6.4) occurred along this fault on March 10, 1933. Since then no additional events have occurred. The fault is believed to have a slip rate of approximately 0.6 mm/yr with an unknown recurrence interval. This fault is believed capable of producing an earthquake of magnitude 6.0 to 7.4 (SCEC, 2004). San Andreas Fault: The southern portion of the over 700-mile-long San Andreas Fault is 64 miles northeast of the project site. This extensively studied, important fault has produced historic earthquakes along its various segments, the most recent along the Mojave portion of its southern segment in 1857. The various fault segments along the fault zone have slip rates ranging from 25 to 30 mm/yr. Recurrence intervals range from 20 to 300 years; 140 years along the Mojave Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 16 segment. The fault is considered capable of producing an earthquake of magnitude 6.8 to 8.0 (SCEC, 2004). C. Other Geoloalc Hazards 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 magnitude 5.0. If a 5.0-magnitude earthquake were to take place on a local fault, an estimated surface- rupture length 1 mile long could be expected (Greensfelder, 1974). Since no faults are currently known to cross the subject site, the risk of ground rupture at the site is considered 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 underlying soils and geologic units. Earthquakes of magnitude 5.0 Richter scale or greater are generally associated with 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. Although the chance of such an event is remote, it could occur within the useful life of the structure. The anticipated ground accelerations from earthquakes on faults within 100 miles of the site are provided in Appendix B. Landslides: Based on the results of our limited geologic investigation and a review of geologic maps (Weber 1982 and Kennedy and Tan 2005) there are no known or em Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 17 suspected ancient landslides located on this site. Review of the topographic map and aerial photographs (4-11-53, AXN 8M-70 and 71), as well as our site geologic reconnaissance, confirmed the findings of our investigation. Liquefaction: The liquefaction of saturated sands during earthquakes can result in major damage to buildings. Liquefaction is the process in which soils are transformed into a dense fluid, which will flow as a liquid when unconfined. It occurs principally in loose, saturated sands and silts when they are sufficiently shaken by an earthquake. Although there is a potential for experiencing a seismic event that could produce the required ground acceleration to induce liquefaction, the earthquake necessary to cause this magnitude of acceleration has not occurred in the San Diego County area since the year 1800 (see Appendix C). Since no submerged loose sand or silt conditions exist at the site, the probability of occurrence of soil liquefaction is negligible. Flooding: Due to the site's location and elevations and the proposed grading, there is no risk of significant channel-related flooding on the proposed site building pads. Because an active drainage channel crosses the southern portion of the property, there is a minor potential for channel flow across the lower elevation, undeveloped portion of the site. There is also a slight potential for scouring along the edges of the drainage during periods of heavy rainfall. Localized surface, building and specific drainage collection and discharge must be addressed as part of project final design. With the construction of an adequate on- site drainage system and proper finish surface grades, the risk of flooding should be minimal within the proposed building areas. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 18 D. Summary The seismic hazard most likely to impact the site is ground shaking, probably resulting from an earthquake on the nearby Rose Canyon Fault or more distant Coronado Bank Fault or Elsinore Fault. In the event that severe earth shaking does occur from major faulting within the area, compliance with UBC and City of San Marcos Building Code requirements, and the accompanying recommendations for construction, should help to minimize structural damage. No soil liquefaction is anticipated to occur in the buildable areas of the site and no loss of strength or stability is anticipated in the soils of the same buildable area due to seismic activity. From a geotechnical standpoint, our investigation indicates that the site is favorable for the proposed development, provided the recommendations in this report are followed. VIII. SLOPE STABILITY ANALYSIS The existing slopes and any proposed 2.0:1.0 slopes constructed should possess a factor of safety of 1.5 or higher against shallow or deep shear failure at the completion of the project. Slope stability was analyzed utilizing GSLOPE computer program (for slope stability analyses refer to Appendix F). Shallow slope stability was analyzed using an equation to calculate the factor of safety of an infinite slope with a saturated surface layer at a slope gradient similar to what exists at the site. Slope stability calculations were performed along the most critical cross sections through the proposed slopes utilizing the GSLOPE computer program. For the slope stability calculations, the following soil design parameters were used: Rancho Milagro Residential Development Carisbad, California Job No. 04-8849 Page 19 Soil Type Unit Weight Saturated Unit Weight Cohesion Friction Angle Surficial Soils 120 130 200 20 Formational Soils 120 130 300 25 The calculations were performed by using the Modified Bishop and the Simplified Janbu Methods for Slope Stability Calculations. For the existing slope without the proposed retaining wall these analyses resulted in factors of safety exceeding 1.5. Surficial failure analysis also resulted in a factor of safety exceeding 1.5 when soils are properiy compacted or consist of dense natural soils. When loosely compacted, the factor of safety can drop to 1.0. Based on our slope stability analysis and geotechnical knowledge of the soils in this area, it is our opinion that the existing and proposed slopes at the site have a factor of safety of at least 1.5 against potential deep shear and shallow failure. Refer to Appendix F. IX. GROUNDWATER No groundwater was encountered during the course of our field investigation and we do not anticipate significant groundwater problems to develop in the future if the property is developed as proposed and proper drainage is maintained. It should be kept in mind that any required grading operations may change surface drainage patterns and/or 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 Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 20 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. On properties such as the subject site where dense, low permeability soils and/or formational materials exist at 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. 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, should be evaluated and remedied by the project civil and geotechnical consultants. The project developer and homeowner, however, must realize that post-construction appearances of groundwater may have to be dealt with on a site-specific basis. The alternative to the possible post-construction, site-specific appearance and resolution of subsurface water problems is the design and construction of extensive subdrain dewatering systems during the initial site development process. This Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 21 option is usually selected when there is sufficient evidence during initial exploration or site grading to indicate such efforts are warranted. X. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon our review of available plans, the practical field investigation conducted by our firm in 2005, and resulting laboratory tests, in conjunction with our knowledge and experience with soil conditions in the Carisbad area. It is our understanding that the site is to be developed to receive 19 single-family residential lots with associated improvements. The site is to be graded relatively level, resulting in cuts up to 15 to 20 feet and fills up to approximately 25 to 30 feet. The structures are to be a maximum of two stories in height and will be constructed of standard-type building materials utilizing conventional foundations with a concrete slab-on-grade floor or post-tensioned slabs. At the time of report preparation, only tentative plans were available for our review. When more detailed plans and final plans become available we should be provided with the opportunity to review them to see that our recommendations are adequately incorporated in the plans. Our investigation revealed that surficial soils of varying compaction and of very high expansion potential underiie the property to depths ranging from less than 1 foot to approximately 5 feet. The underiying formational materials were found to be low to medium expansive and have good load-bearing properties. In their present condition, the surficial fill soils, cultivated and in-place topsoils, slopewash/ colluvium and alluvium will not provide a stable soil base for the proposed Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 22 residential structures and improvements. As such, we recommend that these materials be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. Grading and foundation recommendations are presented in the following sections. 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. Seismic Desian Criteria 1. Seismic Data Bases: An estimation ofthe 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 included as Appendix B. In addition, a listing of the known historic seismic events that have occurred within 100 miles of the site at a magnitude of 5.0 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 C. Both Appendix B and Appendix C are tables generated from computer programs EQFault and EQSearch by Thomas F. Blake (2000) 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 D. 2. C6C 2007 Seismic Design Criteria: If the proposed structures will be designed in accordance with Section 1613 of the 2007 CBC, which Rancho Milagro Residential Development Carisbad, California Job No. 04-8849 Page 23 incorporates by reference the ASCE 7-05 for seismic design, we recommend the following parameters be utilized. We have determined the mapped spectral acceleration values for the site based on a latitude of 33.1334 degrees and longitude of 117.2750 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 2007 CBC) utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Classification of C. The response parameters for design are presented in the following table. The design spectrum acceleration vs. Period T is shown on Appendix E. TABLE I Mapped Spectral Acceleration Values and Desian Parameters Ss Sl Fa Fv Sms Sml Sds Sdi 1.146 0.434 1.0 1.366 1.146 0.593 0.764 0.395 B. Site Gradina 3. Grading: The proposed grading operations shall be performed in accordance with the requirements of the City of Carisbad Grading Ordinance and our general earthwork specifications. Geotechnical Exploration, Inc. recom- mends that our firm verify the actual soil conditions revealed during the grading to be as anticipated in this "Update Report of Geotechnical Investigation." In addition, the compaction of any fill soils placed during the grading must be tested by the geotechnical engineer or his supervised representative. It is the responsibility of the grading contractor to comply with the requirements of the grading plans and the local grading ordinance. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 24 Any fill soils that are observed to be loose or that have been placed without control or sufficient testing shall be removed and recompacted to comply with the grading specifications. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperiy or uncompacted fill or backfill placed without our observations and testing. It is recommended that our firm review the final grading plans and project soil-related specifications prior to the start of construction. Also, we recommend that a pre-construction conference be held at the site with the owner/developer, architect, civil engineer, contractor, grader, and geotech- nical engineer in attendance. Special soil handling procedures and the grading plan requirements can be discussed at that time. 4. Earthwork Quantities: Based on the laboratory test results and our past experience with similar materials, we estimate that the on-site formational soils will increase in volume by up to 30 percent when loose, and 10 percent when recompacted to 90 percent relative compaction. Recompaction of loose fill soils/topsoils/alluvial/colluvial soils should result in volume decrease of 10 to 15 percent. These estimates are rough at best and should be used for preliminary planning purposes only. 5. Clearing and Stripping: We recommend that the entire property be cleared of all vegetation and any other debris or rubble. This includes any roots from existing trees and shrubbery. Holes resulting from the removal of root systems or other buried obstructions that extend below the planned grades should be cleared and backfilled with properiy compacted fill. The unsuitable material generated should be disposed of off-site prior to the placing of any new fill. