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Home My WebLink AboutCDP 04-11; CASA DI MARE; REPORT OF GEOTECHNICAL INVESTIGATION AND GEOLOGIC RECONNAISSANCE; 2004-04-28Geotechnical Exploration, Inc. I I I I I I I I I I I I I I I I I I I REPORT OF GEOTECHNICAL INVESTIGATION AND GEOLOGIC RECONNAISSANCE Casa Di Mare Remodel and Additions 5019 Tierra Del Oro Street Carlsbad, California JOB NO. 04-8622 28 April 2004 Prepared for: Mr. Ted Viola I I I I I I I I I I I I I I I I I I I GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERiNG GEOLOGY 28 April 2004 Mr. Ted Viola 6817 Adolphia Drive Carisbad,CA 92009 Subject: Report of Geotechnical Investigation and Geologic Reconnaissance Casa Di Mare Remodel and Additions 5019 Tierra Del Oro Street Carlsbad, California Dear Mr. Viola: Job No. 04-8622 In accordance with your request and our proposal dated March 81 2004, Geotechnical Exploration, Inc. has prepared this report of geotechnical investigation and geologic reconnaissance for the proposed additions at the subject site. The field work was performed on March 51 20041 by our field geologist. In our opinionr if the conclusions and recommendations presented in this report are implemented during site preparationr the site should be suited for the proposed additions and associated improvements. This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following reportl please contact our office. Reference to our Job No. 04-8622 will help to expedite a response to your inquiry. Respectfully submittedr GEOTECHNICAL EXPLORATION, INC. ~ C.E.G. 999rexp. 3-31-DS]/R.G. 3391 /,.~,,~ ". ,r_-':'-' ~'-0", I l -,.,--lr:;;, I::: 4>,.-/~-/ cf'~ J~ . (R.::=D , . r·:8 :; ?-') * !.; \ CERllflED \ E-.f';;;!NEERlt-tG • '-G-;::OLOGlST .... \0'). *' -1h, d:!- c OF CA\..\~ I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS 1. EXECUTIVE SUMMARY II. SITE DESCRIPTION III. FIELD INVESTIGATION IV. GENERAL GEOLOGIC DESCRIPTION V. SITE-SPECIFIC GEOLOGIC DESCRIPTION VI. GEOLOGIC HAZARDS VII. EARTHQUAKE RISK EVALUATION VIII. FIELD AND LABORATORY TESTS AND SOIL INFORMATION IX. CONCLUSION AND RECOMMENDATIONS X. GRADING NOTES XI. LIMITATIONS REFERENCES FIGURES 1. lIa. lIb. IlIa-e. IV. V. VI. Vicinity Map Plot Plan and Geologic Map Geologic Cross Section Exploratory Excavation Logs Laboratory Soil Data Typical Subgrade Retaining Wall Drainage Recommendations Foundation Requirements Near Slopes APPENDICES A. B. C. D. E. Unified Soil Classification System Seismic Data -EQFault Seismic Data -EQSearch Modified Mercalli Intensity Index General Earthwork Specifications PAGE 1 2 3 4 5 7 12 14 16 32 33 I I I I I I I I I I I I I I I I I I I REPORT OF GEOTECHNICAL INVESTIGATION AND GEOLOGIC RECONNAISSANCE Casa Di Mare Additions 5019 Tierra Del Oro Street Carlsbad, California lOB NO. 04-8622 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project (see Figure No. I for site location). I. SCOPE OF WORK It is our understanding, based on communications with Architect Scott M. Grunst, and review of site plans prepared by Mr. Grunst, dated September 26, 2003, that the existing residence is to undergo a remodel including the addition of a new 3-car garage and upper level bedrooms, a two-story addition above the existing basement level, and associated improvements (refer to Figure No. II for Site Plan). The proposed lateral garage addition will extend from the east side of the existing house and will be a maximum of two stories in height. The additions are to be constructed of standard-type building materials utilizing a conventional shallow foundation system on recompacted fill soils for the lateral garage area addition and a caisson foundation system for the two-story addition above the existing basement. Our investigation revealed that the residence and proposed addition areas are underlain by medium dense to dense formational materials with approximately 2 to 3 feet of loose to medium dense fill soils. In addition, up to 6 feet of backfill soil exists adjacent to the lower-level basement walls. As such, we recommend that the fill soils either be removed and recompacted as part of site preparation for the main level improvements or that the additions and any new structural loads be supported on a system of caissons founded in the underlying dense formational (terrace deposits) soils. I I I I I I I I I I I I I I I I I I I Casa Dj Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 2 With the above in mind, the scope of work is briefly outlined as follows: 1. Identify and classify the surface and subsurface soils to depths, in con- formance with the Unified Soil Classification System (see Figure Nos. III and IV and Appendix A). 2. IV1ake note of any faults or significant geologic features that may affect the site (Appendices B f C and D). 3. Evaluate the existing fill soil materials for soil type and consistency. 4. Recommend the allowable bearing capacities for the on-site medium dense to dense natural soils or properly compacted fills. 5. Recommend site preparation procedures. 6. Evaluate the settlement potential of the bearing soils under the proposed structural loads. 7. Recommend preliminary foundation design information and provide active and passive earth pressures to be utilized in design of any proposed retaining walls and foundation structures. II. SITE DESCRIPTION The property is known as: Assessor's Parcel No. 210-0202-14-00, Lot 14, according to f'..1ap No. 3052, in the City of Carlsbad, County of San Diego, State of California. I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 3 The existing, rectangular-shaped developed lot consists of approximately 0.33-acre, and is located at 5019 Tierra Del Oro Street (see Figure No. I). The property is bordered on the north and south by eXisting residential properties at the approximate same elevation; on the east the north-south trending Tierra Del Oro Street; and on the west by a rip-rap protected slope, beach and the Pacific Ocean. Refer to Figure No. II. The building pad portion of the property is currently terraced with an upper! relatively level pad, including a driveway, garage and living portion of the home, along the eastern property boundary along Tierra Del Oro Street. The elevation of this level area is approximately 40 feet above Mean Sea Level (MSL). The lower- level basement elevation is approximately 34 feet above MSL. A westerly-sloped rear yard area descends gently to moderately to the top of an approximately 8-to 10-foot-high, rip-rap covered slope that descends westerly to the beach. Approximate elevations were obtained from a site plan provided by Architect Scott M. Grunst (dated September 26, 2003). A two-level, single-family residence and attached garage currently exist on the property (refer to Figure No. II). The rear/western yard area, between the home and the slope top, is approximately 25 feet wide and partially covered by a wood balcony extending from the west edge of the residence. The wood balcony is supported on isolated posts with pier footings. Vegetation on the site consists of ornamental landscaping including trees, decorative shrubbery and lawn grass. III. FIELD INVESTIGATION Five exploratory borings were advanced in the areas of the site where the new additions are to be located, and where access allowed and representative soil conditions were expected. The exploratory excavations were excavated to depths I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 4 ranging from 2 to 6.5 feet. The excavations were located in the field by referring to the site plan prepared by Architect Scott M. Grunst. The soils encountered in the excavations were observed and logged by our field representative, and samples were taken of the predominant soils throughout "the field operation. Excavation logs have been prepared on the basis of our observations and the results have been summarized on Figure No. III. The predominant soils have been classified in conformance with the Unified Soil Classification System (refer to Appendix A). IV. GENERAL GEOLOGIC DESCRIPTION The San Diego County 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 these earthquakes had recorded magnitudes of 4.0 to 4.2. In addition, the Oceanside earthquake of July 13, 1986, resulted in a magnitude of 5.3 (Hauksson and Jones, 1988) located approximately 26 miles offshore of the City of Oceanside. I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 5 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). v. SITE-SPECIFIC GEOLOGIC DESCRIPTION A. Stratigraphy A geologic reconnaissance of the site was conducted to evaluate the on-site geology and potential of geologic hazards that might affect the site. Our investigation drew upon information gathered from published and unpublished geologic maps and reports, as well as the results of our recent exploratory excavations. The subject site is located within a residential area along the west side of Tierra Del Oro Streett along the edge of the coastal bluff in the City of Carlsbad. The subject site is located in an area with moderate to high geologic risk (as identified by Map 12a-b and 13a of the "Shoreline Erosion Assessment and Atlas of the San Diego Region --Volume II" [California Department of Boating and Waterways and San Diego Association of Governments]) due to conditions identified as "unfavorable geology, inadequate setback and inadequate design. If No faults were shown to cross the site. The Rose Canyon Fault is located offshore approximately 5 miles west of the subject site. I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 6 Our field investigation and review of pertinent geologic maps and reports indicate that the site is underlain by a limited amount of artificial fill soils, marine terrace deposits and the Santiago Formation. Artificial Fill (Qaf): A limited amount of fill" (approximately 2 to 3 feet) was encountered on the surface of the site. In addition, up to 6 feet of backfill soil exists adjacent to the lower-level basement walls. The fill is loose to medium dense and consists of red-brown to gray-brown to dark brown, silty, fine to medium sand with some roots and rock fragments. The fills are considered to have a very low expansion potential. Refer to Figure Nos. III and IV for details. Marine-Terrace Deposits (Qt): The major portion of the site is underlain by Pleistocene-age marine-terrace deposits. These materials are medium dense to dense and consist of red-brown to orange-brown, fine-to medium-grained sand with some silt. These materials are damp to moist and moderately cemented. They are considered to have a low consolidation potential and very low expansion potential. Refer to Figure Nos. III and IV for details. A review of several geologic maps for this area indicates that the marine-terrace deposits occur as thin, very gently dipping, mantle-like deposits within 2 to 3 miles of the coast. One of the older maps (Wilson, 1972) shows these deposits as part of the Lindavista Formation. However, a more recent map (Weber, 1982) includes these deposits as part of the Bay Point Formation. Review of the Shoreline Erosion Assessment report also indicates that these deposits are mapped as part of the Bay Point Formation. Santiago Formation (Tsb): The site is mapped as being underlain by the Eocene- age Santiago Formation (Weber, 1982). The Santiago Formation was not encountered during our relatively shallow investigation, however, the formation I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 7 typically consists of denser well-cementedr tan-gray and greenr silty fine sand. The Santiago Formation is considered to have low expansion and consolidation potential. B. Structure The marine terrace deposits that underlie the site are considered to be massive and conformably overlie the massively bedded sandstone materials of the Santiago Formation. VI. GEOLOGIC HAZARDS The following is an in-depth 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. A. Local and Regional Faults Rose Canyon Fault: The Rose Canyon Fault Zone (Mount Soledad and Rose Canyon Faults), located approximately S miles west of the subject siter is mapped trending north-south from Oceanside to downtown San Diego, from where it appears to head southward into San Diego Bay r through Coronado and offshore. The Rose Canyon Fault Zone is considered to be a complex zone of onshore and offshorer en echelon strike sliPr oblique reverse, and oblique normal faults. The Rose Canyon Fault is considered to be capable of causing a 7.S-magnitude earthquake and considered microseismically active, although no significant recent earthquake is known to have occurred on the fault. Investigative work on faults at the Police Administration and Technical Center and elsewhere in downtown San Diegor and at the SDG&E facility in Rose Canyon, encountered offsets in Holocene (geologically recent) sediments. These findings confirm Holocene displacement on the Rose Canyon Fault and this I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 8 fault is defined as an "active" fault as of November 1991 (California Division of Mines and Geology --Fault Rupture Hazard Zones in California, 1994). Coronado Bank Fault: The Coronado Bank Fault is located approximately 20 miles south"vest 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). An 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 within the fault zone, it is Significantly less active seismically than the Elsinore Fault (Hileman, 1973). It is postulated that the Coronado Bank Fault is capable of generating a 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 24 miles east and northeast of the site. The Elsinore 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 identified it as being a part of the highly active San Andreas Fault system. Like the other faults in the San Andreas system, the Elsinore Fault is a transverse fault showing predominantly right-lateral movement. According to Hart, et al. (1979), this movement averages less than 1 centimeter per year. Along most of its length, the Elsinore Fault Zone is marked by a bold topographic expression consisting of linearly aligned ridges, swales and hallows. Faulted Holocene alluvial I I I I I I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 9 deposits (believed to be less than 11,000 years old) found along several segments of the fault zone suggest that at least part of the zone is currently active. Although the Elsinore Fault Zone belongs to the San Andreas set of active, northwest-trending, right-slip faults in the southern California area (Crowell, 1962), it has not been the site of a major earthquake in historic time, other than a 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 as 7.5. Recent study and logging of exposures in trenches 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 \Nhen 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). B. Other Geologic 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 S.O-magnitude earthquake were to take place on a local fault, an estimated surface- rupture length 1 mile long could be expected (Greensfelder, 1974). Our investigation indicates that the subject site is not directly on a known fault trace and, therefore, the risk of ground rupture is remote. Ground Shaking: Structural damage caused by seismically induced ground shaking is a detrimental effect directly related to faulting and earthquake activity. Ground I I I I I I I I I I I. I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 10 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 local seismic condition. 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 at the site from earthquakes on faults within 100 miles of the site are provided in Appendix B. 