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 25 6. Treatment of Existina Fill Soils. Topsoils, Slopewash/CoHuvium and Alluvium: Our investigation revealed that the investigated portions of the site are underiain by dense (hard) formational materials, with loose surficial soils up to 5 feet deep overiying the site. In order to provide suitable foundation support for the proposed structures and improvements, we recommend that all existing fill soils, topsoils, slopewash and alluvium that remain after the necessary site excavations have been made be removed and recompacted. The recompaction work should consist of (a) removing all existing surficial soils down to the native formational materials; (b) scarifying, moisture conditioning, and compacting the exposed natural subgrade soils; and (c) replacing the surficial soils as compacted structural fill. Where critically expansive soils are encountered, these materials should not be placed with 5 feet of slope faces or 5 feet from finish pad grade. The areal extent and depth required to remove the loose surficial soils should be determined by our representative during the excavation work based on his examination of the soils being exposed. Any unsuitable materials (such as oversize rubble and/or organic matter) should be selectively removed as directed by our representative and disposed of off-site. It may be necessary to mine select (low expansive) material from cut excavations and bury the expansive clays in deeper areas. All fill slopes will need a keyway excavation dug into firm natural soils approved by our field representative. Benches will also be needed in firm natural soils as the fill placement progresses (see Figure No. VII). If, during grading, a geologically unstable area is observed, a buttress or stabilization fill may be required by our engineering geologist. Additional recommendations would be given by our firm if such a finding occurred. In Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 26 addition, canyon fills greater than 10 feet in thickness (from the bottom of firm natural soils) will require a canyon subdrain. Lots with a cut/fill transition line crossing under proposed structures or improvements should be undercut at least 3 feet to provide an all-fill pad. 7. Subgrade Preparation: After the site has been cleared, stripped, and the required excavations made, the exposed subgrade soils in areas to receive fill and/or building improvements should be scarified to a depth of 6 inches, moisture conditioned, and compacted to the requirements for structural fill. 8. Expansive Soil Conditions: Any soils possessing an expansion potential equal to or higher than 50 within the building pad area shall be compacted with a moisture content at or higher than 5 percent over the optimum moisture content when placed within the upper 10 feet of the fill area. The relative compaction of such compacted soils shall be between 88 and 92 percent of the maximum obtained per ASTM D1557-07. Exposed cut soils possessing an expansion index over 50 shall be undercut at least 3 feet, properly moisture conditioned, and recompacted as indicated above. Fills placed below 10 feet in elevation or within the embankment area outside the building pads should be compacted as described in Recommendation Nos. 7 and 8. 9. Material for Fill: Existing on-site soils with an organic content of less than 3 percent by volume are, in general, suitable for use as fill. Any required imported fill material should be a low-expansion potential (Expansion Index of 30 or less per ASTM D4829-07). In addition, both imported and existing on-site materials used as fill should not contain rocks or lumps more than 6 inches in greatest dimension if the fill soils are compacted with heavy Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 27 equipment (or 3 inches in greatest dimension if compacted with lightweight equipment). All materials for use as fill should be approved by our firm prior to filling. 10. Fill Compaction: All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM D1557-07 unless indicated otherwise in this report. Fill material should be spread and compacted 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 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. Higher relative compactions (93 percent and higher) are required in deeper fill areas (over 10 feet) and lower relative compactions (92 and lower) are required in upper (10 feet and shallower), highly expansive soil areas. The purpose of the variation of soil relative compaction requirement is to reduce the potential occurrence of vertical differential. Depending on the soil types encountered in the field and their placement location, soils that may be considered to have a higher potential for compressibility (and placed below 10 feet from the surface) shall be compacted to a higher degree; and highly expansive soils — especially if they are placed within the upper 10 feet of fill areas — may require a compaction degree not exceeding 92 percent. These requirements shall be implemented in the field during grading, as observed by the geotechnical field representative. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 28 Transition cut/fill areas should be addressed by overexcavating to produce a gentle wedge of fill with a minimum thickness not less than 3 feet. Cut lots may require reworking of the upper 3 feet if highly expansive soils with a low soil moisture (:ontent (too low for the soil expansivity potential) are encountered. Deeper undercuts may be required where the inclination of the bottom of the wedge of fill is considered too steep. A gently sloping wedge- of-fill bottom should be obtained before backfilling begins. 11. Canyon Subdrains: Subdrains should be installed under any canyon fills (such as under Lots 3, 4 and 5) and keyways on Lots 4 through 6 and 7 through 12, and possibly other areas where deep fills are placed. The subdrains shall be placed in an envelope of gravel and wrapped with filter cloth. If stabilization fills or buttresses are required during grading, subdrains should also be required where recommended by our firm. 12. 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. Our experience has shown that even shallow, narrow trenches (such as for irrigation and electrical lines) that are not properiy compacted, can result in problems, particulariy with respect to shallow groundwater accumulation and migration. Backfill soils placed behind retaining walls and/or crawl space retaining walls should be installed as early as the retaining walls are capable of supporting lateral loads. Only the upper 8 inches may consist of compacted clayey soils acting as a cap. Backfill behind walls is the area of soil forming a wedge of at least 30 degrees between the back of the wall and the temporary cut on the soil embankment. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 29 C. Desian Parameters 13. Footings: We recommend that the proposed residential structures be supported on "conventional, individual-spread and/or continuous footing foundations or post-tensioned slabs bearing on undisturbed formational materials and/or well-compacted fill material. All footings should be founded at least 18 inches below the lowest adjacent finished grade for single-story structures, and at least 24 inches for two-story structures. If the proposed footings are located closer than 8 feet inside the top of slopes, they should be deepened to IV2 feet below a line beginning at a point 8 feet horizontally inside the slopes and projected outward and downward, parallel to the face of the slope and into firm soils (see Figure No. VI). 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. Otherwise, the trenches should be excavated farther from the footing locations. Footings on Lots 2, 3, 4, 5 and 14, should use an embedment depth of at least 24 inches due to the irregular topography of the lots, resulting in irregular fill thicknesses. Final foundation embedment depths will depend on expansion index test results from representative soils obtained from the upper 4 feet of building pads. If soils with an expansion index higher than 90 are left at subgrade elevation in the building areas, the footing excavations shall be deepened to at least 24 inches. If expansion indices are greater than 120, the footing embedment should be at least 30 inches. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 30 14. Bearing Values: At the recommended depths, footings on compacted fill or formational soil may be designed for allowable bearing pressures of 2,000 pounds per square foot (psf) for combined dead and live loads and 3,300 psf for all loads, incfuding wind or seismic. The footings should, however, have a minimum width of 12 inches and a depth of 18 inches. 15. Footina Reinforcement: All continuous footings should contain top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. We recommend that a minimum of two No. 5 top and two No. 5 bottom reinforcing bars be provided in the footings. A minimum clearance of 3 inches should be maintained between steel reinforcement and the bottom or sides of the footing. Isolated square footings should contain, as a minimum, a grid of three No. 4 steel bars on 12-inch centers, both ways. In order for us to offer an opinion as to whether the footings are founded on soils of sufficient load bearing capacity, it is essential that our representative observe the footing excavations prior to the placement of reinforcing steel or concrete, and also within 48 hours prior to concrete placement. 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. 16. Lateral Loads: Lateral load resistance for the structures supported on footing foundations may be developed in friction between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.35 is considered applicable. An additional allowable passive resistance equal to an Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 31 equivalent fluid weight of 300 pounds per cubic foot acting against the foundations may be used in design provided the footings are poured neat against the adjacent undisturbed alluvial and/or formational materials or properiy compacted 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 ofthe footing and any shear keys. 17. Settlement: Settlements under building loads are expected to be within tolerable limits for the proposed residential structures. 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 settlements should be less than Va-inch in 20 feet. D. Concrete Slab-on-arade Criteria 18. 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. 18.1 Interior floor slabs should be a minimum of 4 inches actual thickness on most lots (except Lots 2, 3, 4, 5 and 14 where the slab should be at least 5 inches thick) and be reinforced with No. 3 bars on 15-inch centers, both ways, placed at midheight in the slab. For Lots 2, 3, 4, 5 and 14, reinforcing should consist of No. 4 bars at 15-inch centers, both ways, placed at midheight in the slab. The slabs should be Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 32 underlain by a 2-inch-thick layer of clean sand (S.E. = 30 or greater) overlying a moisture retardant membrane over 2 Inches of sand. Should the finish grade soils consist of medium to very highly expansive soils, the steel reinforcing of slabs shall consist of No. 3 steel bars on 12-inch centers (or a post-tensioned slab system should be utilized). The slab thickness on such soils should be at least 5 inches. Efforts should be made during grading operations to mix the medium to highly expansive soils with nonexpansive soils to a degree that heavier foundation recommendations are not required. As base material, a crushed rock gravel layer of at least 4 inches is preferred to 4 inches of sand in the basement slab (if used) and garage area. 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. Basement slabs (if used) should preferably be provided with a waterproof membrane such as Paraseal, in lieu of a plastic layer. 18.2 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 ofthe finish floor materials. 19. Post-Tensioned Slabs: If post-tensioned slabs are to be utilized, we can provide additional soil parameters for design based on the Post-tensioning Institute design method but additional soil sampling and testing will be required. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 33 20. Soluble Sulfate: The soluble sulfate content of the finish grade soils on the site should be determined from representative samples taken prior to slab construction and after rough grading is completed. Additional recommendations may be issued if warranted (i.e., such as the use of Cement Type V). Type V concrete is recommended for foundations, slabs or structures in contact with on-site soils unless soil tests indicate the soils have a low soluble sulfate content, with a low potential for attacking cement. 21. Concrete Isolation and Control 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 properiy 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. Exterior slabs should have control and isolation joints sealed with elastomeric joint sealant. 22. 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. m Rancho Milagro Residential Development Job No. 04-8849 Carlsbad, California Page 34 The common practice in Southern California is 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. The thicker the plastic, the stronger the resistance will be against puncturing. Although polyethylene (visqueen) products are commonly used, specialty products possess higher tensile strength and are more specifically designed for and intended to retard moisture transmission into concrete slabs. The use of such products is highly recommended when a structure is intended for moisture-sensitive floor coverings or uses. 22.1 Vapor retarder joints must be lapped and sealed with mastic or the manufacturer's recommended tape. To provide protection of the moisture retarder, a layer of at least 2 inches of clean sand on top and 2 inches at the bottom should also be provided. No heavy equipment, stakes or other puncturing instruments should be used on top of the liner before or during concrete placement. In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overiapping or jointing is not properiy implemented, etc. All these construction deficiencies reduce the retarder's effectiveness. 22.2 The vapor retarders are not waterproof. They are intended to help prevent or reduce vapor transmission and capillary migration through the soil into the pores of concrete slabs. Waterproofing systems must supplement vapor retarders if full waterproofing is desired. The owner Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 35 should be consulted to determine the specific level of protection required. 23. 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 properiy compacted and tested fill or dense native formation and underiain 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 properiy 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. Exterior areas to receive concrete improvements should be verified for compaction and moisture adequacy 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 joints in exterior slabs should be sealed with elastomeric joint sealant. The sealant should be inspected every 6 months and be properiy maintained. Control joints should be placed within 12 hours after concrete placement and as soon as the concrete sets and no raveling of coarse aggregate occurs when being sawcut. To reduce vertical differential movement, all isolation joints should be provided with dowels or continuous steel reinforcement. em Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 36 24. Concrete Driveway Pavement: Driveway pavements, consisting of Portland cement concrete at least 5V2 inches in thickness, may be placed on properiy compacted subgrade soils. Subgrade soil for the driveways should be compacted to st least 90 percent of Maximum Dry Density. The concrete should be at least 3,500 psi compressive strength at 28 days of age, with control joints no farther than 15 feet apart and also at reentrant corners. 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. Control joints should be placed within 12 hours after concrete placement or -as soon as the concrete allows sawcutting without aggregate raveling. The sawcuts should penetrate at least one-quarter the thickness of the slab. Control and isolation joints should be provided with elastomeric joint sealant to help reduce the potential for water intrusion into the soil subgrade. Street pavement cross section recommendations will be provided after the street subgrade is rough graded, and will be based on R-value tests and Traffic Indices assigned by the City of Carisbad. E. Slopes 25. Cut/Fill Slopes: The Tentative Map (prepared by Manitou Engineering Company, dated August, 2006) indicates maximum cut and fill slopes up to approximately 30 feet high, with inclinations of 2.0:1.0 (horizontal to vertical). Our slope stability analyses for both surficial and deep-seated stability indicate that the proposed grading slopes have factors of safety of 1.5 or greater. These analyses assume no weak clay seams, no Rancho Milagro Residential Development Carisbad, California Job No. 04-8849 Page 37 groundwater, and no other adverse geologic conditions exist in the cut slopes or within the foundation of fill slopes. In addition, the weakest imported soil on the slope should possess at least one of the following combinations of shear strength parameters: Friction Angle (degrees) Cohesion (psf) 28 330 29 297 30 264 31 256 32 248 Soil shear strength parameters should be evaluated using representative samples of soil composing the slopes. We recommend that a geologist from our firm observe all cut slopes during grading for possible adverse conditions. Additional investigation and analyses may be required if adverse geologic conditions such as groundwater seepage, adversely oriented bedding, relatively weak or sheared claystone beds, or adverse jointing or faulting are encountered. Although buttress fill slopes are not anticipated, out-of-slope bedding or highly weathered formational materials, if encountered during grading, may require the construction of stability and/or buttress fills if needed. 26. Slope Faces: We recommend that all faces of fill slopes be backrolled at maximum 4-foot fill height intervals during the grading operation. Additionally, we recommend that all faces of fill slopes be track-walked at the completion of the rough grading operation so that a dozer track covers all surfaces at least twice. All cut and fill slopes should be properiy drained. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 38 planted, and maintained to control erosion and surface sloughing. No pad runoff water should drain over the tops of slopes. All building pads should drain toward the front street. 27. Slope Planting: It is recommended that all compacted fill slopes and natural cut slopes be planted with an erosion resistant plant, in conformance with the requirements ofthe City of Carisbad. 28. Temporary Slopes: This office should be contacted for additional recommendations if steep temporary slopes are required. No soil stockpiles, improvements or other surcharges may exist or be placed within a horizontal distance of 10 feet from the excavation. 29. Protection of Utilities: If unshored temporary slopes are to be constructed on the site or along the property lines, design engineers and/or excavation contractors must take into account any adjacent utility lines or subsurface structures. Geotechnical Exploration, Inc. has no knowledge as to the location or condition of any such utility lines, or as to whether any such lines can tolerate slight vibration-induced by earth movements associated with excavation and/or shoring of temporary slopes in close proximity to any such lines. 30. Slope Observations: A representative of Geotechnical Exploration, Inc. must observe any steep temporary slopes during construction. In the event that soils and formational material comprising a slope are not as anticipated, any required slope design changes would be presented at that time. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 39 31. Cal-OSHA: Where not superseded by specific recommendations presented in this report, trenches, excavations and temporary slopes should be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA. 32. 5/ope Top/Face Performance: The soils that occur in close proximity to the top or face of even properly compacted fill or dense natural ground cut slopes often possess poor lateral stability. The degree of lateral and vertical deformation depends on the inherent expansion and strength characteristics of the soil types comprising the slope, slope steepness and height, loosening of slope face soils by burrowing rodents, and irrigation and vegetation maintenance practices, as well as the quality of compaction of fill soils. Structures and other improvements could suffer damage due to these soil movement factors if not properiy designed to accommodate or withstand such movement. 33. Slope Top Structure Performance: Rigid improvements such as top-of-slope walls, columns, decorative planters, concrete flatwork, swimming pools and other similar types of improvements can be expected to display varying degrees of separation typical of improvements constructed at the top of a slope. The separations result primarily from slope top lateral and vertical soil deformation processes. These separations often occur regardless of being underiain by cut or fill slope material. Proximity to a slope top is often the primary factor affecting the degree of separations occurring. Typical and to-be-expected separations can range from minimal to up to 1 inch or greater in width. In order to minimize the effect of slope-top lateral soil deformation, we recommend that the top-of-slope improvements be Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 40 designed with flexible connections and joints in rigid structures so that the separations do not result in visually apparent cracking damage and/or can be cosmetically dressed as part of the ongoing property maintenance. These flexible connections may include "slip joints" in wrought iron fencing, evenly spaced vertical joints in block walls or fences, control joints with flexible caulking in exterior flatwork improvements, etc. In addition, use of planters to provide separation between top-of-slope hardscape such as patio slabs and pool decking from top-of-slope walls can aid greatly in reducing cosmetic cracking and separations in exterior improvements. Actual materials and techniques would need to be determined by the project architect or the landscape architect for individual properties. Steel dowels placed in flatwork may prevent noticeable vertical differentials, but if provided with a slip-end they may still allow some lateral displacement. F. Retainina Walls 34. Desian Parameters - Unrestrained: The active earth pressure to be utilized in the design of cantilever retaining walls or stem walls, utilizing a mixture of on-site low-expansive or imported, low expansive soils (EI less than 50) as backfill, should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot for level backfill and properiy drained retaining wall backfill only. If on-site clayey soils are used as backfill, the active equivalent fluid weight is 50 pcf Rancho Milagro Residential Development Carisbad, California Job No. 04-8849 Page 41 35. Sloping Backfill: In the event that a retaining wall is surcharged by sloping backfill (of the same soil type), the design active earth pressure should be based on the appropriate Equivalent Fluid Weight presented in the following table. If a 2.0:1.0 slope consisting of expansive soils is retained by an unrestrained retaining wall, the design soil pressure should be 65 pcf Slope Ratio Height of Slope/Height of Wall* 0.25 0.50 0,75 l,00f+l 2.0:1.0 44 48 50 52 *Utilization of other than clean sandy soils as backfill or any encountered adverse geologic conditions in the cut slopes behind walls will require the use of higher equivalent fluid weights. m The civil engineer's plans and/or architectural plans should indicate that the retaining wall backfill should consist of low expansive soils with EI less than 50. The low expansive soil should be placed within the wedge formed by the back of the wall and a plane drawn at 30°, with the vertical passing through the heel ofthe wall foundation. 36. Design Parameters - Restrained: Retaining walls designed for a restrained condition should utilize a uniform pressure equal to 9xH (nine 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. Any additional load or surcharge Jocated within a Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 42 horizontal distance equal to the height of the wall shall be included as extra 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 imported, 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° from vertical, and passing by the heel of the foundation and the back face ofthe retaining wall. 37. 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 0.32. For a restrained wall, the lateral factor should be 0.52. If the wall height exceeds 6 feet, it should also be designed for seismic loading. The seismic increment for unrestrained walls is 19 pcf and 52 pcf for restrained walls where H is the height of the retained soil in feet. The seismic increment should be applied as an inverted triangular pressure with the apex at the bottom of the wall and the base of the triangle at the top of the height of the retained soil. The recommended Kh value is 0.22. Any other surcharge load applied within a horizontal distance equal to the wall height should also b e considered in the design. 38. Wall Backfill: The retaining wall and/or building retaining wall plans should indicate that the walls should be backfilled with very low to low expansive soils (EI=less than 50). The "wall backfill" should be all retained material within a distance equal to its height. All retaining wall backfill should be performed as soon as the retaining wall concrete or mortar has cured and Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 43 can accept the lateral soil pressures. Temporary backcut slope faces shall be kept moist while waiting for backfilling. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperiy or uncompacted backfill placed without our observations and testing. 39. 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 (see Figure No. VIII for Retaining Wall Backdrain and Waterproofing Schematic). Geotechnical Exploration, Inc. will assume no liability for damage to structures or improvements that is attributable to poor drainage. The architectural plans should cleariy indicate that subdrains for any lower- level walls be placed at an elevation at least 1 foot below the bottom of any 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 filter or equivalent. Perimeter stem walls around crawl space areas should be built as retaining walls and waterproofed and drained as described above. Furthermore, proper cross ventilation should be provided in the crawl space as required by the California Building Code. 40. Quality Control Inspection Services: 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 Rancho Milagro Residential Development Job No, 04-8849 Carisbad, California Page 44 of wall drain construction. It is the responsibility of the contractor and/or their retained construction inspection service provider 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. G. Site Drainaae Considerations 41. Groundwater: Groundwater was not encountered during the course of our field investigation, and we do not expect groundwater to cause significant problems if the property is developed as presently designed. It should be kept in mind, however, that any required additional grading operations may change surface drainage patterns and/or 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 minor amounts of surface or near- surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, if good positive drainage is implemented at the completion of construction. Corrective action should be taken on a site-specific basis if and when it becomes necessary. Any significant seepage observed during grading will be reported to the contractor for corrective work. Additional recommendations will be provided as warranted. Refer to Section IX, "Groundwater". 42. Surface Drainage: Adequate measures should be taken to properiy finish- grade the lot after the residential structures 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 Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 45 drainage direction for this area or into properiy designed and approved drainage facilities provided by the project civil engineer. Roof gutters and downspouts should be installed on the structures, 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 ofthe 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 on the site or cause other moisture-related problems. We recommend that the minimum gradient around the structures be not less than 5 percent in the nearest 5 feet to structures. The water runoff should drain away from perimeter footings of the residence as well as away from other improvements. 43. Erosion-control Measures: Appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations and ponding on finished building pads or running uncontrolled over the tops of newly constructed cut or fill slopes. Particular care should be taken to prevent saturation of any temporary construction slopes. 44. Planter Drainaae: Planter areas, flower beds, and planter boxes shall be sloped to drain away from the foundations, 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 building or surrounded by concrete improvements shall be provided with sufficient area drains to help with rapid runoff disposal. No water shall be allowed to pond adjacent to the building or Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 46 other improvements. Closed planter boxes shall be constructed with a sealed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from structures, to an adequate drainage facility. Sufficient area drains shall be placed in landscape areas to provide a fast runoff disposal. The landscape surface shall be provided with effective flow lines and gradients to reduce water ponding throughout the project. Roof gutter and downspouts shall be tied to storm drain lines. 