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 that will floVJ as a liquid when unconfined. It occurs principally in loose, saturated sands and silts when they are shaken by an earthquake of sufficient magnitude. On this site, the risk of liquefaction of foundation material due to seismic shaking is considered to be remote due to the density of the natural-ground material. No loss of soil strength is anticipated to occur at the site due to the design seismic event. Landslides: According to our geologic reconnaissance and a review of the geologic map (Weber, 1982) and aerial photographs (4-11-53, AXN-8M-99 and 100) there are no known or suspected ancient landslides located on the site. Tsunami: The site is located at an elevation between 10 feet above mean sea level (l\lSL) and 40 feet MSL immediately east of the active beach. Based upon historical information on tsunami activity in Southern California, it is our opinion that the risk to the site from a tsunami is minimal. I I I I I I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 11 Groundwater: No groundwater problems were encountered during the course of our field investigation and we do not expect significant problems to develop in the future --if the property is developed as planned and proper drainage is provided. It should be kept in mind, however, that the proposed grading operations may change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. Positive drainage measures should be constructed to intercept and divert all surface runoff waters away from the structure and improvements planned for the site. The damage from such water is expected to be minor and cosmetic in nature, if good positive drainage is implemented and maintained at the completion of construction. Corrective action should be taken on a site-specific basis, if and when it becomes necessary. c. Bluff Edge Evaluation It appears that the bluff edge is located between elevation 10 and 20 feet above mean sea level (MSL). This point on the site is where the marine terrace deposits slope steeply down to the west and come in contact with the relatively flat surface of beach sand deposits and the underlying Santiago Formation. The bluff face is currently covered with rip-rap, so it is not visible. The bluff edge is located approximately 20 to 30 feet below the proposed structure and should not be affected by the proposed new construction on the building pad. I I I I I I I I I I I I I I· I I I I I Casa Di Mare Remodel and Additions Carlsbad, California D. Summary Job No. 04-8622 Page 12 It is our opinion that a significant geologic hazard does not exist on the site. No evidence of faulting or landslide activity was encountered during our investigation of the site. The site is situated in a developed neighborhood of Carlsbad and in the event that severe earth shaking does occur from major faulting within the areal compliance with Uniform Building Code requirements for construction should help reduce structural damage to a degree considered acceptable by the UBC. From a geotechnical standpoint, our investigation indicates that the proposed additions can be constructed at the site provided the recommendations in this report are followed. VII. EARTHQUAKE RISK EVALUATION Evaluation of earthquake risk requires that the effect of faulting on, and the mass stability of, a site be evaluated utilizing the MlO seismic design event (Le., an earthquake event on an active fault with less than a 10 percent probability of being exceeded in 50 years). Further, sites are classified by CBC 2001 Edition into "soil profile types SA through SF. II Soil profile types are defined by their shear velocities where shear velocity is the speed at which shear waves move through the upper 30 meters (approximately 100 feet) of the ground. These are: SA => Greater than 1500 m/s SB => 760 m/s to 1500 m/s Sc => 360 m/s to 760 m/s SD => 180 m/s to 360 m/s SE => Less than 180 m/s SF => Soil requiring specific soil evaluation I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 13 By utilizing an earthquake magnitude M10 for a seismic event on an active fault, knowing the site class and ground type, a prediction of anticipated site ground acceleration, g, from these events can be estimated. The subject site has been assigned Classification "Sc." Additional active near-source information is provided in Section X of this report. An estimation of the peak ground acceleration and the repeatable high ground acceleration (RHGA) likely to occur at the project site by the known significant local and regional faults within 100 miles of the site is also included in Appendix B. Also, 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 Care tables generated from computer programs EQFauit 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. It is our opinion that a known "active" fault presents the greatest seismic risk to the subject site during the lifetime of the proposed residence. To date, the nearest known lIactive" faults to the subject site are the northwest-trending Rose Canyon Fault, Coronado Bank Fault and the Elsinore Fault. The owner should understand that there is some risk associated with any construction in the San Diego area due to the proximity of the Rose Canyon Fault, which is considered "activell • A structural engineer should be asked to review the ground acceleration possible at the site from the Rose Canyon Fault (see Appendix B). The maximum probable repeatable horizontal ground acceleration (RHGA) I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 14 VIII. FIELD AND LABORATORY TESTS AND SOIL INFORMATION A. Field Tests In-place samples were obtained by driving a 3-inch outside-diameter (0.0.) by 2- 3/8-inch inside-diameter (1.0.) split-tube sampler a distance of 12 inches. Also, the Standard Penetration Test was performed by using a 140-pound weight falling 30 inches to drive a 2-inch 0.0. by 1-3/8-inch 1.0. sampler tube a distance of 12 inches. The number of blows required to drive the sampler the given distance was recorded for use in density determination. The following chart provides an in-house correlation between the number of blows and the relative density of the soil for the Standard Penetration Test and the 3-inch sampler. Sand & Silt Very loose 0-4 0-7 Loose 5-10 8-20 Medium 11-30 21-53 Dense 31-50 54-98 Very dense Over 50 Over 98 Clay Very soft 0-2 0-2 Soft 3-4 3-4 Firm 5-8 5-9 Stiff 9-15 10-18 Very stiff 16-30 19-45 Hard 31-60 46-90 Very hard Over 60 Over 90 I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California B. Laboratory Tests Job No. 04-8622 Page 15 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 structure additions and improvements. The following tests were conducted on the sampled soils: 1. Moisture Content (ASTM D2216-98) 2. Moisture/Density Relations (ASTM D1557-98, Method A) 3. Split Barrel Sampling (ASTM D1587-94) 4. Density Measurements (ASTM Dl188-90 and D1556-98) 5. Mechanical AnalysIs (ASTM D422-98) The relationship between the moisture and density of soil samples gives qualitative information regarding the soil strength characteristics and existing soil conditions. MOisture/Density relations help to establish the optimum moisture content of the soil for proper compaction during backfilling as well as to determine the laboratory maximum dry density of the tested soils. In addition, this relation helps to establish a reference for qualitative strength of the soils. The grain size analysis helps to more precisely classify the tested soils and to determine qualitative engineering characteristics such as expansion potential, permeability, and shear strength. The expansion potential of soils is determined, when necessary I utilizing the Uniform Building Code Test Method for Expansive Soils (UBC Standard No. 29-2). In accordance with the UBC (Table 18-1-B), expansive soils are classified as follows: I I I I I I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 16 .. ~~ -~ieirl,@h~rrf£~~1t;ff~~w~t~~~~~~ ~ 7~~'9,t~~~~~ ________ Very _IQY" _______________ _ o to 20 ------------. ----~------ 21 to 50 Low 51 to 90 Medium 91 to 130 __________ H~ig_h __________ __ Above 130 ___ VeCYJ"lJgh ---------------- Based on our experience with similar soils and our visual classification, it is our opinion that the on-site soils have a very low expansion potential, with an expansion index of less than 20. 