45. Street/Curb Surface Drainage: Sediment accumulation and standing water along street curbs is a common occurrence after construction of a residence or subdivision, most often as a result of excess irrigation and/or relatively level street grades. Continual slow water flow from yard drainage systems into street swales often results in curb areas that remain wet, muddy or support moss growth and algae. During high water flow conditions (such as during a heavy rainfall), the velocity of the water will most likely carry the sediments and clear the curb area. However, during low water flow (such as continual slow draining of yard area drains into the curb outlets), the slow velocity allows silts and fine sands to deposit and accumulate. Heavily landscaped yards, the presence of cut ground lots that create near-surface perched water conditions, and relatively level streets with shallow gradients to storm drain inlets all contribute to wet and muddy curb conditions. It is the responsibility of the project Civil Engineer to design adequate street/curb surface drainage. It is recommended that the future homeowners be advised as to the irrigation-related cause(s) of persistent water and sedimentation in the street curb areas. If street curb flow from yard area drains is not considered IMH Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 47 acceptable, we may be contacted by the project Civil Engineer to discuss the design of a yard area discharge collection system. H. General Recommendations 46. Observations/Testing: In order to minimize any work delays at the subject site during site development, this firm should be contacted at least 24 hours prior to any need for observation of slopes or field density testing. 47. Street/Pavement Design: Design of street and driveway pavement sections was not included within the scope of this report. Pavement sections will depend largely on the subgrade soil conditions exposed after grading and the expected traffic load, and should be based on R-value test results. These tests should be performed after completion ofthe rough grading operation. 48. 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 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 Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 48 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. XI. LIMITATIONS It should be noted that all recommendations are of a preliminary nature and subject to change, based upon review of your final grading and building plans, and our observations during grading. Our preliminary conclusions and recommendations have been based on the available data obtained from our report reviews, field investigation and laboratory analysis, as well as our experience with the soils and formation materials in the Carisbad area. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin. In the event discrepancies are noted, additional recommendations may be issued, if required. This report has been prepared for design purposes only, and may not be sufficient to prepare an accurate bid for the grading work. 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. No warranty is provided. Rancho Milagro Residential Development Job No. 04-8849 Carisbad, California Page 49 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 grading plans, especially with respect to the height and location of any proposed cuts and fills, this report should 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 the report are carried out in the field operations and that our recommendations for design of the project are incorporated in the building and grading plans. We should be retained to review the grading and building plans when they become available, and before grading starts, to see that our recommendations are adequately incorporated in the plans. As mentioned previously, 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 ofthe contractor and/or their retained construction inspection service provider 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. 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 he considers any of the recommended actions presented herein to be unsafe. IHH Rancho Milagro Residential Development Carisbad, California Job No. 04-8849 Page 50 The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report and the changes are made without our observations, testing, and approval. This opportunity to be of service is sincerely appreciated. Should any questions arise concerning this report, please contact the undersigned. Reference to our Job No. 04-8849 will expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jay K, Heiser Senior Project Geologist Reed, President C.E.G. 999cexp. 3-31-113/R.G. 3391 laime A. Cerros, P.E. R,C,E, 34422/G,E, 2007 Senior Geotechnical Engineer em REFERENCES JOB NO, 04-8849 April 2009 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, Published July 1973, p. 44. Berger & Schug, 1991, Probabilistic Evaluation of Seismic Hazard in the San Diego-Tijuana Metropolitan Region, Environmental Perils, San Diego Region, San Diego Association of Geologists. Blake, Thomas, 2002, EQFault and EQSearch Computer Programs for Deterministic Prediction and Estimation of Peak Horizontal Acceleration from Digitized California Faults and Historical Earthquake Catalogs. Bryant, W.A. and E.W. Hart:, 1973 (10'^ Revision 1997), Fault-Rupture Hazard Zones In California, Calif Div. of Mines and Geology, Special Publication 42. California Division of Mines and Geology - Alquist-Priolo Special Studies Zones Map, November 1, 1991. California Division of Mines and Geology Open-File Report 95-04, Landslide Hazards in the Northern Part of San Diego Metropolitan Area, San Diego County, California, Landslide Hazard Map 35. Crowell, J.C, 1962, Displacement along the San Andreas Fault, California; Geologic Society of America Special Paper 71, 61 p. Demere, Thomas A., 2003, Geology of San Dlego County, California, BRCC San Diego Natural History Museum. Greene, H.G., 1979, Implication of Fault Patterns in the Inner California Continental Borderiand between San Pedro and San Diego, in "Earthquakes and Other Perils, San Dlego Region," P.L. Abbott and W.J. Elliott, editors. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California; California Division of Mines and Geology, Map Sheet 23. Hart, E.W., D.P. Smith, and R.B. Saul, 1979, Summary Report: Fault Evaluation Program, 1978 Area (Peninsular Ranges-Salton Trough Region), Calif Div. of Mines and Geology, OFR 79-10 SF, 10. Hart E.W. and W. A. Bryant, 1997, Fault-Rupture Hazard Zones in California, Calif Geological Survey, Special Publication 42, Supplements 1 and 2 added 1999. Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (ML=5.3) Earthquake Sequence in the Continental Borderiand, Southern California Bulletin of the Seismological Society of America, v. 78, p. 1885-1906. Page 2 Hileman, J.A., CR. Allen and J.M. Nordquist, 1973, Seismicity of the Southern California Region, January 1, 1932 to December 31, 1972; Seismological Laboratory, Cal-Tech, Pasadena, Calif Kennedy, M.P., 1975, Geology of the San Dlego Metropolitan Area, California; Bulletin 200, Calif Div. of Mines and Geology, 1975. 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 30x'60 Quadrangle, Callfornla-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 Div. 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 Div. 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, July/August 2001. Kennedy, M.P., S.S. Tan, R.H. Chapman, and G.W. Chase, 1975; Character and Recency of Faulting, San Dlego Metropolitan Area, California, Special Report 123, Calif Div. of Mines and Geology. Kennedy, M.P. and S.S. Tan, 2005, Geologic Map of the San Diego 30'x60' Quadrangle, California, California Geologic Survey. Kennedy, M.P. and E.E. Welday, 1980, Character and Recency of Faulting Offshore, metropolitan San Diego California, Calif Div. of Mines and Geology Map Sheet 40, 1:50,000. 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. Kern, Philip, 1983, Earthquakes and Faults in San Diego, Pickle Press, San Diego, California. McEuen, R.B. and CJ. Pinckney, 1972, Seismic Risk In San Dlego; Transactions of the San Diego Society of Natural History, Vol. 17, No. 4, 19 July 1972. Richter, C.G., 1958, Elementary Seismology, W.H. Freeman and Company, San Francisco, Calif Rockwell, T.K., D.E. Millman, R.S. McElwain, and D.L. Lamar, 1985, Study of Seismic Activity by Trenching Along the Glen Ivy North Fault, Elsinore Fault Zone, Southern California: Lamar-Merifield Technical Report 85-1, U.S.G.S. Contract 14-08-0001-21376, 19 P- Page 3 Simons, R.S., 1977, Seismicity of San Diego, 1934-1974, Seismological Society of America Bulletin, V. 67, p. 809-826. Tan, S.S., 1995, Landslide Hazards in Southern Part of San Diego Metropolitan Area, San Diego County, Calif Div. of Mines and Geology Open-file Report 95-03. Toppozada, T.R. and D.L. Parke, 1982, Areas Damaged by California Earthquakes, 1900- 1949; Calif Div. of Mines and Geology, Open-file Report 82-17, Sacramento, Calif Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California, Calif Div. of Mines and Geology Open-file Report 93-02, 45 pp, 3 plates. Treiman, J.A., 2002, Silver Strand Fault, Coronado Fault, Spanish Bight Fault and Downtown Graben, Southern Rose Canyon Fault Zone, San Diego, California; California Division of Mines and Geology Fault Evaluation Report FER-245. Treiman, J.A., 2003, Silver Strand Fault, Coronado Fault, Spanish Bight Fault and Downtown Graben, Southern Rose Canyon Fault Zone, San Diego, California; California Division of Mines and Geology Fault Evaluation Report FER-245. Supplement No. 1. U.S. Dept. of Agriculture, 1953, Aerial Photographs AXN-8M-70 and 71. VICINITY MAP Rancho Milagro APN 209-060-61 North of Sunny Creek Road. Carlsbad, CA. Figure No. I Job No.04-8849 '^EQUIPMENT Track-mounted Backhoe DIMENSION & TyPE OF EXCAVATION 2'X 10" X 5'Trench DATE LOGGED ^ 1-18-05 SURFACE ELEVATION ± 172' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH II-UJ Q o CD FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) li UJ >- 3s2 ^ UJ a. O it X o UJ o It o ci „ UJ (/} S o < 2 fa? SILTY SAND, w/ some clay, rock fragments, and debris. Loose to medium dense. Moist. Red-brown. FILU CULTIVATED TOPSOIL (Qaf) 50% passing #200 sieve. SM- SC 14.5 115.0 14.5 115.0 100 4 - SILTSTONE w/ some fine sand, highly fractured. Firm. Damp. Dark gray and red-brown. WEATHERED DEL MAR/ TORREY/ SANTIAGO FORMATiON {yN[WFFERENJ]ATED)lTdn's) SILTY SANDSTONE w/ some fractures and Iron oxide staining. Dense to very dense. Damp. Light gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) ~ 42% passing #200 sieve. ML SM 17.0 17.0 111.6 111.6 16.0 112.0 100 Bottom @ 5' i WATERTABLE IEI LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE H] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residential Development SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA JOB NUMBER 04-8849 FIGURE NUMBER Ilia REVIEWED BY LDR/JAC Geotechnical Exploration. Inc. LOG No. T-1 ''EQUIPMENT Track-mounted Backhoe DIMENSION & rCPE OF EXCAVATION 2' X 10' X 5' Trench DATE LOGGED ^ 1-18-05 SURFACE ELEVATION +170' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH Q. UJ Q m o m >- FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) CO CJ UJ Z) 3 o is < UJ X O UJ O X UJ o X tn il m o D UJ CO -I m S O < z - SILTY SAND, w/ some clay, rock fragments, and debris. Loose. Moist. Dark brown. FILL (Qaf) SM- SC SANDY CLAY, w/ some roots. Soft to fiPTi. Moist. Red-brown. TOPSOIL Fill/ topsoil ranges from 2' to 3' thick. CH 17.5 113.0 164 4 - SANDSTONE fine- to coarse-grained, well cemented. Dense. Damp. Tan-gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) SM Bottom @ 5' I WATERTABLE 1^ LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ ^ STANDARD PENETFiATION JOB NAME Rancho Milagro Residential Development I WATERTABLE 1^ LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ ^ STANDARD PENETFiATION SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA I WATERTABLE 1^ LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ ^ STANDARD PENETFiATION JOB NUMBER 04-8849 FIGURE NUMBER lllb REVIEWED BY LDR/JAC lla-4l^-lS Geotechnical Exploration, Ine. LOG No. T-2 ''EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2'X 10'X 5'Trench DATE LOGGED ^ 1-18-05 SURFACE ELEVATION ±162' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH o CD >- CO FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) o CO UJ cr P II UJ ^ 3co a. z ? o S cr 3 =3 SI o is 1=1 eoC z o ui.^ Q b„ UJ CO —1 UJ So < z m7 SILTY SAND, w/ some clay, rock fragments, roots and debris. Loose. Moist. Dark gray-brown. FILL (Qaf) SM- SC 4 - SANDY SILTSTONE moderately fractured. Firm. Damp. Dark gray and red-brown. WEATHERED DEL MAR/ TORREY/ SANTIAGO FORMATION (yN[yFFERENJIATED)lTd/Ts) SILTY SANDSTONE w/ some fractures and iron oxide staining; moderately well cemented. Dense. Damp. Light gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) ML SM 6-Bottom @ 5' I WATERTABLE IE LOOSE BAG SAMPLE {T\ IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residential Development I WATERTABLE IE LOOSE BAG SAMPLE {T\ IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA I WATERTABLE IE LOOSE BAG SAMPLE {T\ IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NUMBER 04-8849 FIGURE NUMBER llic REVIEWED BY ^ LDR/JAC If^^nll Geotechnical '"'j Exploration, Inc. LOG No. T-3 I WATERTABLE IE LOOSE BAG SAMPLE {T\ IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NUMBER 04-8849 FIGURE NUMBER llic LOG No. T-3 ''EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2'X 10'X 7'Trench DATE LOGGED ^ 1-18-05 SURFACE ELEVATION ± 160' Mean Sea Level GROUNDWATER/SEEPAGE DEPTH Not Encountered LOGGED BY JKH X h-CL UJ Q FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) CO d CO UJ cr 3:o UJ s_ S cr =) ID cc CD coi CO ii m o d„ UJ CO —J UJ fe =^ < z CO =. 