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. IX. CONCLUSIONS AND RECOMMENDATIONS The following preliminary conclusions and preliminary recommendations are based upon the practical field investigation conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in this area of the City of Carlsbad. We found the existing residence and proposed new addition areas to be underlain by medium dense to dense formational materials with approximately 2 to 3 feet of loose to medium dense fill soils that will not provide adequate bearing strength for the proposed new additions and improvements. In addition, up to 6 feet of backfill I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 17 soil exists adjacent to the lower-level basement walls. As suchr we recommend that the fill soils either be removed and recompacted as part of site preparation for the main level improvements or that the additions and any new structural loads be supported on a system of deepened piers or caissons founded in the underlying dense formational (terrace deposits) soils. It is our understanding that a new two- story addition will be added on the east side of the existing residence, including a new garage and upper leve! bedrooms founded on conventional shallow foundations. In addition, a second-story addition will be built over the existing building footprint that wil! be supported by new piers. A. Preparation of Soils for Site Development 1. The existing concrete patio, foundations, debris and vegetation on the building site must be removed prior to the preparation of the areas to receive new structural improvements and be properly disposed of. 2. If the site is to be re-graded to provide a more uniform, firm soil base for the proposed new additions and improvements on the main level, the existing fill soils on the building pad shall be completely removed to a depth of at least 2 to 3 feet, and as per the indications of our field technician based on field observations. The excavated soils shall be cleaned of any debris and deleterious materials and watered to approximately optimum moisture content. Deeper removal and recompaction (up to 6 feet) may be required adjacent to the basement wall in the front courtyard area. 3. All fill shall be compacted to at least 90 percent of the maximum dry density determined per ASTM D1557-98, and the soil moisture content shall be at least 3 percent over the optimum. Should any expansive soils be I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 18 encountered they shall be compacted to a moisture content equal to at least 5 percent over the optimum. 4. All foundation excavations and grading excavations shall be observed and evaluated by a representative of our firm before they are backfilled with soil or concrete. B. Design Parameters for Caissons or Piers All new loads for the proposed second-story addition are to be supported by a caisson or pier foundation system and the following recommendations should be foIlOl.'Jed. We encountered between 2 to 6 feet of loose to medium dense fill soil over medium dense to dense terrace deposits in the area of the proposed second- story addition. 5. Where caissons or piers are utilized, they shall be designed by the project Civil/Structural Engineer to support all vertical and lateral loads of the proposed addition. 6. For vertical loading, all end bearing caissons or piers should be embedded at least 5 feet into dense natural materials, to be approved upon observation by a representative of this firm. Dense natural soils are typically encountered between 2 and 6 feet from the surface. For lateral loading design, the caisson or pier length may require additional embedment. It is important, when drilling or hand-tool excavating for caissons or piers that utilize end- bearing strength, to limit the amount of loose material on the bottom of the excavation. Therefore, we recommend that caissons or piers be designed with a minimum diameter of 24 inches in order to facilitate observation of the excavations and allow for easy hand-tool removal of material on the bottom. I I I I I I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 19 For end-bearing capacity caissons or piers, no slough over 1 inch in thickness shall remain at the bottom of the excavation before concrete placement. The drilling or excavation contractor shall provide an appropriate cleaning tool to satisfy this requirement. Otherwise, shoring installation and hand-tool cleaning (or another acceptable option) will be required. Frictional caissons may start getting positive vertical frictional resistance starting at an approximate depth equal to -5 feet from the surface. The average allowable frictional resistance per shaft square foot is 300 psf from - 5 feet to -15 feet in depth; and 500 psf from -15 to -25 feet in depth. Wet caisson weight to be deducted is 1/3 of their weight in the soil embedded part. The part of caisson above ground needs to be considered in its full weight. 7. The minimum center-to-center spacing of caissons or piers, in a direction perpendicular to the temporary seismic or with a lateral load, shall be 3 caisson diameters. For caissons located in the same line of the applied lateral load, the shadow effect produces a reducing effect in their combined individual lateral load capacity. For 24-inch-diameter caissons spaced 10 feet center-to-center, the reduction factor shall be equal to 2.2, for the sum of the individual capacities. If the spacing is 12 feet center-to-center, the reduction factor is 1.8. The reduction factor for caissons spaced at least 16 feet apart is 1. 8. The allowable end-bearing capacity is 6,000 psf for caissons or piers penetrating at least 5 feet into dense formational soils (terrace deposits). This end-bearing capacity has already deducted the down drag force produced by existing fills. The caisson or pier weight to be considered is only one-third of the actual weight of buried caisson or pier. The actual needed I I I I I I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 20 caisson or pier length and embedment into formational soils shall be established by the structural engineer based on the length needed to adequately support the total vertical and lateral loads included in the design. 9. For lateral earthquake or wind load resistance, the structural engineer may use any method that considers the equilibrium of forces and moments. Some structural engineers like to use the fixity concept. Based on a free- head caisson with diameter equal to 24 inches, the concrete modulus of elasticity, and a horizontal subgrade reaction of the loose fills, we recommend that fixity depth to be considered in the calculation be not less than 8 feet from the soil surface. The maximum moment produced by the lateral load may be calculated by multiplying the lateral load times one-half the total distance between the point of application of lateral load at top of caisson load application above the ground plus the buried depth to fixity depth. If a balance of forces is calculated based on the applied lateral forces and reaction soil forces, the following allowable passive (equivalent fluid) forces are recommended: for existing loose fill soils 130 pcf and for formational soils 300 pcf. The passive resistance shall be measured from a depth of caissons at least 3 feet from the surface. The passive resistance of the caissons may be considered applicable on a projected surface equal to 2.5 times the diameter of the caisson multiplied by the vertical length being considered. 10. Another option chosen by some engineers is the use of the pole equation presented in USC Section 1806.8.2. to calculate minimum depth of embedment of the caissons due to lateral loads. The maximum lateral bearing of fill soil is 1,300 psf; 3,600 psf for formational soils. I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 21 11. The recommencjed allowable end bearing vertical capacity for the caissons already includes the effect of negative friction produced by the eXisting fills as well as the buried caisson v.Jeight. Any caisson weight above the soil surface shall be considered as dead load and shall be deducted from the net end bearing capacity. The depth to medium dense to dense formational soils in the explored area was encountered to range from approximately 2 to 6 feet from the existing split-level pad surface. 12. Caisson drilling operations shall be performed under the continued observations of a representative of our firm to confirm the penetration into formational soils. 13. The design and construction of the caissons shall be in accordance with the recommendations presented above, the current UBC requirements accepted by the City of Carlsbad, and also in accordance with ACI 336, 3R-93 Design and Construction of Drilled Piers, of the American Concrete Institute. The contractor shall follow all the safety procedures required by Cal OSHA. 14. It is also our recommendation that the caissons excavations be filled with concrete within 2 days after the excavations are completed, to help reduce the risk of soil caving, mud or slough intrusion, etc. C. Foundation and Slab Recommendations 15. The recommended allowable bearing value for design of shallov<I conventional foundations for the proposed residential structure is 2,000 pounds per square foot. This load-bearing value may be utilized in the design of continuous foundations and spread footings when founded a minimum of 18 inches (for the proposed structure) into dense natural ground or properly I I I I I I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbad! California Job No. 04-8622 Page 22 compacted fillr . measured from the lowest adjacent grade at the time of foundation construction. For wider and/or deeper footings! the allowable soil bearing capacity may be calculated based on the following equation: where Qa = 10000+500W for footings in compacted fill Qa = 15000+ 750W for footings in formation "Qa" is the allowable soil bearing capacity (in psf); "0" is the depth of the footing (in feet) as measured from the lowest adjacent grade; and \\W" is the width of the footing (in feet). This load-bearing value may be increased one-third for design loads that include wind or seismic analysis. In fill soilsr increases due to depth and width of footing dimensions may be allowed up to a maximum of 5,000 psf. Foundations in formational soils may have a total allowable bearing increase not to exceed 6 rOOO psf. The existing basement foundation is considered adequate to support the new second-story structural loads as long as the total existing loads and planned new loads do not exceed the recommended allowable bearing capacity. The existing basement foundation is approximately 18 inches deepr founded in the medium dense terrace materials. The foundation may be evaluated using a bearing capacity of 2,000 pounds per square foot (psf). This bearing capacity may be used in evaluation of seismic and lateral loads. 16. The passive earth pressure of the dense natural-ground soils (to be used for design of shallow foundations and footings to resist the lateral forces) shall I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 23 be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation and is comprised of properly compacted fill within the depth of the foundation. For existing loose fill soils, the allowable passive resistance is 130 pcf. 17. An allowable Coefficient of Friction of 0040 times the dead load may be used between the bearing soils and concrete foundations, walls, or floor slabs. 18. The following table summarizes site-specific seismic design criteria to calculate the base shear needed for the design of the residential additions. The design criteria was obtained from the California Building Code (2001 edition) based on the soil type and distance to the closest active fault. Parameter Value Reference Seismic Zone Factor, Z 0040 Table 16-1 Soil Profile Type Sc Table 16-J Seismic Coefficient, Ca OAONa Table 16-Q Seismic Coefficient, Cv 0.56Nv Table 16-R Near-Source Factor, Na 1.0 Table 16-S Near-Source Factor, Nv 1.0 Table 16-T Seismic Source Type B Table 16-U 19. Our experience indicates that, for various reasons, footings and slabs I occasionally crack, causing ceramic tiles and brittle surfaces to become damaged. Therefore, we recommend that all conventional shallow footings I I I I and slabs-an-grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur. I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 24 19.1 A minimum of steel for continuous footings should include at least four No. 4 steel bars continuous, with two bars near the bottom of the footing and two bars near the top. A minimum clearance of 3 inches shall be maintained between steel reinforcement and the tOPr bottom and sides of the footings. 19.2 Isolated square footings should contain, as a minimum, a grid of three No.4 steel bars on 12-inch centers, both ways, with no less than three bars each way. 19.3 In properly compacted soils, the slabs on-grade shall be at least 4 inches thick and be reinforced with No.3 steel bars placed 18 inches on center. Slabs shall be underlain by a 2-inch-thick layer of clean sand (S.E. = 30 or greater) overlying a moisture barrier membrane over 2 inches of sand. Slab subgrade soil shall 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. The moisture barrier membrane shall have at least 6-inch-wide overlaps and be sealed with tape. Basement-level slabs shall be protected using a waterproof membrane (such as Paraseal) on a gravel base layer at least 4 inches thick. We recommend the project CiVil/Structural Engineer incorporate isolation jOints and sawcuts to at least one-fourth the thickness of the slab in any floor designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. It is recommended that concrete shrinkage joints be placed no farther than approximately 20 feet, and also at re-entrant corners. However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 25 shrinkage of concrete), some cracking of slabs can be expected. Control jOints in basement slabs may be waived if provided with the proper shrinkage reinforcement. NOTE: The project Civil/Structural Engineer shall review all reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum safeguards to reduce possible crack separations. Based on our laboratory test results and our experience with the soil types on the subject site, the dense natural soils and properly compacted fill soils should experience differential angular rotation of less than 1/240 under the allowable loads. The maximum differential settlement across the structure and footings when founded on properly compacted fill or dense natural formation shall be on the order of V2-inch. 20. As a minimum for protection of exterior on-site improvementsr it is recommended that all nonstructural concrete slabs (such as patiosr sidewalksr etc')r be founded on properly compactedr moisture conditionedr and tested fill or dense native formation and underlain by at least 3 inches of leveling clean sandr with No. 3 steel bars placed 18 inches on centerr and contain adequate isolation and control jOints. The performance of on-site improvements can be greatly affected by soil base preparation and the quality of construction. It is therefore important that all improvements are properly designed and constructed for the existing soil conditions. The exterior improvements should not be built on loose soils or fills placed without our observations and testing. Any rigid improvements founded on the existing loose surface and loose deep fill soils can be expected to undergo movement and possible damage and is therefore not recommended unless I I I I I I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 26 the owner is willing to accept the risk for damage to the improvements and is willing to do any needed repairs. Geotechnical Exploration, Inc. takes no responsibility for the performance of the improvements. Any exterior area to receive concrete improvements shall be verified for compaction and moisture within 48 hours prior to grading operations performed on loose soils. For exterior slabs with the minimum shrinkage reinforcement, control joints shall be placed at spaces no farther than 15 feet apart or the width of the slab, whichever is smaller, and also at re-entrant corners. Control joints in exterior slabs shall be sealed with elastomeric jOint sealant. The sealant shall be inspected by the owner every 6 months and be properly maintained. Slabs bearing on loose fill soils may be antIcipated to undergo some differential settlement. D. Floor Slab Vapor Transmission 21. Vapor moisture can cause some problems to moisture sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floorr in addition to mildew and staining on slabs, walls and carpets. 