1 6- 8- SANDY CLAY, w/ some roots and rock fragments. Soft. Moist. Mottled tan-gray and dark brown. CULTIVATED TOPSOIL CL SANDY CLAY Soft to firni. Moist. Dark gray-green. SLOPEWASH/ COU-UyiUMiOsw/Qcol). SANDY SILT, w/ abundant siltstone fragments. Stiff. Moist. Gray-green and orange. SLOPEWASH/ COLLUVIUM (Qsw/Qcol) i Bedding attitude: N80°W, 5°SW (dipping into the \hillside). SILTSTONE highly fractured. Fimn. Damp. Dark red-brown. I WEATHERED DEL MAR/ I TORREY/ SANTIAGO FORMATION l_ jyNDiFFERENJjATED)iTd/Ts) SILTY SANDSTONE well cemented. Dense to very dense. Damp. Dark gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) CL ML ML SM Bottom @ 7" i WATERTABLE IE LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE • DRIVE SAMPLE HI FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residential Development SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA JOB NUMBER 04-8849 FIGURE NUMBER Mid REVIEWED BY LDR/JAC Geotechnical Exploration, Inc. LOG No. T-4 ''EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2'X10'X6' Trench DATE LOGGED ^ 1-18-05 SURFACE ELEVATION ± 180' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH CL UJ Q FIELD DESCRIPTiON AND CLASSiFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) o CO li UJ s. 0- ^ 3 3 Q. O it CD co£ Z o UJ^ z o X O UJ O CD d„ UJ CO _1 LU fe ^ < z CO =i 1 - SILTY SAND, w/ some clay and roots. Loose. Moist. Dark brown. \ TOPSOIL SILTY SAND, moderately cemented. Dense. Damp. Light gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) SM SM 4 - SANDY SILT well indurated. Hard. Damp. Light gray. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) ML SILTY SANDSTONE fine- to coarse-grained; well cemented. Dense. Damp. Dark gray-black. SM DEL MAR/ TORREY/ SANTIAGO FORMATiON (UNDIFFERENTIATED) (Td/Ts) 7-Bottom @ 6" I WATERTABLE IE LOOSE BAG SAMPLE jT] IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residential Development I WATERTABLE IE LOOSE BAG SAMPLE jT] IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA I WATERTABLE IE LOOSE BAG SAMPLE jT] IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NUMBER 04-8849 FIGURE NUMBER Mle REVIEWED BY ,„„,,,_ LDR/JAC llrl^lfi Geotechnical Exploration, Inc, LOG No. T-5 J ^EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2" X 10' X 4' Trench DATE LOGGED ^ 1-18-05 SURFACE ELEVATION ± 200' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH DI I-Q. LU O FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) o CO LU LU CC O 3 il 3co Q- Z S cr 3 3 CL O o s >-cr if co,_ z o CO ii CQ O O d„ LU CO —I LU fe ^ < z CO =. SILTY SAND, w/ some rock fragments and debris. Loose. Damp. Brown. FILL (Qaf) SM 3- SANDY CLAY Soft. Moist. Dark red-brown. TOPSOIL SANDSTONE very well cemented. Dense to very dense. Damp. Tan-gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) CH SM 5 - .Refusal due to cementation. Bottom @ 4" 6- I WATERTABLE IE LOOSE BAG SAMPLE [H IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residential Development I WATERTABLE IE LOOSE BAG SAMPLE [H IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA I WATERTABLE IE LOOSE BAG SAMPLE [H IN-PLACE SAMPLE • DRIVE SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NUMBER 04-8849 FIGURE NUMBER illf REVIEWED BY LDR/JAC |fl4&4 Geotechnical '^J Exploration, Inc. LOG No. T-6 J ''EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2'X10'X7' Trench DATE LOGGED ^ 1-18-05 SURFACE ELEVATION ± 200' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH X I— Q_ LU CD FIELD DESCRiPTiON AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) o CO 3 LU LU cr O 3 5: 5 LU >_ <^ -ICO S cr 3 3 K. o o s is co^ o CO X o LU O It CO ii m o o d„ LU CO -I LU fe ^ < z SILTY SAND, w/ some clay and roots. Loose. Moist. Tan-brown. TOPSOIL SM- SC 1 - 2 - SILTY SAND, fine-grained; moderately cemented. Dense. Damp. Light tan-gray. WEATHERED DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) SM SANDSTONE well cemented with some manganese staining. Dense. Damp. Yellow-tan. I DEL MAR/ ' TORREY/ SANTIAGO FORMATION I (UNDIFFERENTIATED) (Td/Ts) ! |Bedding_attitude2NMlW,J5°N^^ I SILTSTONE highly fractured. Finn. Damp. Dark red-brown. DEL MAR/ FRIARS FORMATIONJTdrrs) SILTY SAND, fine- to medium-grained; well cemented with black staining. Dense. Damp. Dark gray-black. DEL MAR/ FRIARS FORMATION (Td/Ts) SM ML' SM 9.0 131.7 J 8-Bottom @ 7' i WATERTABLE IE LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE m FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residential Development SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA JOB NUMBER 04-8849 FIGURE NUMBER Hig REVIEWED BY LDR/JAC Geotechnical Exploration, inc. LOG No T-7 ''EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2' X 10' X 6' Trench DATE LOGGED ~^ 1-18-05 SURFACE ELEVATION ± 220' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH FIELD DESCRIPTiON AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) o CO LU li LU >. 3co CL 2 — LU S QC 3 3 ?^ QI O is 11 co^ o CO X o LU U il CD O O d„ LU CO -J LU ig Si. SILTY SAND, w/ some clay, roots and debris. Loose. Moist. Dark brown. FILL (Qaf) SM- SC SANDY CLAY, w/ some roots and rock fragments. Soft. Moist. Gray-green. TOPSOlU COLLUVIUM (Qcol) CL 4 - SILTSTONE moderately fractured. Firm. Damp. Light gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATiON (y N^DiFFERE^NTiAJED)JTdJTs / SILTY SANDSTONE moderately well cemented. Dense. Damp. Dark gray-brown and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) 7 -Bottom @ 6' ML SM 18.0 109.4 i WATERTABLE IE LOOSE BAG SAMPLE U IN-PLACE SAMPLE • DRIVE SAMPLE [U FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residential Deveiopment SITE LOCATION North of Sunny Creek Rd., Carisbad, CA JOB NUMBER 04-8849 FIGURE NUMBER Mlh REVIEWED BY LDR/JAC Geotechnical Exploration, Inc. LOG No. T-8 '^EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2'X 10'X 5'Trench DATE LOGGED 1-19-05 SURFACE ELEVATION ± 140' Mean Sea Levei GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) CO d LU cc " p ii <i> 3 UJ >- Seg 3 3 fei is il < LU S CD coi o CO X O LU O CO ii CO o o d„ LU CO _1 LU fe ^ S O < z CO SILTY SAND, w/ some clay, roots and rock fragments. Loose. Moist. Dark brown. CULTIVATED TOPSOIL SM- SC 2 - 3- 4 - SILTY SAND, fine- to medium-grained, moderately well cemented. Medium dense to dense. Damp. Tan-gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) SM SANDY SILTSTONE moderately fractured. Hard. Damp. Dark red-brown. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) Bedding attitude: NSO'E, 15°NW. - becomes dark gray. ML Bottom @ 5' RANCHO Ml WATER TABLE LOOSE BAG SAMPLE 1 IN-PLACE SAMPLE i • DRIVE SAMPLE FIELD DENSITY TEST EXPLO r STANDARD PENETRATION JOB NAME Rancho Milagro Residentiai Development SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA JOB NUMBER 04-8849 FIGURE NUMBER Mii REVIEWED BY LDR/JAC Geotechnical Exploration, Inc. LOG No. T-9 ''EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2* X10' X 7' Trench DATE LOGGED ^ 1-19-05 SURFACE ELEVATION ± 140' Mean Sea Levei GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH CL LU Q — FIELD DESCRIPTION AND CLASSiFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) LU cr O 3 3:o LU >- 5co CL Z Q. O o s >-cc Q it coS Z O < CO X O UJ U X It CO o d„ LU CO —1 UJ fe ^ s o < z CO =^ 1 - r I I X SILTY SAND, w/ some clay, roots and rock fragments. Loose. Moist. Dark brown. CULTIVATED TOPSOIL SILTY SAND, fine- to medium-grained, moderately well cemented. Dense. Damp. Tan-gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) SANDY SILTSTONE moderately fractured. Hard. Damp. Dark gray-brown and orange. DEL MAFl/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) 45% passing #200 sieve. Bottom @ 7* SM- SC SM ML 21.5 103.8 107 i WATERTABLE IE LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE m FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residentiai Deveiopment SITE LOCATION North of Sunny Creek Rd., Carisbad, CA JOB NUMBER 04-8849 FIGURE NUMBER Illj REVIEWED BY LDR/JAC Geotechnical Exploration, Inc. LOG No. T-10 ^EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2'X10'X8' Trench DATE LOGGED ^ 1-19-05 SURFACE ELEVATION ± 120' Mean Sea Levei GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH FIELD DESCRIPTiON AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) CO d CO LU CC li UI >_ 3co Q. Z S cc 3 3 Q. O is CD coS Z o LU^ o CO O o ii cn o d„ LU CO _] LU fe ^ < z CO =u 1 - SILTY SAND, w/ some clay, roots and rock fragments. Loose. Moist. Dark red brown. CULTIVATED TOPSOIL SM- SC SAND, fine- to medium-grained; pooriy cemented. Loose. Damp. Light gray. { ALLUVIUMJQal) CLAYEY SAND w/ some roots and rock fragments. Loose to medium dense. Moist. Dark gray-brown. ALLUVIUM (Qal) SM SC" 7 - SILTY SAND, w/ some clay. Medium dense. Damp. Tan-gray and brown. DEL MAR/ TORREY/ SANTIAGO FORMATION / (yND!FFERENJJATED)iTd/Ts) / SILTY SANDSTONE moderately well cemented. Dense. Damp. Tan-brown. DEL MARI TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) SM- SC SM Bottom @ 8' o _i a. i WATERTABLE IE LOOSE BAG SAMPLE U IN-PLACE SAMPLE • DRIVE SAMPLE Ul FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residential Development SITE LOCATION North of Sunny Creek Rd., Carisbad, CA JOB NUMBER 04-8849 FIGURE NUMBER MIk REVIEWED BY LDR/JAC Geotechnical Exploration, Inc. LOG No. T-11 ''EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2'X10'X6' Trench DATE LOGGED ^ 1-19-05 SURFACE ELEVATION 1120' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH X h-CL LU Q CO FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) o CO 3 LU UJ cr O 3 O a. LU v_ 3co CL Z LU S cc 3 3 fei is il coS Z o Z O < ^ X R LU U li OQ O o d„ LU CO —I LU fe ^ < z SILTY SAND, w/ some roots and rock fi-agments. Loose. Moist. Gray-brown. TOPSOIL SM 2 - SILTY SANDSTONE moderately well cemented. Dense. Damp. Tan-gray. DEL MARi TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) SM SANDY SILTSTONE highly fractured. Finn. Damp. Dark red-brown. DEL MAR/ TORREY/ SANTIAGO FORMATION ^ (yNDIFFERENJiATED)JTd/Ts) / SILTSTONE moderately fractured. Hard. Damp. Dark gray-brown. DEL MAR/ TORREY/ SANTIAGO FORMATiON / (UNDIFFERENTIATED) (Td/Ts) / ML ML 7 -Bottom @ 6" i WATERTABLE IE LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE m FIELD DENSITY TEST ^ STANDARD PENETFJATION JOB NAME Rancho Milagro Residentiai Deveiopment SITE LOCATION North of Sunny Creek Rd., Carisbad, CA JOB NUMBER 04-8849 FIGURE NUMBER lilt REVIEWED BY LDR/JAC S Geotechnical ^IW m Eiyloratlon, Inc. LOG No. T-12 ''EQUIPMENT Track-mounted Backhoe DIMENSION & TYPE OF EXCAVATION 2' X 10' X 5' Trench DATE LOGGED ^ 1-19-05 SURFACE ELEVATION ± 120' Mean Sea Levei GROUNDWATER/SEEPAGE DEPTH Not Encountered LOGGED BY JKH X I— D-LU O O CD >- CO FIELD DESCRIPTiON AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) o CO LU cr li CD 3 LU ^ 2S 5? S QC 3 3 a. O o s >-cc o CO coS Z o It CO ii CQ O o d„ LU CO fe ^ < z SILTY SAND, w/ some roots and rock fragments. Loose. Moist. Dark brown. TOPSOIL SM 1 - SILTY SAND, fine- to medium-grained; moderately cemented. Medium dense to dense. Damp. Tan-gray and orange. DEL MAR/ TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) SM SANDY SILTSTONE highly fractured. Finn. Damp. Dark gray-brown. DEL MARI TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) ~ becomes less fractured. ML Bottom @ 5' i WATERTABLE IE LOOSE BAG SAMPLE U IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residentiai Deveiopment SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA JOB NUMBER 04-8849 FIGURE NUMBER Mim REVIEWED BY LDR/JAC Geotechnical Exploration, Inc, LOG No. T-13 ''EQUIPMENT Hand Tools DIMENSION & TYPE OF EXCAVATION 2' X 2' X 2.5' Handpit DATE LOGGED ^ 1-28-05 SURFACE ELEVATION ±144' Mean Sea Levei GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH CL LU CD O CD FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) CO d LU cr o 3 ^d UJ ^ 3co CL Z LU ^ CD ^ LU S cr 3 3 fei is U < LU S CD O coZ It CO ii IQ O CD d„ LU CO _J LU fe < z CO ^ -6, SANDY CLAY, w/ some rock fragments. Soft. Moist. Dark red-brown. CULTIVATED TOPSOIL CH SANDY SILTSTONE highly fractured. Hard. Damp. Dark gray-brown and orange. DEL MARi TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) ML Bottom @ 2.5' ^ WATERTABLE ^ LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST M STANDARD PENETRATION JOB NAME Rancho Milagro Residentiai Deveiopment ^ WATERTABLE ^ LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST M STANDARD PENETRATION SITE LOCATION North of Sunny Creek Rd., Carisbad, CA ^ WATERTABLE ^ LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST M STANDARD PENETRATION JOB NUMBER 04-8849 FIGURE NUMBER Min REVIEWED BY LDR/JAC ll^^nB Geotechnical ^jf Eiq»loratlon, Inc. LOG No. HP-1 EQUIPMENT Hand Tools DIMENSION & TYPE OF EXCAVATION 2' X 2' X 2.5' Handpit DATE LOGGED ^ 1-28-05 SURFACE ELEVATION ± 156' Mean Sea Levei GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH X t— CL LU CD FIELD DESCRIPTION AND CLASSiFICATION DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) o CO 3 LU cr O 3 3: o CD S LU >_ 3co CL Z LU Z r-l S IT 3 3 ?l CL O o s is ~ CO co£ CO ii m o o d„ LU CO —1 LU fe ^ < z CO ^ SANDY CI-AY, wl some rock fragments. Soft. Moist. Dark red-brown. CULTIVATED TOPSOIL CH jl 'D-X SILTY SANDSTONE well cemented. Dense. Damp. Mottled tan-gray and orange. DEL MARi TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) SM Bottom @, 2.5' WATERTABLE IE LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST ^ ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residentiai Deveiopment WATERTABLE IE LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST ^ ^ STANDARD PENETRATION SITE LOCATION North of Sunny Creek Rd., Carlsbad, CA WATERTABLE IE LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST ^ ^ STANDARD PENETRATION JOB NUMBER 04-8849 FIGURE NUMBER llio REVIEWED BY LDR/JAC ifrl^-lS Geotechnical Exploration, Ine. LOG No. HP-2 ) WATERTABLE IE LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST ^ ^ STANDARD PENETRATION JOB NUMBER 04-8849 FIGURE NUMBER llio LOG No. HP-2 ) '^EQUIPMENT Hand Tools DIMENSION & TYPE OF EXCAVATION 3' X 3' X 3.5' Handpit DATE LOGGED ^ 1-28-05 SURFACE ELEVATION ±168' Mean Sea Levei GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH CL LU Q O CD FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) CO d CO LU UJ CC O 3 5tl, CD Q; LU >_ Seo S oe 3 3 ai O is 11 a coS o CO X O LU O ii oa u o d „ LU CO —I LU fe ^ < z CO =. SILTY SAND, w/ clay and some rock fragments. Loose. Moist. Dark brown. CULTIVATED TOPSOIL SM- SC SANDY CLAY, w/ some rock ft-agments. Soft. Moist. Dark red-brown. CULTIVATED TOPSOIL CH 2 - SANDY SILTSTONE highly fractured. Damp. Dari< gray-brown and orange. Hard. ML DEL MARI TORREY/ SANTIAGO FORMATION (UNDIFFERENTIATED) (Td/Ts) Bottom @ 3.5' 5- I WATERTABLE E LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NAME Rancho Milagro Residentiai Deveiopment I WATERTABLE E LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST ^ STANDARD PENETRATION SITE LOCATION North of Sunny Creek Rd., Carisbad, CA I WATERTABLE E LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NUMBER 04-8849 FIGURE NUMBER iiip REVIEWED BY LDfVJAC Ifrl^-fi Geotechnical Exploration, Inc. LOG No, HP-3 J I WATERTABLE E LOOSE BAG SAMPLE Ul IN-PLACE SAMPLE • DRIVE SAMPLE U] FIELD DENSITY TEST ^ STANDARD PENETRATION JOB NUMBER 04-8849 FIGURE NUMBER iiip LOG No, HP-3 J Source of Material Description of Material Test Method T-1 @ 1.0' Red-brown SILTY SAND w/ some CLAY (SM-SC) ASTM D1557 Method A TEST RESULTS Maximum Dry Density Optimum Water Content 115,0 PCF 14,5 % ATTERBERG LIMITS Ounces Of 100% Saturation for Specific Gravity Equal to: 2.80 2.70 2.60 20 25 30 WATER CONTENT, % 35 40 45 z o Geotechnical Exploration, Inc. MOISTURE-DENSITY RELATIONSHIP Figure Number: iVa Job Name: Rancho Milagro Residential Development Site Location: North of Sunny Creek Rd., Carisbad, CA Job Number: 04-8849 t5 CL z UJ a > o 9 5 o 6 Source of Material Description of Material Test Method T-1 @ 3.0' Light gray-orange SILTY SANDSTONE (SM) ASTM D1557 Method A TEST RESULTS Maximum Dry Density Optimum Water Content 112,0 PCF 16,0 % ATTERBERG LIMITS Cun/es of 100% Saturation for Specific Gravity Equal to: 2.80 2.70 2.60 20 25 WATER CONTENT. % 8 Geotechnical Exploration, Inc. MOISTURE-DENSITY RELATIONSHIP Figure Numt>er: iVb Job Name: Rancho Milagro Residential Development Site Location: North of Sunny Creek Rd., Carisbad, CA Job Number: 04-8849 Source of Material Description of Material Test Method T-2 @ 2,0' Red-brown SANDY CLAY (CH) ASTM D1557 Method A TEST RESULTS Maximum Dry Density Optimum Water Content 113.0 PCF 17,5 % ATTERBERG LIMITS fL 31 Cun/es of 100% Saturation for Specific Gravity Equal to: 2.70 2.60 WATER CONTENT, % Geotechnical Exploration, Inc. MOISTURE-DENSITY RELATIONSHIP Figure Number: iVc Job Name: Rancho Milagro Residentiai Development Site Location: North of Sunny Creek Rd., Carisbad, CA Job Number: 04-8849 t3 CL 0} z 111 o > a: a o b i s o z o Source of Material Description of Material Test Method T-10 @ 6.0' Dark gray-orange SANDY SILTSTONE (ML) ASTM D1S57 Method A TEST RESULTS Maximum Dry Density Optimum Water Content 103,8 PCF 21,5 % ATTERBERG LIMITS Curves of 100% Saturation for Specific Gravity Equal to: 2.80 2.70 2.60 20 25 WATER CONTENT. % Geotechnical Exploration, Inc. MOISTURE-DENSITY RELATIONSHIP Figure Number: iVd Job Name: Rancho Milagro Residential Development Site Location: North of Sunny Creek Rd., Carisbad, CA Job Number: 04-8849 p L A 8 T I C I T Y N D E X 60 50 40 30 20 10 © @ • ® (MH) CL-ML / ® (MH) ® (MH) 20 40 60 LIQUID LIMIT 80 100 Specimen identification LL PL Pi Fines Ciassification • T-2 @ 2.0' 55 24 31 Red-brown SANDY CLAY (CH) Geotechnical Exploration, Inc. ATTERBERG LIMITS' RESULTS Figure Number: IVe Job Name: Rancho Milagro Residential Development Site Location: North of Sunny Creek Rd., Carisbad, CA Job Number: 04-8849 5.000 o z UJ CO cr X 4,000 3,000 2,000 1,000 1,000 2,000 3,000 4.000 5,000 NORMAL PRESSURE, psf Specimen identification Ciassification MC% T-1 @ 3.0' Light gray-orange SILTY SANDSTONE (SM) 112 17 1900 19 i (3 O Geotechnical Exploration, Inc. DIRECT SHEAR TEST Figure Numt)er iVf Job Name: Rancho Milagro Residential Development Site Location: North of Sunny Creek Rd., Carisbad, CA Job Number: 04-8849 FOUNDATION REQUIREMENTS NEAR SLOPES Proposed Structure Concrete Floor Slab Reinforcennent of Foundations and Floor ^ Slabs Following tlie Reconnmendations 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 measurec from competent soil.) COMPACTED FILL SLOPE WITH MAXIMUM INCLINATION AS PER SOILS REPORT. Total Depth of Footing Measured from Finish Soil Subgrade Outer Most Face-^ of Footing TYPICAL SECTION (Showing Proposed Foundation Located Within 8 Feet of Top of Slope ) 18" FOOTING / 8'SETBACK Total Depth of Footing 1.5:1.0 SLOPE 2.0:1.0 SLOPE ^ 0) u_ O Q) OO ^ O O CL O 5 - 0 82" 66" 2' 66" 54" 4" 51" 42" 6' 34" sa" 8" 18" 18" * when applicable Figure No. VI Job No. 04-8849 Geotechnical Exploration, Inc. BENCH AND KEY REQUIREMENTS Remove all topsoil strip as specified Original Ground Surface NOTES Slope Ratio = H: V = Horizontal: Vertical = 2.0: 1.0 (or as per soils engineer/ engineering geologist) Slope such that sloughing or sliding does not occur Drains (if required specific design criteria will be issued) (see note 4) Bottom Drain 1. The minimum width "B" of key shall be not less than 10 feet. Key and benches shall be excavated to firm, dense, natural—ground and verified by a Soils Engineer/Engineering Geologist. 2. The outside edge of bottom key shall be below topsoil or loose surface material: Minimum one foot embedment into dense material (or as per Soils Engineer/Engineering Geologist). 3. Key and benching required where the natural slope is steeper than 5.0 horizontal to 1.0 vertical (5.0:1.0), or as per Soils Engineer/ Engineering Geologist. 4. Ininimum 10% fall into slope (or as per Soils Engineer/Engineering Geologist). 5. Compaction test required every two (2) vertical feet from lowest fill area. 04-8849-VII (see note 2) Figure No. Vll Job No. 04-8849 Geotechnical Exploration, Inc. SCHEMATIC RECOMMENDED EXTERIOR WALL AND/OR RETAINING WALL SUBDRAIN Varies Exterior Wall or Retaining Wall (refer to approved plans) Crawlspace Ground Surface or Interior Floor Elevation r /Vxx/> Schematic foundations. Refer to actual plans for exterior wall or retaining wall foundation dimensions. Miradrain Bonded To Upper Portion of Footing/Wall Proposed Exterior rade Miradrain 6000 Waterproofing To Top Of Wall Perforated PVC Schedule 40, 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 the Miradrain 6000 filter cloth. Approved Miradrain Cloth NOT TO SCALE NOTE: As an option to Miradrain 6000, Gravel or Crushed rock 3/4" maximum diameter may be used with a minimum 12" thickness along the interior face of the wall and 2.0 cu.ft./ft. of pipe gravel envelope. Figure No. VIII Job No. 04-8849 1^ 0 Geofeclin/cof ^1P^^1|I Explorafion, Inc. 04-8849-VIII 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 (IVIore 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 Pooriy graded gravels, gravel and sand mixtures, little or no fines. GC Clay gravels, pooriy graded gravel-sand-silt mixtures SW Well-graded sand, gravelly sands, little or no fines SP Pooriy graded sands, gravelly sands, little or no fines. SM Silty sands, pooriy graded sand and silty mixtures. SC Clayey sands, pooriy graded sand and clay mixtures. FINE-GRAINED (More than half of materiai is smaller than a No. 200 sieve) SILTS AND CLAYS Liquid Limit Less tfian 50 Liquid Limit Greater than 50 HIGHLY ORGANIC SOILS ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. PT Peat and other highly organic soils APPENDIX B EQ FAULT TABLES TEST.OUT DETERHIHISTIC ESTIHATION OF PEAK ACCELERATION FROH DIGITIZED FAULTS DATE: 03-30-2005 JOB NUHBER: 04-8849 JOB NAHE: Ranclio Hilagro Test Run CALCULATION NAHE: Test Run Analysis FAULT-DATA-FILE NAHE: CDHGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1334 SITE LONGITUDE: 117.2750 SEARCH RADIUS: 100 ni ATTENUATION RELATION: 12) Bozorgnia Campbell Niazi (1999) Hor.-Soft Rock-Cor. UNCERTAINTV (H°=Hedian, S=Signa): H Hunber of Signas: 0.0 DISTANCE HEASURE: cdist SCOHD: 1 Basenent Depth: 5.00 kn Caiipbell SSR: 1 Campbell SHR: 0 COHPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CDHGFLTE.DAT HINIHUH DEPTH UALUE (kn): 3.0 Page 1 TEST.OUT EQFAULT SUHHARV DETERHIHISTIC SITE PARAHETERS Page 1 APPROXIHATE ABBREUIATED DISTAHCE 1 HAXIHUH 1 PEAK |EST. SITE ti FAULT NAHE ni (kn) 1 EARTHQUAKE 1 SITE IIHTEHSITV m 1 HAG.(Hu) 1 ACCEL, g IHOD.HERC. M ROSE CAHYON 7.B( 11.3) 1 6.9 1 0.286 1 IX NEWPORT-ImLEMOOD (Offshore) 9.31 14.9] 1 6.9 1 0.230 1 IX CORONADO Btm 22.61 36.4] 1 f-'* 1 0.138 1 UIII •m ELSIHORE-TEICCULA 22.71 36.6] 1 6.8 1 0.092 1 UII M ELSINORE-JULIAN 22.71 36.6; 1 7-1 1 0.112 I UII ELSINORE-GLEN lUV 35.51 57.1) 1 6.0 1 0.058 1 VI mm PALOS MERDES 39.81 64.1] 1 7.1 1 0.063 1 UI EARTHQUAKE UALLEV i|0.3l 64.9; 1 6.5 1 0.042 I UI m SAN JACIHT0-AN2A 115.51 73.3; 1 1 0.059 1 t'l SAN JACINTO-SAN JACINTO UALLEV W.BI 75.3; 1 6.9 1 0.047 1 UI im SAN JACINTO-COVOTE CREEK W.7( 80.0] 1 6.0 1 0.041 1 U NEWPORT-INGLEWOOD (L.A.Basin) 49.81 80.2; I 6.9 I 0.044 1 UI mk CHINO-CEHTRAL AUE. (Elsinore) 50.51 81.3; 1 6.7 1 0.053 1 UI WHITTIER 54.11 87.0] 1 6.8 1 0.037 1 u ELSINORE-COVOTE HOUHTAIN 54.1( 87.i; 1 6.0 I 0.037 1 u COHPTOH THRUST 59.51 95.8; 1 6.0 1 0.048 I UI MM SAH JACIHTO-SAN BERNARDINO 61.11 98.3; 1 6.7 1 0.031 1 u ELVSIAH PARK THRUST 62.1( 99.9 ) 1 6.7 1 0.043 1 UI SAN JACINTO - BORREGO 62.81 101.e; I 6.6 1 0.028 1 u SAH AHDREAS - San Bernardino 64.71 104.2; 1 7-3 1 0.044 1 UI SAN AHDREAS - Southern 64.7( 104.2] 1 f-'* I 0.047 1 UI SAN JOSE 71.3( 114.8; 1 6.5 1 0.032 1 u PINTO KlUHTAIN 71.5< 115.0; 1 7-6 1 0.032 1 u m SAN ANDREAS - Coachella 71.7( 115.4; 1 7-1 1 0.034 1 u SIERRA HADRE 74.9( 120.6; 1 7-0 1 0.143 1 UI m CUCAHOHGA 75.01 120.7; 1 7-6 1 0.043 1 UI Page 2 ESTIHATED HAX. EARTHQUAKE EUENT TEST,OUT BURHT HTN. | 76.5( 123.1)1 6.4 1 0.020 1 IU NORTH FROHTAL FAULT ZOHE (West) | 76.9( 123.7)1 7.0 I 0.042 1 UI CLEGHORH | 70.9( 126.9)1 6.5 1 0.020 1 IU =«. SUPERSTITION HTN. (San Jacinto) j 78.9( 127.0)1 6.6 1 0.022 1 IU EUREKA PEAK | 79.2( 127.5)1 6.4 1 8.019 1 IU HORTH FROHTAL FAULT ZOHE (East) j 80.3( 129.3)1 6.7 1 0.032 1 U ELHORE RANCH | 82.5( 132.8)1 6.6 1 0.021 1 IU SAN ANDREAS - 1857 Rupture | 82.7( 133.1)1 7.8 I 0.049 1 UI M SAN AHDREAS - Hojaue | 82.7( 133.1)1 7.1 I 0.029 1 U RAVHOND 1 83.5( 134.4)1 6.5 I 0.027 1 U •m SUPERSTITION HILLS (San Jacinto)| 83.6( 134.5)1 6.6 1 0.021 1 IU CLAHSHELL-SAWPIT | 84.9( 136.7)1 6.5 1 6.027 1 U m LAGUNA SALADA | 85.4( 137.5)1 7.0 I 0.026 1 U UERDUOO 1 86.3( 138.9)1 6.7 1 0.030 1 U DETERHIHISTIC SITE PARAHETERS Page 2 ESTIHATED HAX. EARTHQUAKE EUENT APPROXIHATE ABBREUIATED j DISTAHGE HAXIHUH 1 PEAK jEST. SITE FAULT HAHE | ni (kn) EARTHQUAKE 1 SITE IIHTEHSITV m HAG.(H«} 1 ACCEL, g IHOD.HERC. LAHDERS 1 06.8( 139.7) 7.3 1 0.032 1 u HOLLYWOOD | 88.3( 142.1) 6.4 1 0.024 1 u HELENDALE - S. LOCKHARDT | 88.7( 142.7) 7.1 1 0.027 1 u BRAWLEV SEISHIC ZOHE | 92.6( 148.0) 6.4 1 0.016 1 IU "~ LENWOOD-LOCKHART-OLD WOIMN SPRGS | 92.1( 148.2) 7.3 1 0.030 1 u SANTA HONICA | 93.2( 150.0) 6.6 1 0.026 1 u EHERSOH So. - COPPER HTH. | 94.7( 152.4) 6.9 1 0.022 1 IU JOHHSOH UALLEV (Horthern) | 94.9( 152.7) 6.7 1 0.019 1 IU HALIBU COAST | 95.9( 154.3) 6.7 1 0.027 1 u .••» IHPERIAL 1 ie8.e( 160.9) 7.0 1 0.022 1 IU NORTHRIDGE (E. Oak Ridge) j 108.6( 160.9) 6.9 1 0.030 1 u -END OF SEARCH- THE ROSE CAHVON 51 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 7.0 HILES (11.3 km) AWAV. LARGEST HAXIHUH-EARTHQUAKE SITE ACCELERATIOH: 0.2855 g Page 3 TEST.OUT »««««••«•••«««••«•««««« « « • EQFAULT « • » • uersion 3.00 » • » •««»••••••«««»•«•««••«« DETERHIHISTIC ESTIHATIOH OF PEAK ACCELERATIOH FROH DIGITIZED FAULTS JOB HUHBER: 04-8849 DATE: 03-30-2 005 JOB NAHE: Rancho Hilagro Test Run CALCULATION NAHE: Test Run Analysis FAULT-DATA-FILE NAHE: CDHGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1334 SITE LOHGITUDE: 117.2750 SEARCH RADIUS: 100 mi ATTEHUATIOH RELATION: 12) Bozorgnia Campbell Niazi (1999) Hor.-Soft Rock-Cor, UNCERTAIHTV (H=Hedian, S°Signa): H Hunber of Signas: 0.0 DISTAHCE HEASURE: cdist SCOHD: 1 Basenent Depth: 5.00 kn Canpbell SSR: 1 Canpbell SHR: 0 COHPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTAHCE: 20 niles) FAULT-DATA FILE USED: CDHGFLTE.DAT HIHIHUH DEPTH UALUE (kn): 3.0 Page 1 TEST.OUT EQFAULT SUHHARV DETERHIHISTIC SITE PARAHETERS Page 1 APPROXIHATE ABBREUIATED DISTAHCE 1 HAXIHUH 1 RHGA |EST. SITE m FAULT HAHE ni (kn) 1 EARTHQUAKE 1 SITE IIHTEHSITV •fm 1 HAG.(Hw) 1 ACCEL, g IHOD.HERC. ROSE CAHVOH 7.e( 11.3] 1 6.9 1 0.106 1 UIII •mt NEWPORT-INGLEWOOD (Offshore) 9.3i 14.9] 1 6.9 1 0.150 1 UIII CORONADO BANK 22.61 36.4 1 7.4 1 0.138 1 UIII ELSINORE-TEHECULA 22.7( 36.6] 1 6.8 1 0.092 1 UII •m ELSINORE-JULIAN 22.71 36.6; 1 7.1 1 0.112 I UII ELSINORE-GLEN lUV 35.5i 57.1 I 6.8 1 0.058 1 UI PALOS UERDES 39.8i 64.1 1 7.1 1 0.063 1 UI EARTHQUAKE UALLEV 40.3< 64.9] 1 6.5 1 0.042 1 UI m SAN JACINTO-ANZA 45.5( 73.3 1 7.2 1 0.059 1 UI SAN JACIHTO-SAN JACINTO UALLEV 46.8i 75.3 I 6.9 I 0.047 I UI m SAN JACINTO-COVOTE CREEK 49.?( 80.6] 1 6.8 1 6.641 1 u NEWPORT-INGLEWOOD (L.A.Basin) 49.8i 80.2 1 6.9 I 0.044 1 UI Hi CHINO-CENTRAL AUE. (Elsinore) 50.51 81.3 1 6.7 1 0.053 I UI WHITTIER 54.Il 87.0 1 6.8 1 0.037 1 u m ELSINORE-COVOTE HOUNTAIH 54.Il 87.1 1 6.8 1 0.037 1 u COHPTOH THRUST 59.5i 95.8 I 6.8 I 0.048 1 UI •tm SAH JACINTO-SAN BERNARDIHO 61 .ll 98.3 1 6.7 1 0.031 1 u EI.VSIAH PARK THRUST 62.1( 99.9 1 6.7 1 0.643 1 UI SAH JACINTO - BORREGO 62.8< 101.0 1 6.6 1 0.028 1 u SAH AWREAS - San Bernardino 64.7i 104.2 1 7.3 1 0.644 1 UI SAH ANDREAS - Southern 64.7i 104.2 1 7.4 1 0.047 1 UI SAH JOSE 71.3( 114.8; 1 6.5 1 0.032 1 u PIHTO HOUHTAIN 71.5i 115.0; 1 7.0 1 0.032 1 u M SAN ANDREAS - Coachella 71.7i 115.4 1 7.1 1 0.034 1 u SIERRA HADRE 74.9( 120.6] 1 7.0 1 0.643 1 UI CUCAHOHGA 75.01 120.7 I 7.0 I 0.043 1 UI m Page 2 ESTIHATED HAX. EARTHQUAKE EUENT TEST.OUT BURHT HTH. | 76.5( 123.1)1 6.4 1 e.82Q t IU HORTH FROHTAL FAULT ZOHE (West) | 76.9( 123.7)1 7.0 1 0.042 1 UI CLEGHORN | 70.9( 126.9)1 6.5 1 0.020 1 IU SUPERSTITION HTH. (San Jacinto) | 70.9( 127.0)1 6.6 I 0.022 1 IU m EUREKA PEAK | 79.2( 127.5)1 6.4 1 0.019 1 IU HORTH FRONTAL FAULT ZONE (East) j 08.3( 129.3)1 6.7 1 0.032 1 U m ELHORE RAHCH | 82.5( 132.0)1 6.6 1 0.021 1 IU SAH AHDREAS - 1857 Rupture j 82.7( 133.1)1 7.8 1 0.049 1 UI m SAH ANDREAS - Hojave | 82.7 ( 133.1)1 7.1 1 6.629 1 V RAVHOHD 1 83.5( 134.4)1 6.5 1 6.027 1 U m SUPERSTITIOH HILLS (San Jacinto)j 83.6( 134.5)1 6.6 1 0.021 1 IU CLAHSHELL-SAUPIT | 84.9( 136.7)1 6.5 1 6.627 1 U •m LAGUHA SALADA | 85.4( 137.5)1 7.0 1 6.626 1 U UERDUGO I 86.3( 138.9)1 6.7 1 6.630 1 U DETERHIHISTIC SITE PARAHETERS Page 2 mm ESTIHATED HAX. EARTHQUAKE EUEHT APPROXIHATE ABBREUIATED | DISTANCE HAXIHUH 1 RHGA |EST. SITE FAULT HAHE | ni (kn) EARTHQUAKE 1 SITE IIHTEHSITV HAG.