22. The common practice in Southern California is to place vapor retarders made of PVCr or of polyethylene. PVC retarders are made in thickness ranging from 10-to 60-mil. Polyethylene retarders, called visqueen, range from 5-to 10-mii in thickness. The thicker the plasticr the stronger the resistance against puncturing. 23. Although polyethylene (visqueen) products are most commonly used, products such as Vaporshield possess much higher tensile strength and are more specifically designed for and intended to retard moisture transmission I I I I I I I I I I I I I I I I I I I Casa Oi 1\1are Remodel and Additions Carlsbad, California Job No. 04-8622 Page 27 into concrete slabs. The use of Vaporshield or equivalent is highly recommended when a structure is intended for moisture-sensitive floor coverings or uses. 24. The vapor retarders need to have jOints lapped and sealed with mastic or manufacturer's recommended tape for additional protection. To provide some protection to the moisture retarder, a layer of at least 2 inches of clean sand on top and 2 inches at the bottom shall also be provided. No heavy equipment, stakes or other puncturing instruments shall 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, overlapping or jointing is not properly implemented, etc. All these construction deficiencies reduce the retarder's effectiveness. The vapor retarders are not waterproof. They are intended to help prevent or reduce capillary migration of vapor through the soil into the pores of concrete slabs. Other vvaterproofing systems must supplement vapor retarders if full waterproofing is desired. The owner should be consulted to determine the specific level of protection required. E. Retaining Walls New retaining walls are currently proposed for expansion of the basement area. All retaining walls should be founded on firm natural ground or properly compacted fills. All retaining walls shall be designed based on the following soil design parameters: 25. The active earth pressure (to be utilized in the design of any cantilever retaining walls, utilizing imported very low expansive to low expansive soils I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 28 [EI less than 50] as backfill) shall be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). For 2: 1 sloping backfill utilizing low-expansive soils, the equivalent fluid weight shall be not less than 52 pcf. Clayey soils shall not be used as wall backfill material except as capping material in the upper 1 foot. If the existing loose fill soils are to be retained by any retaining walls, the values recommended in this section shall be increased 20 percent. The area where backfill soils are replacing on-site soils shall be defined as a wedge between the back face of the retaining wall and a 3~-degree plane, with the vertical plane passing by the heel of the retaining wall. In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 8xH (eight times the total height of retained soil! considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall in addition to the design Equivalent Fluid Weight. The soH pressure produced by any footings, improvements! or any other surcharge placed \·vithin a horizontal distance equal to the height of the retaining portion of the wall shall be included in the wall design pressure. Any loads placed on the active wedge behind the wall shall be included in the design by multiplying the load weight by a factor of 0.32. For restrained walls, use a factor equal to 0.52. The retaining wall and/or building retaining wall plans shall indicate that the walls shall be backfilled with very low to low expansive soils (EI=less than 50). 26. Proper subdrains and free-draining backwall material or geofabric drainage shall be installed behind all retaining walls (in addition to proper waterproofing) on the subject project. Geotechnical Exploration, Inc. will I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 29 assume no liability for damage to structures or improvements that is attributable to poor drainage. The architectural plans shall clearly indicate that the subdrains for any lower-level walls shall be placed at an elevation at least 1 foot below the bottom of the lower-level slabs. At least D.S-percent gradient shall be provided to the subdrain. The subdrain shall be placed in an envelope of crushed rock gravel up to 1 inch in maximum diameter, and be wrapped with Mirafi 14DN filter or equivalent (see Figure No. V). F. Slopes 27. No significant new slopes are proposed to be graded for the project. The existing perimeter slopes adjacent to the building pad appear to be relatively stable under static conditions and should not be negatively affected by the construction of the additions and associated improvements. Based on Taylor's charts and the present slope configuration! the calculated factor of safety for gross and shallow slope stability of the on-site soils is at least 1.5. However, soils that occur within 8 feet of the face of a slope will possess poor lateral stability, even though they have been compacted. Proposed secondary structures and other improvements (such as walls, fences, patiosr sidewalk, etc.) that are located within 8 feet of the face of a slope could suffer differential movement as a result of the pool lateral stability of these soils. Shallow foundations and footings of proposed secondary structures, fences, etc., when founded 8 feet and farther away from the top of compacted fill slopes, may be of standard design in conformance with the recommended load-bearing value. If the proposed foundations and footings are located closer than S feet inside the top of compacted fill slopes, they shall be I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 30 deepened to 1 V2 feet below a line beginning at a point 8 feet horizontally inside the fill slopes and projected outward and downward, parallel to the face of the fill slope (see Figure No. VI). 28. 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. If temporary cuts are used for the basement excavation, we recommend that the lower portion of the excavation be cut at a 0.5:1.0 ratio, and the upper portion (in the fill soils) be cut at a 0.75: 1.0 ratio. 29. Where not superseded by specific recommendations presented in this report, trenches! excavations and temporary slopes at the subject site shall be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA. G. Site Drainage Considerations 30. Adequate measures shall be taken to properly finish-grade the building site after the additions are in place. Drainage waters from this site and adjacent properties are to be directed away from the foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Roof gutters and downspouts should be installed on the structure, with the runoff directed away from the foundations via closed drainage lines. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings and floor slabs or further erosion of the adjacent natural slope. Failure to observe this I I I I I I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbadr California Job No. 04-8622 Page 31 recommendation could result in undermining and possible differential settlement of the structure or other improvements on the site. Currently, the California Building Code requires a minimum 2-percent surface gradient for proper drainage of building pads unless waived by the building official. Concrete pavement may have a minimum gradient of O.S-percent. In addition, appropriate erosion control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad areas or running over the existing cut slopes. 