(Hw} 1 ACCEL, g IHOD.HERC. m LAHDERS 1 86.8( 139.7) 7.3 1 0.032 1 u M HOLLYWOOD | 88.3( 142.1) 6.4 1 6.024 1 u HELEHDALE - S. LOCKHARDT j 88.7( 142.7) 7.1 1 0.627 1 u BRAWLEV SEISHIC ZOHE | 92.6( 148.6) 6.4 1 6.616 1 IU LENWOOD-LOCKHART-OLD WOHAH SPRGSj 92.1( 148.2) 7.3 1 0.636 1 u m SANTA HOHICA | 93.2( 158.6) 6.6 I 6.626 1 u EHERSOH So. - COPPER HTH. | 94.7( 152.4) 6.9 1 0.022 1 IU m JOHHSOH UALLEV (Horthern) | 94.9( 152.7) 6.7 1 0.019 1 IU HALIBU COAST | 95.9( 154.3) 6.7 1 0.027 1 u m IHPERIAL 1 100.0( 160.9) 7.0 1 0.022 1 IU NORTHRIDGE (E. Oak Ridge) | 166.6( 160.9) 6.9 1 O.KO 1 u -EHD OF SEARCH- 51 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CAHVOH FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 7.0 HILES (11.3 kn) AWAV. LARGEST HAXIHUH-EARTHQUAKE SITE ACCELERATIOH: 6.1856 g Page 3 APPENDIX C EQ SEARCH TABLES m TEST.OUT ««•«««••«•••«••«•••«»•••• « « • EQSEARCH • • « • Uersion 3.06 « ESTIHATIOH OF PEAK ACCELERATIOH FROH CALIFORHIA EARTHQUAKE CATALOGS JOB NUHBER: 04-8849 DATE: 03-30-2005 JOB HAHE: Rancho Hilagro Test Run EARTHQUAKE-CATALOG-FILE HAHE: ALLQUAKE.DAT HAGNITUDE RAHGE: HIHIHUH HAGNITUDE: 5.00 HAXIHUH HAGHITUDE: 9.60 SITE COORDIHATES: SITE LATITUDE: 33.1334 SITE LOHGITUDE: 117.2750 SEARCH DATES: START DATE: 1800 END DATE: 2005 SEARCH RADIUS: 100.0 ni 160.9 kn ATTENUATION RELATION: 12) Bozorgnia Canpbell Niazi (1999) Hor.-Soft Rock-Cor. UNCERTAIHTV (H^Hedian, S=Signa): H Hunber of Signas: 0.0 ASSUHED SOURCE TVPE: DS [SS=Strike-slip, DS=Reuerse-slip, BT=Blind-thrust] SCOHD: 6 Depth Source: A Basenent Depth: 5.00 kn Campbell SSR: 1 Campbell SHR: 0 COHPUTE PEAK H0RI20HTAL ACCELERATION HIHIHUH DEPTH UALUE (km): 3.0 Page 1 TEST.OUT Earthquake Hunber of Tines Cunulatiue Hagnitude Exceeded No. / Vear 4.6 146 0.70874 4.5 146 0.70874 5.6 146 0.70874 5.5 51 0.24757 6.6 26 0.12621 6.5 10 0.64054 7.0 1 3 0.01456 7.5 1 0.66485 Page 6 TEST.OUT DHG DHG GSP DHG HGI PAS T-A GSP DHG GSN GSP DHG DHG DHG DHG HGI DHG DHG GSP GSP DHG DHG PAS GSP PAS PAS DHG DHG PAS DHG DHG PAS DHG |33. |32. |34. |34. |34. |33. |33. |34, 134, |34. 134 |32 |33 |32 131 134 134 132 134 134 134 134 133 134 133 134 133 131 133 |33 |33 133 134 2166|115, 5666|118, 3466|116. 68301116 68661118 08201115 50061115 36961116 ,37661117 ,20101116 .26261118 .98361115 .23361115 .95061115 .81161117 .66061118 .86801110 .96861115 .26861116 .34161116 .06661116 .68661116 .9196|118 .33261116 .69861115 .32761116 .95661118 .86761116 .94461118 .11761115 ,1176|115 .01401115 .25661116 ,8686| 64/25/1957 ,5566102/24/1948 ,9000111/27/1992 ,3866165/18/1946 .2666107/16/1926 .7758111/24/1987 .8266165/66/1868 .8976112/84/1992 .6566112/ 68/1812 .4360106/28/1992 .0626166/28/1991 ,7336161/24/1951 .7176116/22/1942 .7176166/14/1953 .1316112/22/1964 ,5666|11/19/1918 ,5666168/64/1927 .7666116/62/1928 .4626166/16/1994 .5296166/28/1992 .8666169/65/1928 .6666164/63/1926 .6276161/19/1989 .4626167/61/1992 .6326104/26/1901 .4456163/15/1979 .6326168/31/1936 .5718182/27/1937 .6816101/01/1979 .5678167/29/1956 .5676167/28/1956 .5556116/16/1979 .1676163/26/1945 215738.7 81518.8 168857 5 358 18 8 0 15414 6 8 6.6 626857.5 15 6 6.6 115734.1 144354.5 717 2.6 15638.6 41729.9 265433.2 2618 6.6 1224 6.6 19 1 6.6 162427 124653 1442 6 26 8 6 65328.8 874629.9 12 928.4 21 716.5 64636.6 12918.4 231438.9 143632.8 175648.6 65842.8 2155 7.6 -6.3 6.6 1.0 0.0 6.6 4.9 6.6 3.6 6.6 1.6 11.6 6.6 6.8 6.6 2.3 6.6 6.6 6.0 3.6 6.6 8.6 8.6 11 9 3 2 6.6 16.8 11.3 6.6 6.6 9.1 6.6 5.26 5.30 5.30 5.46 5.66 5.86 6.36 5.36 7.88 5.26 5. 5. 5. 5, 5, 5, 5, 5, 5.88 5.56 5.46 5.56 5.66 6.812 6.612 6.612 8.613 6.616 6.017 6.823 6.612 6.636 6.656 6.813 6.614 6.613 6.613 6.614 6.616 6.816 6.616 6.616 6.611 0.009 6.613 6.689 6.012 0.014 0.611 6.618 6.669 8.669 8.612 6.611 6.612 III III III III III IU IU III U UI III IU III III IU III III III III III III III III III IU III III III III III III III III 85. 85. 86. 86. 86. 86, 87, 88, 88, 88, 88, 89 96, 91 91, 92 92 92 93 93 94 94 94 95 95 95 96 96 98 98 98 99 136.7) 138.3) 138.5) 138.8) 139.2) 139.7) 141.1) 141.7) 141.7) 141.7) 142.3) 144.6) 145.3) 146.5) 147.5) 148.8) 148.8) 149.8) 149.7) 156.8) 152.3) 152.3) 152.6) 152.9) 152.9) 153 155 155 158 158 158 166 166 -EHD OF SEARCH- 146 EARTHQUAKES FOUHD WITHIH THE SPECIFIED SEARCH AREA. TIHE PERIOD OF SEARCH: 1800 TO 2005 LEHGTH OF SEARCH TIHE: 206 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 9.3 HILES (15.6 kn) AWAY. LARGEST EARTHQUAKE HAGHITUDE FOUHD IN THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROH THIS SEARCH: 0.253 g COEFFICIEHTS FOR GUTEHBERG t. RICHTER RECURREHCE RELATIOH: a-ualue= 1.565 b-ualue= 0.391 beta-ualue= 0.901 TABLE OF HAGNITUBES AHD EXCEEDAhKES: Page 5 TEST.OUT DHG |34.18001 116.92661 61/16/19361 62433.91 6, 6| 5.20| 6.614 1 III| 75.1(128.8) DHG |33.9330| 116.38361 12/64/19481 234317.01 6, 6| 6.561 6.638 1 u 1 75.4(121.3) DHG 132.9030 115.98301 65/23/1942 154729.01 6. 6| 5.66| 6.812 1 Illj 75.5(121.5) DHG 134.01701 116.50061 67/26/1947 24941.01 8. 6| 5.161 6.613 j III| 75.6(121.6) m DHG I34.0176 116.!:666| 67/25/1947 64631.61 6. Oj 5.601 6.612 1 IIII 75.6(121.6) DHG 134.6176 116.56661 67/24/1947 221646.61 6. 8| 5.50| 6.616 IU 1 75.6(121.6) DHG 134.6170 116.56861 67/25/1947 61949.81 6. 6| 5.26| 6.813 Illj 75.6(121.6) DHG 133.8500 118.2678 63/11/1933 1425 6.61 6. B| 5.86| 6.612 1 Illj 75.6(121.6) DHG 132.2686 116.5566 11/64/1949 264238.61 6. 6| 5.76| 6.618 IU 1 77.8(123.9) DHG 132.2666 116.5568 11/K/1949 43524.61 6. 6| 5.161 6.612 III| 77.6(123.9) m GSP 134.1956 116.8628 68/17/1992 284152.11 11 6| 5.36| 8.614 IU 1 77.6(124.8) GSP 133.8766 116.2676 66/29/1992 166142.81 1 5.201 6.613 IIII 77.4(124.6) !• GSP 133.9626 116.2846 67/24/1992 181436.21 9 5.661 6.612 Illj 77.9(125.4) GSH 134.2636 116.8276 66/28/1992 158538.71 5 B| 6.76| 6.633 u 1 78.2(125.9) PAS 134.6616 118.6796 16/61/1987 144228.61 9 5| 5.98| 6.626 IU 1 79.8(127.1) m DHG 132.6666 117.5660 65/61/1939 2353 6.6| 6 ej 5.66| 6.611 IIII 79.3(127.7) DHG 132.6666 117.5666 66/24/1939 1627 6.6| 8 S| 5.66| 6.611 IIII 79.3(127.7) GSP 133.9616 116.3186 64/23/1992 645623.61 12 ij 6.16| 8.622 IU 1 79.4(127.7) DHG 134.2766 117.5466 69/12/1976 143653.61 8 5.461 6.614 IU 1 79.9(128.6) DHG 134.2676 116.9676 68/29/1943 34513.61 6 6| 5.56| 6.615 IU 1 86.2(129.1) PAS 134.6736 118.6986 16/64/1987 165938.21 8 •2| 5.36| 6.813 IIII 80.3(129.2) •> GSP 134.2396 116.8376 67/89/1992 814357.61 6 .6| 5.30| 8.613 IIII 80.4(129.3) DHG 132.6836 116.6676 11/25/1934 818 8.8| 6 .6| 5.681 6.811 IIII 80.7(129.8) mt DHG 134.3666 117.5666 67/22/1899 2832 8.8| 6 .61 6.58| 6.828 u 1 81.6(131.3) HGI 134.1666 118.1666 67/11/1855 415 8.6| 6 .6| 6.36| 6.624 u 1 81.9(131.8) •mi DHG 134.2666 117.9666 68/28/1889 215 6.6| 6 .61 5.561 6.615 IU 1 81.9(131.8) T-A 134.6666 118.2566 61/16/1856 6 8 6.6| 6 .61 5.661 6.611 III| 82.8(132.6) T-A 134.8866 118.2566 69/23/1827 6 6 e.ej 8 •6| 5.66| 6.611 IIII 82.8(132.6) T-A 134.6666 118.2566 63/26/186 8 6 6 6.6| 6 •6| 5.66| 6.611 Illj 82.6(132.0) m PDG 134.2986 116.9466 62/16/2 661 21 6565.81 9 .0| 5.161 6.612 IIII 02.1(132.1) m DHG 133.1836 115.8566 84/25/1957 222412.61 6 .01 5.161 6.612 IIII 02.4(132.7) m GSP 134.6296 116.3216 68/21/1993 014638.41 9 .0| 5.66| 6.611 IIII 82.7(133.0) DHG 134.3666 117.6866 87/38/1894 512 O.Oj 6 .61 6.661 6.626 IU 1 82.7(133.1) mi GSP 134.8646 116.3616 69/15/1992 884711.31 9 .6| 5.26| 6.612 Illj 83.0(133.6) m PAS 133.6136 115.8396 11/24/1987 131556.51 2 •'>l 6.66| 6.626 IU 1 83.5(134.4) EARTHQUAKE SEARCH RESULTS Page 3 1 1 1 1 TIHE 1 1 SITE |SITE| APPROX. FILEI LAT. 1 LOIffi. | DATE | (UTC) |DEPTH QUAKE 1 ACC. 1 HH 1 DISTAHCE m CODE 1 HORTH 1 WEST 1 | H H Sec| (kn) HAG.I g |INT.| mi [kn] m GSP 134.10061116.4648186/29/19921141338.81 9.6 5.461 8.614 1 III| 03.9(135.0) DHG 133 . 66661115.833 6161/68/19461185418 . 61 6.6 5.46| 8.614 1 IIII 83.9(135.1) m HGI |34.66661118.3 666189/ 63/19851 54 6 6.ej 6.8 5.36| 6.613 1 IIII 84.6(135.2) DHG |34.e676|116.3336|65/18/19401 55120.2| 6.6 5.26| 6.612 1 IIII 84.2(135.5) DHG |34.0676|116.3336165/18/19461 72132.7| 6.6 5.66| 8.611 1 IIII 84.2(135.5) DHG |33.6336|115.8216|69/36/l9711224611.3| 8.6 5.161 6.611 1 IIII 84.4(135.8) •m GSP |34.1396|116.4316166/28/19921123646.6| 16.6 5.161 8.611 1 IIII 84.7(136.3) Page 4 TEST.OUT DHG |33.4666|116.3686162/69/18981 12 6 e.6| 0. 6| 6.361 6.634 U 59.2( 95.3) DHG 134.86861117.2566167/23/19231 73 626 . 61 6, 6| 6.25| 6.633 U 59.8( 96.3) ™< DHG 133.76661118 . 667 6163/11/19331 51622 . 81 6, 6| 5.161 6.616 IU 66.1( 96.7) DHG |33.7008|118 . 6676163/11/19331 85457.61 6. 6| 5.161 8.616 IU 6e.1( 96.7) m HGI |34.0606|117.5666|12/16/1858 16 6 6.6| 6. 7.661 6.653 UI 61.2( 98.5) DHG 133.95861116.8566169/28/1946 719 9.6| 6. 6| 5.66| 6.615 IU 61.5( 98.9) m DHG |33.4e86|116.2616|63/25/1937 1649 1.81 16. 0| 6.661 6.627 U 61.5( 99.0) DHG 133.2 6661116.2666165/28/1892 1115 e.6| 6. B| 6.36| 6.632 U 62.3(100.3) m T-A |32.2566|117.5ee6| 61/13/1877 26 6 6.6| 6 6| 5.66| 6.615 IU 62.4(166.4) DNG 133.75661118.0838163/11/1933 323 6.61 6. 6| 5.661 6.615 IU 63.1(161.5) DHG |33.7566|118.683 6| 83/11/1933 2 9 6.6| 6 8| 5.66| 6.615 IU 63.1(161.5) DHG 133.75661118 . 6836163/13/1933 131828.61 6 ij 5.361 6.617 IU 63.1(161.5) DHG 133.75661118.683 6163/11/1933 916 e.6| 6 6| 5.161 6.615 IU 63.1(161.5) DHG |33.7566|118.6838163/11/1933 236 6.6| 6 6| 5.161 8.615 IU 63.1(161.5} DHG |33.2838|116.1836| 83/19/1954 95429.61 6 0| 6.26| 6.636 U 63.9(102.9) •m DHG |33.2836|116.1836163/19/1954 95556.61 6 6| 5.681 6.614 IU 63.9(102.9) DHG |33.2836|116.1836163/23/1954 41458.81 6 .61 5.161 6.615 IU 63.9(102.9) ym DHG 133.28361116.1836163/19/1954 162117.61 6 .6| 5.56| 6.619 IU 63.9(102.9) DHG 132.76661116.3 666162/24/1892 726 6.6| 6 6| 6.761 6.641 U 63.9(162.9) m DHG |32.8176|118.3566|12/26/1951 64654.81 6 0| 5.96| 6.824 IU 66.6(186.2) DHG |33.2176|116.1336| 68/15/1945 175624.61 6 B| 5.76| 6.621 IU 66.2(166.6) 'm DHG 133.97661116.721 6186/12/1944 164534.71 16 .61 5.161 6.615 IU 66.3(166.7) DHG 133.19661116.1298164/69/1968 22859.11 11 -1| 6.46| 6.632 u 66.3(166.8) m DHG |33.7836|118.1336|16/82/1933 91617.61 6 .6| 5.48| 6.617 IU 66.7(167.4) EARTHQUAKE SEARCH RESULTS m Page 2 m 1 1 1 TIHE 1 1 SITE |SITE| APPROX. FILE LAT. 1 LOHG. 1 DATE (UTC) 1 DEPTH 1 QUAKE 1 ACC. 1 ^ 1 DISTANCE m CODE HORTH 1 UEST | H H Sec| (I<>|)| HAG.I 9 |INT.| ni [kn] m HGI |34.1688|117.3 668167/15/1985 2641 6.6| 6.6| 5.36| 6.616 1 IU 1 66.8(167.4) DHG |33.9946|116.7126|66/12/1944 111636.61 16.6j 5.36| 8.616 1 IU 1 67.7(168.9) •mi PAS 133.99861116.6666167/68/1986 92844.5j 11.7| 5.66| 6.618 1 IU 1 71.6(114.3) DHG 133.11361116.63761 §4/09/1968 3 353.5 5.8 5.201 6.814 1 IU 1 71.6(115.2) DHG i33.7836|118.2586|11/14/1941 84136.3 6.6 5.48| 6.616 1 IU 1 71.9(115.7) DMG !34.1666|116.86e6|16/24/1935 1448 7.6| O.Oj 5.181 6.613 1 nil 72.1(116.6) m HGI 34.66661118.6666112/25/1963 1745 e.6| 6.6| 5.66| 6.612 1 Illj 72.9(117.4) •tt GSP 34.14861117.7 666162/28/1996 234336.61 5.81 5.26| 6.814 1 IU 1 73.7(118.5) DHG 33.2316|116.6646165/26/1957 155933.61 15.1 5.661 6.812 1 Illj 73.8(118.7) DHG 34.26661117.4666167/22/1899 646 6.6 8.8 5.561 6.616 1 IU 1 74.6(119.1) DHG 34.2666|117.1000109/20/1907 154 8.8 8.8 6.68| 6.622 I IU 1 74.3(119.6) m DHG |34.10e6|116.7866| 62/67/1889 526 6.8 8.6 5.36| 6.614 I IU 1 74.5(119.9) DHG 132.96761116.6666116/21/1942 162213.6 6.6 6.561 6.631 1 u 1 74.7(126.2) •i DHG 132.96761116.6666116/21/1942 162654.6 6.6 5.66| 6.612 1 IIII 74.7(120.2) DIW 32.9676|116.6666116/21/1942 162519.61 6.6 5.66| 6.812 1 Illj 74.7(126.2) ti DHG 32.96761116.8666116/22/1942 181326.6j 6.6j 5.66| 6.612 1 IIII 74.7(126.2) GSP 34.1636|116.8556| 66/28/1992 144321.6] 6.8| 5.38| 6.614 1 IU 1 75.1(126.8) m DHG 34.18661116.9286161/16/1936 634 3.6 6.6 5.161 6.613 1 IIII 75.1(126.8) Page 3 TEST.OUT EARTHQUAKE SEARCH RESULTS Page 1 41 1 1 TIHE 1 SITE jSITEl APPROX. FILE 1 LAT. 1 LONG. 1 DATE (UTC) 1 DEPTH 1 QUAKE 1 ACC. 1 ^ \ DISTAHCE CODE HORTH 1 WEST H H Sec| (l<n)| HAG.I 9 |IHT.| ni [kn] m DHG 33.00661117 .3666 11/22/1886 2138 e.6| 8.81 6.56| 6.253 1 IX 1 9.3( 15.6) HGI |33.6688|117 6666 69/21/1856 730 6.6{ 6.8| 5.66| 6.652 1 UI 1 18.41 29.6) m HGI 32.8666|117 1666 65/25/1863 6 6 6.6{ 6.6| 5.66| 6.638 1 u I 25.11 46.5) DHG 32.7666|117 2686 65/27/1862 26 6 e.ej 6.6| 5.96| 6.654 1 UI 1 36.21 48.7) T-A 32.67661117 1766 K/24/1865 6 6 6.6| 6.6| 5.86| 6.629 1 u I 32.61 52.4) T-A 32.6766|117 1766 12/66/1856 6 6 6.61 0.0{ 5.661 6.629 1 u 1 32.6( 52.4) T-A 32.6766|117 1766 18/21/1862 8 8 6.6| 0.01 5.66| 6.629 1 u 1 32.61 52.4) m DHG [33.26661116 7686 61/61/1926 235 e.6| 0.0| 5.66| 8.828 1 u 1 33.5( 54.6) DHG !32.8666|116 .8886 16/23/1894 23 3 6.6| 0.0| 5.76| 6.848 1 u 1 35.91 57.7) m PAS |32.9716|117 .8766 67/13/1986 1347 8.2| 6.0| 5.361 6.631 1 u 1 36.21 58.3) HGI 133.26661116 .6666 18/12/1926 1748 6.6| 0.0| 5.36| 6.628 1 u 1 39.31 63.2) DHG 133.76861117 ,4666 65/15/1916 1547 6.6j e.6| 6.86| 6.643 1 UI 1 39.81 64.6) DHG |33.7666|117 ,4666 84/11/1916 757 6.6| 6.6| 5.601 6.624 1 IU 1 39.8( 64.0) m) DHG |33.7666|117 ,4666 65/13/1916 626 6.8| 6.6| 5.66| 6.624 1 IU 1 39.81 64.6) DHG |33.6998|117 ,5116 65/31/1938 83455.4 10.0! 5.50} 8.836 1 u 1 41.31 66.5) m DHG |33.7186|116 ,9258 89/23/1963 144152.6 16.51 5.66| 6.621 1 IU 1 44.61 71.8) DHG |33.7568|117 .6668 66/66/1918 2232 6.6 0.0 5.66| 6.621 1 IU 1 45.41 73.1) m DHG |33.7566|117 .8888 64/21/1918 223225.6 0.0 6.86| 6.663 1 UI 1 45.4( 73.1) DHG |33.8666|117 ,6686 12/25/1899 1225 6.6 0.6 6.46| 6.645 1 UI 1 48.71 78.3) DHG 133.06661116 ,4336 66/64/1946 1635 8.3 6.6 5.161 6.628 1 IU 1 49.6( 79.8) HGI 133.86661117 .6666 64/22/1918 2115 e.6| 6.6| 5.68| 6.819 1 IU 1 49.7( 88.6) PAS |33.5616|116 .5136 82/25/1988 164738.5 13.6| 5.56| 6.624 i u 1 56.81 81.7) DHG |33.5756|117 .9836 83/11/1933 518 4.6 6.6! 5.261 8.626 1 IU 1 51. e( 82.6) DHG |33.5686|116 .5688 69/36/1916 211 6.6 6.6! 5.66| 6.618 1 IU 1 51.41 82.7) DHG 133.61781117 .9676 63/11/1933 154 7.8 6.8 6.361 6.639 1 u 1 52.61 83.7) DHG 133.96681117 ,2666 12/19/1886 6 6 6.6 6.6 6.66| 6.632 1 u 1 53.11 85.5) m DHG |33.6176|118 ,6176 63/14/1933 19 156.6 6.6 5.161 6.618 1 IU 1 54.3( 87.3} Diffi 133.34361116 ,3466 64/28/1969 232642.9 26.6 5.86| 6.627 1 u 1 55.61 89.4) m DHG 133.68361118 ,65 68 83/11/1933 658 3.8 6.6 5.58| 6.821 1 IU 1 58.61 94.3} Page 2 APPENDIX D MODIFIED MERCALLI INTENSITY INDEX li APPENDIX D 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 Forel of Switzerland, in the 1880s, and is known as the Rossi-Forel 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 Xll 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 Xll. The most commonly used adaptation covers the range of intensity from the conditions of 7 - not felt except by very few, favorably situated," to "Kit - 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 structura! 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. III 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 piaster 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 drivmg motor cars. 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, Ralls bent. Landslides considerable from river banks 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 greatiy. Xll Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen Iffil^^ surface. Lines of sight and level are distorted. Objects thrown upward Into the air. •m APPENDIX E SPECTRAL ACCELERATION (SA) VS. PERIOD (T) Design Spectrum Sa Vs T 0.65 i ! 0.40 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 T (sec) 1.2 1.3 1.4 1.5 1.6 1.7 1,8 1.9 2.1 APPENDIX F SLOPE STABILITY ANALYSES Shallow Failure Analysis Slope Stability Caicuiations Rancho Milagro Property Carisbad, California Job No. 04-8849 Soil Desian Parameters: Soil Unit Weight: 120 pcf; Saturated Unit Weight: 130 pcf Friction Angle: 20 degrees Cohesion: 200 psf Slope Angle, p: 26.57 degrees (2 to 1 Proposed Slope) H= Assumed Thickness of Saturated Layer in Feet Shallow Failure Stabilitv Analvsis Fs= C/(y sat. H. COSA2 (p). Tan p) + ( y'/y sat)(tan Vtanp) = 200/(130. 3,0, 0.800 . 0.500) + (67.6/130), (0.363/0.500) = 1.282 -I- 0.377 = 1.659 >1.50 OK Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbaci March 31, 2009 Section A-A' I ! 50 I I I I I I I I I M I I M I I I I I I I I I I ! I I 100 150 200 250 300 350 I I I I I M I I I 400 450 I I I I I I I I 500 550 I I I I I I I I 600 650 700 I I II I I I 750 800 3/31/2009 9:47:36 AM C:\PROGRA~1 \GSLOPE\8849AA09.GSL Gsotechnical Exploration Inc. - San Dlego, CA F = 3.679 mm Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section A-A' 160 — 140 — 120 — 100 80 — 60 — 40 — 20 — 0 — -20 — -40 — X F = 4.496 — 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 — 0 20 — -40 I I I I I I I M M I M M I I II I I I I I I I I I I I I I I I I I M I I I I I I I I M I I I I I 50 100 150 200 250 300 350 400 450 500 550 I I I II I I I I M I I M M I M I I I 600 650 700 750 800 3/31/2009 9:46:54 AM C:'iPROGRA~1\GSLOPE«849AA08.GSL Geotechnical Exploration Ine. - San Diego, CA F - 4.496 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section A-A' X F = 8.163 160 — 140 — 120 — 100 — 80 60 — 40 —- 20 — 0 — -20 — -40 — — 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 — 0 — -20 40 I I I II I M M I I M I I I II I I I II I I I 0 50 100 150 200 250 I I M I I I I I I I I I I I M I I I 300 350 400 450 I I I I M I I I I I I 11 I I I I I II j M I I I I M I I 500 550 600 650 700 750 800 3/31/2009 9:46:16 AM C:\PROGRA-1\GSLOPE\8849AA07 GSL Geoteclmical Exploration Inc. - San Diego. CA F » 8.163 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section A-A' 160 140 120 100 80 60 40 20 0 -20 -40 X F = 4.334 160 140 120 100 80 60 40 20 0 -20 -40 I I I I I I I I I 0 50 I I I I I I I I I 11 I I I M I I I 100 150 200 250 300 I I I II I I I I I I I I I M I I I I I I I I I I I 11 I I I I I II I I I I I I 11 I I I 350 400 450 500 550 600 650 700 750 800 3/31 /2009 9:45:37 AM C:\PROGRA-1 \GSLOPE\8849AA06.GSL Geoteehnical Exploration Ine. - San Diego, CA F • 4.334 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section A-A' I 11 II I I I I I I II M I I 0 50 100 150 I I M I I I I I I I I I I M I I I I I 11 200 250 300 350 400 M I I M I M I I I I I I I I M II I I M I I M M I I I I I I 450 500 550 600 650 700 750 800 3/31/2009 9:44:41 AM C:\PROGRA--1\GSLOPE\8849AA05.GSL Geotechnical Exploration Inc. - San Dlego, CA F » 2.S35 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Fomiation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section A-A" F = 3.137 160 — 140 — 120 — 100 80 60 40 20 0 -20 -40 — 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 — 0 20 — -40 I I I I I I M M I M I I I M I I I M I I I I I I I I I I I I I I I I I I I I I I I I M I I I I I I I I 0 50 100 150 200 250 300 350 400 450 500 550 I I I I I I I I I I I I I I M I I I I I I 600 650 700 750 800 3/31/2009 9:43:57 AM C:WOGRA~1\GSLOPE\8849AA04.GSL Geoteehnieal Exploration Inc. - San Diego, CA F > 3.137 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Fonnation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Cartsbad March 31, 2009 Section A-A' X F = 3.539 I I II I I I I II I I I I I I I I I I I M M I M M I I I I I I I M I I I I I I I I I I I I I I I I I I 11 I I I I I I I I 0 50 100 150 200 250 300 360 400 450 500 550 600 650 700 I I I I M I I 750 800 3^31/2009 9:43:15 AM C:\PROGRA~1\GSLOPE\8849/>A03.GSL Geotechnical Exploration inc. - San Dlego, CA F = 3.539 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section A-A' I I I I I I I I M I I I I I I I I I I I I I I I I I I I I I M M I I I I I I I 0 50 100 150 200 250 300 350 400 I I I II I I I I I I I I I I I I I I I I I I I I I I I M I I I I 450 500 550 600 650 700 750 800 3/31/2009 9:42:36 AM C:\PROGRA~1\GSLOPE\8849AA02.GSL Geotechnical Exploration Ine. - San Diego, CA F - 2.512 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31,2009 Section A-A' 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 -— 0 — -20 — -40 — X F = 2.134 — 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 — 0 ^ -20 — -40 I I I I I I I I I M I I I I I I I I I I I M M I I I I I I I M I I I M I I I I I I I I I I I I I I M I M I I I I I I I I I I I I I M I I I 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 3/31/2009 9:41 48 AM C:\PROGRA~1WSLOPE\8849AA01 GSL Geoteehnieal Exploration Inc. - San Diego, CA F = 2.134 mm wm mm Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section B-B' X 160 — 140 — 120 — 100 — 80 — 60 40 20 0 — -20 — -40 — F = 2.375 — 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 — 0 20 — -40 I I I I I I I I M I I I I I I I I I I I I I I I I I I I I I I I M I I I I I I I I I 50 100 150 200 250 300 350 400 450 I I I I M I I I I I I I I I I I I I I I I M I I I I I I I I 500 550 600 650 700 750 800 3/31/2009 9:40:00 AM C:\PROGRA-1\GSLOPE\8849eB08.GSL Geoteehnieal Exploration Inc. - San Dlego. CA F » 2.375 Gamma C Phi Piezo pcf psf deg Surf Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section B-B' X F = 2.762 M I I I I M 50 I I I I I I I I 100 150 I I I I I I I I 200 250 300 I M I I I I I I I I I I I I I I I I I I I I I I I M I I I I I I I 350 400 450 500 550 600 650 I I I M I I I 11 I I 700 750 800 3/31/2009 9:38:58 AM C:\PROGRA-1\GSLOPE\8849BB07.GSL Geoteehnieal Exploration Inc. - San Diego, CA F - 2.752 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Cartsbad March 31, 2009 Section B-B' I I I I II I I I I I I I M I I I I I I I I I I I I I I 50 100 150 200 250 300 350 I I I I I I I I 400 450 I I I 500 I I I M M I I 550 600 I I 660 llllll 700 760 IMI 800 3/31 /2009 9:38:05 AM C:\PR0GRA~1 \GSLOPE\8849BB06.GSL Geotechnical Exploration Inc. - San Diego. CA F = 3.653 Gamma C Phi Piezo pcf psf deg Surf Fill 120 200 20 0 Fonnation 120 300 25 0 Hard Bottom (Infinitely Sfrong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section B-B' X 160 140 120 100 80 60 40 20 0 -20 -40 F = 2.308 I I I I I I I I I I I I I I I I I II I I I I I I I I I M I I M I I I I I I I I 0 50 100 160 200 250 300 360 400 I I I I I I I I I I I I M I I I I I I I I I I I I I I I I I I I II I I 450 500 560 600 650 700 750 800 3^31/2009 9:37:23 AM C:\PROGRA-1\GSLOPE\8849BB05.GSL Geoteehnieal Exploration Inc. - San Dlego, CA F » 2.308 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section B-B' X F = 2.750 160 140 — 120 — 100 — 80 — 60 —• 40 — 20 — 0 — -20 — -40 — — 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 — 0 — -20 40 I M I I I M M j M I I I I I I I I M I I I I II I I I I I I I I I I I I I I I I I I M I I I I I 0 50 100 150 200 250 300 360 400 460 500 I I I I M I I I I I I I I M I II M I I I I I I 550 600 650 700 750 800 3/31/2009 9:36:16 AM C:\PROGRA~1V3SLOPE\8849BB04.GSL Geotechnical Exploration Inc. • San Dlego, CA F » 2.750 Gamma C Phi Piezo pcf psf deg Surf Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section B-B' I I I I I I I I I I I I I I I I I I I I I I I I I I I I M I I I I I I I I I I I I I I I I I I I M I I I I I I I 50 100 150 200 250 300 350 400 450 600 560 600 I I I I I I I I I M I I I I I I 660 700 750 800 3/31/2009 9:35:23 AM C:\PROORA~1\GSLOPE\8849BB03.GSL Geoteehnical Exploration Inc. - San Dlego, CA F = 1.821 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section B-B' 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 0 — -20 — -40 — X F= 1.932 — 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 — 0 20 — -40 II M I I M I I I I M I I I I I I M I I I I M I I I I I I I I I I I I I I I I I I 50 100 150 200 250 300 350 400 450 I I I M I I I I I I I I I 600 550 600 I I I I I I I I I I I I I I I I I 650 700 750 800 3/31/2009 9:34:39 AM C:\PR0GRA-1 \GSLOPE\8849BB02.GSL Geotechnical Exploration Ine. - San Dlego, CA F-1.932 Gamma C Phi Piezo pcf psf deg Surf Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section B-B' 160 — 140 120 — 100 — 80 — 60 — 40 — 20 — 0 — -20 -40 — X F= 1.719 — 160 — 140 — 120 — 100 — 80 — 60 — 40 — 20 — 0 — -20 — -40 I I I I I I I I I I I 50 100 II I I I I I I I I I I I I 150 200 260 I I I I I M I I M I I I I I I I I I I I I I 300 350 400 450 600 550 600 I I I I I M I I I I I I I I I I I 660 700 750 800 3^1/2009 9:33:57 AM C:\PROGRA-1\GSLOPE\8849BB01 GSL Geoteehnical Exptorafion Inc. - San Diego, CA F - 1.719 Gamma C Phi Piezo pcf psf deg Surf Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section C-C / 100 — 80 — 60 — 40 — 20 — 0 — 1 I 50 I I I I I I I I I I 100 150 200 I I I I I I I I I I I I I 250 300 350 — 100 — 80 — 60 — 40 — 20 — 0 llll 400 3/31 /2009 9:29:43 AM C:\PRCX3RA-1 \GSLOPE\8849CC09 GSL Geoteehnical Exploration Inc. - San Diego, CA F - 3.996 ft. J Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section C-C F = 2.670 100 80 — 60 — 40 — 20 — 0 — — 100 — 80 — 60 — 40 — 20 — 0 I I I I I I I I I llll llll llll llll I I I I I I I I I llll 0 60 100 160 200 260 300 360 400 3/31/2009 9:29:02 AM C:\PRCX5RA-1\GSLOPE\8849CC08.GSL Geoteehnieal Exploration Inc. - San Diego. CA F - 2.870 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Fonnation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section C-C X F = 2.232 100 — 80 — 60 — 40 — 20 — 0 — I I I I I I I I I I I I 50 100 150 200 250 III III 300 — 100 — 80 — 60 — 40 — 20 — 0 llll III 350 400 3/31/2009 9:2807 AM C:\PROGRA-1VGSLOPE\8849CC07.GSL Geoteehnical Exploration Ine. - San Diego, CA F =• 2.232 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Fonnation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section C-C F = 3.116 100 — 80 — 60 — 40 — 20 — 0 — — 100 — 80 — 60 — 40 — 20 — 0 lllll 50 I I I I 1 I 100 150 200 I I I I I 250 I I I I I I I I I 300 350 I I I 400 3/31/2009 9:27:26 AM C:\PROGRA-1\GSLOPE\8849CC06.GSL Geoteehnical Exploration Inc. - San Diego, CA F - 3.116 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 26 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section C-C F = 2.668 100 — 80 — 60 — 40 — 20 — 0 — 100 80 60 40 20 0 I I I 50 llll llll llll llll llll llll llll 100 150 200 250 300 360 400 3/31/2009 9:26:34 AM C:\PROGRA-1\GSLOPE\8849CC05.GSL Geotechnical Exploration Inc. • San Diego, CA F - 2.568 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section C-C X F = 2.529 100 — 80 — 60 — 40 — 20 — 0 — I I I I I I I 50 100 I I I I I I I I I I I I I I I I I llll I I I I I I I I 150 200 260 300 360 400 100 80 60 40 20 0 3/31/2009 9:25:54 AM C:\PR0GRA-1 \GSLOPE\8849CC04.GSL Geotechnical Exploration Inc. - San Diego, CA F - 2.529 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section C-C X F = 1.894 I I I 60 I I I 100 160 I I I I I I I I I I I 200 260 300 I I I I I I I I I I I I 350 400 3/31/2009 9:25:06 AM C:\PRCX5RA-1\GSLOPE\8849CC03.GSL Geotechnical Exploration Inc. - San Diego, CA F - 1.894 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section C-C X F = 2.101 I I I I I I I I I I 0 50 100 I I I I I I I I I I I I I I I I I I I I I I 150 200 250 300 350 I I I 400 3/31/2009 9:24:22 AM C:\PROGRA~1\GSLOPE\8849CC02.GSL Geotechnical Exploration Inc. - San Diego, CA F - 2.101 Gamma C Phi Piezo Geotechnical Exploration Inc. - San Diego, CA pcf psf deg Surf 04-8849 Fill 120 200 20 0 Rancho Milagro, Carlsbad Formation 120 300 25 0 March 31, 2009 Hard Bottom (Infinitely Strong) Section C-C F= 1.819 100 — 80 — 60 — 40 — 20 — 0 — I I I I I I 100 80 60 40 20 0 50 100 150 200 I I I I I I I I I 250 300 I I I I I I I I 350 400 I I I 3/31/2009 9:23:43 AM C:\PROGRA~1\GSLOPE\8849CC01 .GSL Geotechnical Exploration Inc. - San Diego, C^A F » 1.819 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 26 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section D-D' I I I I I I I I I 50 100 150 I I I I I 200 lllll 250 300 III I 350 I I I I I I 400 3/31/2009 9:21:27 AM C:\PROGRA-1\GSLOPE\8849DD07.GSL Geotechnical Exploration Inc. - San Diego, CA F - 3.273 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Fonnation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31,2009 Section D-D' X F = 2.327 I I I I I I I I I I I I I I I I I I I I I I I I I 0 50 100 150 200 250 I I I I I I I I I 300 350 I I I I I I 400 3/31/2009 9:20:17 AM C;\PROGRA-1\GSLOPE\8849DD06.GSL Geotechnical Exploration Inc. - San Dlego, CA F - 2.327 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Fonnation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section D-D' X F= 1.738 100 — 80 — 60 — 40 — 20 — 0 — I I I 50 llll III 100 150 200 III llll 250 300 I 1 I 100 80 60 40 20 0 350 400 3/31 /2009 9:19:27 AM C:\PROGRA~1 \GSLOPE\8849DD05.GSL Geoteehnical Exploration Inc. - San Dlego, CA F « 1.738 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Fonnation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section D-D' X F = 2.432 I I I I I I I I I I I I I I I I I I I 0 50 100 150 200 I llll lllllllll III 260 300 350 400 3/31/2009 9:18:31 AM C:\PRCX3RA~1VGSLOPE\8849DD04.GSL Geotechnical Exploration Inc. - San Diogo, CA F •= 2.432 Gamma C Phi Piezo pcf psf deg Surf Fill 120 200 20 0 Formation 120 300 26 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section D-D' X F = 2.366 3/31/2009 9:17:36 AM C:\PROGRA~1\GSLOPE\8849DD03.GSL Geotechnical Exploration Inc. - San Diego. CA F =• 2.366 Gamma C Phi Piezo pcf psf deg Surf. Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinite ly Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31, 2009 Section D-D' X F= 1.918 I I I I I I I I I I I I I I I llll I I I I I I I I I I I I I I I I I I 50 100 150 200 250 300 350 400 3/31/2009 9:16:49 AM C:\PROGRA-1\GSLOPE«849DD02.GSL Geoteehnical Exploration inc. - San Dlego, CA F« 1.918 Gamma C Phi Piezo pcf psf deg Surf Fill 120 200 20 0 Formation 120 300 25 0 Hard Bottom (Infinitely Strong) Geotechnical Exploration Inc. - San Diego, CA 04-8849 Rancho Milagro, Carlsbad March 31,2009 Section D-D' F= 1.837 100 — 80 — 60 — 40 — 20 — 0 — I I I I I I I 50 100 I I I I I I I I I 150 200 250 300 III llll 360 400 — 100 — 80 — 60 — 40 — 20 — 0 3/31/2009 9:14.47 AM C:\PROGRA-1\GSLOPE\8849DD01.GSL Geoteehnical Exploration Ine. - San Diego, CA F - 1.837