31. Planter areas} flovlIer beds and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs at a gradient of at least S percent within S 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 other improvements. Planter boxes shall be constructed with a closed bottom and a subsurface drainr installed in gravel, with the direction of subsurface and surface flow away from the slopesr foundations, footings, and floor slabs, to an adequate drainage facility. Sufficient area drains and proper surface gradient shall be provided throughout the project. Roof gutter and downspouts shall be tied to storm drain lines. Storm drain lines shall discharge into approved drainage facilities or onto an area downslope protected with an energy dissipator. H. General Recommendations 32. Following placement of any concrete floor slabs[ sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of I I I I I I I I I I I I I I I I I I I Casa Di Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 32 floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. 33. In order to minimize any work delays at the subject site during site developmentr this firm should be contacted 24 hours prior to any need for observation of footing excavations or field density testing of compacted fill soils. If possibler placement of formwork and steel reinforcement in footing excavations should not occur prior to observing the excavations; in the event that our observations reveal the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavationr recompacting soil in the bottom of the excavation, etc.) x. GRADING NOTES Any required grading operations shall be performed in accordance with the General Earthwork Specifications (Appendix E) and the requirements of the City of Carlsbad Grading Ordinance. 34. Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in this lIReport of Geotechnical Investigation and Geologic Reconnaissance" for the project. In additionr the compaction of any fill soils placed during site grading work must be tested by the soil engineer. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. All retaining wall and trench backfill that will support structures or rigid improvements shall be properly compacted. Geotechnical Exploration, I I I I I I I I I I I I I I I I I I I Casa Oi Mare Remodel and Additions Carlsbad, California Job No. 04-8622 Page 33 Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing. 35. It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design of this project are incorporated in the structural plans. Our firm should review the project plans once they are available, to verify that our recommendations are adequately incorporated in the plans. Additional or alternate recommendations may be issued by our firm, as warranted, after this review. 36. 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 considered any of the recommended actions presented herein to be unsafe. XI. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formational materials located in this area of the City of Carlsbad. 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 or when footing excavations are placed. In the event discrepancies are noted! additional recommendations may be issued, if required. I I I I I I I I I I I I I I I I I I I Casa Di [\1are Remodel and Additions Carlsbadr California Job No. 04-8622 Page 34 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. This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time. If significant modifications are made to the building plans, especially with respect to the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property I 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, testingr and approval. Once again, should any questions arise concerning this report, please feel free to contact the undersigned. Reference to our Job No. 04-8622 will expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jik&~ Ja~ Senior Project Geologist I I I I I I I I I I I I I I I I I I I REFERENCES JOB NO. 04-8622 APRIL 2004 Association of Engineering Geologists, 1973, Geology and Earthquake Hazards, Planners Guide to the Seismic Safety Element, Southern California Section, Association of Engineering Geologistsl Special Publication, Published July 19731 p. 44. Berger & Schug, 1991, Probabilistic Evaluation of Seismic Hazard in the San Diego-Tijuana Hetropolitan Region, Environmental Perils, San Diego Region, San Diego Association of Geologists. Bryant, li'I.A. and E.'.'!. Hart, 1973 (10th Revision 1997), Fault-Rupture Hazard Zones in California, Calif. Div. of Mines and Geology, Special Publication 42. California Division of ~-1ines and Geology -State of California Earthquake Fault Zones, La Jolla Quadrangle, November 1, 1991. City of San Diego Seismic Safety Element, revised 1995, Hap Sheets 25 and 29. Clarke, S.H., H.G. Greene, f'.i.P. Kennedy and J.G. Vedder, 1987, GeologiC Map of the Inner-Southern California Continental tl1argin in H.G. Greene and f'.1.P. Kennedy (editors),.California Continental f'.1argin r"ap Series, r·1ap lA, Calif. Div. of Mines and Geology, scale 1:250,000. Cro\'/ell, J.C, 1962, Displacement along the San Andreas Fault, California; Geologic SOCiety of America Special Paper 711 61 p. Gray, CH., Jr'l f'.tP. Kennedy and P.K. r'1orton, 19711 Petroleum Potential of Southern Coastal and rv'io·untain Areal California, American Petroleum Geologists, Jl.1emoir 15, p. 372-383. Greene, H.G'I 1979, Implication of Fault Patterns in the Inner California Continental Borderland between San Pedro and San Diegol in "Earthquakes and Other Perils, San Diego Region," P.L. Abbott and W.J. Elliott, editors. Greensfelder, R.W., 19741 r·laximum Credible Rock Acceleration from Earthquakes in California; California Division of Mines and GeologYI Map Sheet 23. Hart, E,W'I D.P. Smith and R.B. Saull 1979, Summary Report: Fault Evaluation Programl 1978 Area (Peninsular Ranges-Salton Trough Region), Calif. Div. of f'.1ines and Geology, OFR 79-10 SF, 10. Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (£'.1L=5.3) Earthquake Sequence in the Continental Borderland, Southern California Bulletin of the Seismological Society of Americal v. 78, p. 1885-1906. 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, Pasapena, Calif. Kennedy, [-tP., 1975, Geology of the San Diego r·letropolitan Area, California; Bulletin 2001 Calif. Div. of Mines and Geology. Kennedy, ~·1.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, r·1.p. and S.H. Clarke, 1997A1 Analysis of Late Quaternary Faulting in San Diego Bay and Hazard tD the Coronado Bridge, Calif. Div. of r>1mes and Geology Open-file Report 97-10A. I I I I I I I I I I I I I I I I I I I 2 I-:ennedy, r-1.P. and S.H. Clarker 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 Bridger Calif. Div. of rJlines and Geology Open-file Report 97-10B. Kennedy, tv1.P., S.H. Clarker H.G. Greener R.C. Jachensr V.E. Langenheim, J.J. More and D.M. Burnsr 1994, A Digital (GIS) Geological/Geophysical/Seismological Data Base for the San Diego 30-x60' Quadrangle, California --A New Generation, Geological Society of America Abstracts VJith Programs, v. 26, p. 63. r.ennedy, i\1.P. and G.W. r'loore, 1971, Stratigraphic Relations of Upper Cretaceous and Eocene Formations, San Diego Coastal Area, California, American Association of Petroleum Geologists Bulletin, v. 55, p. 709-722. r:ennedv, i·loP., S.S. Tan, R.H. Chapman and G.'!l. Chase; 1975, Character and P.ecency of Faultmg, San Diego r·letropolitan Area, California, Calif. Div. of r-1ines and Geology Special Report 123, 33 pp. r'.enned',', r'1.p. and E.E. Wei day, 19S0, Character and Recency of Faulting Offshore, metropolitan San Diego Californial Calif. Div. of t-1ines and Geology t>1ap Sheet 40, 1 :50,000. r.ern, J.P. and T.K. Rockwell, 1992, Chronology and Deformation of Quaternary IViarine Shorelines, San Diego County. California in Heath, E. and L. Levvis (editors), The Regressive Pleistocene Shoreline, Coastal Southern California, pp. l-S. Lindvall, S.c. and T.K. Rockwell, 1995r Holocene Activit", of the Rose Canyon Fault Zone in San Diego, California, Journal of Geophysical Research, v. 100, no. B-12, p. 24121-24132. r·lcEuen, R.B. and c.J. Pinckney, 1972, Seismic Risk in San Diego; Transactions of the San Diego Society of Natural History, Vol. 17, No.4, 19 July 1972. r'loore, G.lN. and r·1.p. Kennedy, 1975, Quaternary Faults in San Diego Bay, California, U.S.Geological Survey Journal of Research, v. 3r p. 589-595. Richter, e.G., 1958, Elementary Seismology, ViI.H. Freeman and Company, San FranCisco, Calif. RockvJell, T.K., D.E. r'1illman, R.S. r·lcElwain, and D.L. Lamar, 1985, Study of Seismic Activity by Trenching Along the Glen Ivy North Fault, Elsinore Fault Zone, Southern California: Lamar-r·1erifield Technical Report 85-1, U.S.G.S. Contract 14-08-0001-21376, 19 p. Simons, R.s., 1977, Seismicity of San Diego, 1934-1974, Seismological Society of America Bulletin, v. 67, p. S09-826. Tan, S.S., 1995, Landslide Hazards in Southern Part of San Diego Metropolitan Area, San Diego County, Calif. Div. of f\1ines and Geology Open-file Report 95-03 (Landslide Hazard Identification Map No. 33). 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 f\1ines and Geology Open-file Report 93-02, 45 pp, 3 plates. u.s. Dept. of Agnculture, 1953, Aenal Photographs AXN-SM-99 and 100. I I I I I I I I I I I I I I I I I I I VICINITY MAP rAD Thomas Bros Guide -San Diego County pg. 11 26 Coso Di Mare Remodel and Additions 5019 Tierra Del Oro Carlsbad, CA. r--.. --_ _ __ __ .., CARLSBAD COMPANY STORES F Figure No. I Job No. 04-8622 I I I I I I I I I I I I I I I I I I I (D RESIDENCE I S 66'~'10" ~ 221,6" :I: ) ,_, _. ___ . '0'-\ , . C'-' _0' f ,I \ , Ii , A H L _____ _ i1 SANOY BEACH .., ;, , L Q4-.8622-p RESUME, R~sldence -Mo.ln Levell Residence -Upper Levell Residence -Lower Levell TOT AL RESIDENCE, Go.ro.gel Bo.lcony' (D Existing Mo.ln Levell Existing Bo.seMent Levell Total Existing Resldencel Existing Go.ro.gel New Addltlono.lll 3072 S,t , 2110 S,t , 1298 S,t, 6480 S,t , 808 S,t , 392 S,t, 16:51 S,t , 1062 S,t, 2713 S,t , :528 S,t , GENERAL INFORMATIONI Site Acreo.~il Acres 14/300 sq,tt, Existing Zone, o.nd Land Use Designation' R-l Proposed Lo.nd Use I Resldentlo.l Too.to.l Building Coverage' 3880 sq,f't, 27% FAR Percent Ot site to loll' lOondsco.peclt 45X NUMloer ot po.rklng spo.ces required/provided, 3 (N) Residence -(D Residence = 6480 S,t , -2713 S,t , S,t , = 3767 S,t, (N) Residence (N) Go.rOoge -(D Go.rOoge = 808 S,t . -528 s,f , s,f , = 280 s,f , (N) Go.ro.ge TotOoI New ReSidence o.nd GOoro.ge = 4047 s.t, NOTE: This Plot Plan is not to be used for legal purposes, Locations and dimensions are approxi- mate. Actual property dimensions and locations of utilities may be obtained from the Approved Building Plans or the "As-Built" Grading Plans. (~ WOOO SI'AIC 230,90' :I: F.F.·l0l.o 1 CAR GARAGE Qt lEI GRAO£-lDZ.D Legend 1----ASSUMED PROPERTY BOUNDARY [ __ U_] ~B-5 PROPOSED STRUCTURE APPROXIMATE LOCATION OF EXPLORATORY BORING A AI CROSS SECTION LOCATION ___ ....J Geologic Legend Qt Pleistocene terrace Deposits ~ Tab Beach Sand Deposits Eocene Santiago formation -.----Approximate Geologic Contact ~ tu ..... III I! ..... ~ .,. : PIIOPCff DIIM I AI ! I~ , o It: SCALE: 1" = 20' (spprox/mste) ~lf 6 o ... III Q :B-~ II ~ It: III i= REFERENCE: This Plot Plan was prepared from on existing Site Plan by ARCHICTECT SCOTT M. GRUNST doted 9/26/03 and from on-site field reconnaissance performed by GEL PLOT pi AN and GEOLOGIC MAP Casa DI Mare Remodel and Additions 5019 Tierra Del Oro Carlsbad, CA Figure No. lis Job No. 04-8622 Geotechnical Exploration, Inc. AprfI2004 ------------------- A 60 :::i' CI) ~-, 40-1 ~ .8 0 -£ z 20-1° ~ ~ ....J W West Property Line ----6(J West Beach Sand CROSS SECTION ,--------------, I I I Proposed I I S.F.R. I I I I PL I A' Street 20 o r ~ '/ /\ '/ '\ (/-'/ /'\ '/ /"1 'L ). Y [\ '/ q.' /\ Y ('\ '/ <' '/ /\ / /'\ -o Exposures of Santiago Formation on Beach NOTE: This Cross Section is not to be used for legal purpos.s. Locations and dimensions are approxi-mate. Actual property dlmenlions and locations of utilities may be obtained from the Approved Building Plans Of' the "As-Built" Grading Plans. 04-8622-AA RELATIVE HORIZONTAL DISTANCE (Feet) SCALE: 1" = 20' (Horizontal and Vertical) Casi Oi Mare Remodel and Additions 5019 Tierra Del Oro Carlsbad, CA. Figure No. lib Job No" 04-8622 ~PG_hnUI ~I"" Exploration, Inc. § ~ April 2004 I EQUIPMENT DIMENSION & TYPE OF r:xCAVA TlON DATE LOGGED ""'" I Hand Auger 4-inch diameter Boring 3-5-04 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY I ± 40' Mean Sea Level Not Encountered JKH I I I I FIELD DESCRIPTION ~ AND fx:= 0 ~ fx:u ~ c:i CLASSIFICATION '"-og ~ I-ill 00. ::;:;:l:g c:i o~ l-' w 0:: w;=:-~~ >-c:i + ...J V5 LL. --' ill =>>-w<n cri u=> Ul-=> => l-. zg :r: 0 --' DESCRIPTION AND REMARKS ::St:; ::Sm ~I-~!= -~ :s::!z -'ill I-m 0. 0 i=~ _ rn <n_ ctz o.:r: 0. ~ ~ (Grain size, Density, UlOisture. Color) cri 0. -o.z xz zo o=> ~U ill >-~ ·0 'w 0.0 <w gs~ x ° --,0 <z 0 (f) en :::j ~~ ~o O~ ~o w U m U w= ~" SILTY FINE TO MEDIUM SAND, wI some roots SM -. ""(Ii ~ and rock fragments. Loose to medium dense. -~ Damp to moist. Dark red-brown. - 1 -~. .loA FILL(Qaf) -«. .~ ." -~ . -. ' .' t 2-~ FINE TO MEDIUM SAND. moderately cemented. SM -' .. . ' .. Medium dense . Damp. Red-brown. -· . , ,. I -· . TERRACE DEPOSITS (Qt) · . 3-· :1 · . -· . 6.6 ... -· . · ,. ,. . -I · " 4-.... • -. 11 -· . · . " .... --,' . .. . I -o· " 5-~. -becomes orange-brown . .... . -... -":." . --!'I ~ ,. .. I --. :.:~ ... o· "" 6---.: ~. -. :II -... · .. -~ I - 7-Bottom @ 6.5' - - I - 8- "<T -Q a: I -~ I--0 g-el ...i a. x -w 0 - I w Cl -:a: I -Y JOB NAME WATER TABLE Casa Di Mare Remodel and Additions ~ LOOSE BAG SAMPLE SITE LOCATION . m 5019 Tierra Del Oro Street, Carlsbad. California IN-PLACE SAMPLE I I • ,lOB NUMBER REVlEWEDBY LDRlJAC LOG No DRIVE SAMPLE ~ 04-8622 :;t-8-1 SAND CONEIF.D.T. RGURE NUMBER &pror ....... Jnc. ~ STANDARD PENETROMETER ilia ~ I I I I I I I I I I I I I I I I I I I I .... ~ !:::' '" .... 0 Cl -' a. x w 0 w Cl i( Cl uJ 0:: ~ is « '" t'i N N '" '" Cl g z o ~ o ~ x w EQUIPMENT DIMENSION & "TYPE OF EXCAVAl10N DATE LO<?I3ED Hand Auger 4-inch diameter Boring 3-5-04 SURFACE ELEVATION GROUNDWATER DEPTH LClGGEDBY ± 40' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION AND ~ fi:'E' ~ fi:= CLASSIFICATION e.-oK .....: w~ °a ::;;:~ ::;;:~ ill>-u.. --' ill uj U:::> UI-:::> :::> :::>>-:r: 0 --' DESCRIPTION AND REMARKS 51-5us ::;;:1-::;;:!=: I-m a... U _ CJ) a... ::;;: ::;;: (Gram size, DensIty, MoISture, Color) uj a...S:2 a...z i=S:2 xz w >-<!: ·0 'W a... 0 <!:w 0 en (1) ::; ~::;;: ~o 0::;;: ::;;:0 -1~ SILTY FINE TO MEDIUM SAND, wI some roots SM -~ and metal debris. Loose to medium dense. Dry to -damp. Red-brown. 1 -~ ALL(Qaf) -\~ -~" -~ 2- •••• 11 ANE TO MEDIUM SAND, moderately cemented. SM -· ~ Medium dense to dense. Damp. Orange-brown. -.. · . . -.... TERRACE DEPOSITS (Qt) · . 3--:-:. - -....... · .. -. . · . 4-~ - - -Bottom@4' 5- - - - 6-- - - 7- - - - 8- - - - 9- - - - .Y JOB NAME WATER TABLE Casa Di Mare Remodel and Additions r8J LOOSE BAG SAMPLE SITE LOCAl1ON IT] IN-PLACE SAMPLE 5019 Tterra Del Oro Street, Carlsbad, California • JOB NUMBER REVIEWED BY LDRIJAC DRIVE SAMPLE [I] SAND CONE/F.D.T. 04-862.2 ~--RGURE WMBER ==:; FwpIoI ....... nc. ~ STANDARD PENETROMETER IIIb ..., ~ ~ .....: 0 0 + , ~ o~ >-0 --l CJ) ~E3 !::;:E Z 0 5:!Z (1)_ <!: en a...:r: zo a... z 0:::> ::;;:u ~~ (;) 0 --,0 <!:z U mu CJ)= L03No 8-2 I I I I I I I I I I I I I I I I I I I .... ~ ?l !-0 o ..J n. 1il 0 UJ 0 ;;: o w !XC ~ Ci ~ () ~ '" '" " 9 z o ;:: < f5 a: )( w EQUlPMENT DIMENSION & TYPE OF EXCAVAllON DATE LOGGED '" Hand Auger 4-ineh diameter Boring 3-5-04 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ± 46' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION ~ AND >-0 ~ 1l:'i3 ~ n:: = ~ 0 CLASSIFICATION w o.g ~I:l:! oK ci + -.J t!; ci~ I-ill n:: w>-~->-0 lL -.J W :::>>-en wen I 0 -' DESCRIPTION AND REMARKS en u:::> UI-:::> :::> :::;;:!:: !:::::;;: zO s:!z -.Jw I-OJ 0.. U :51-:5m :::;;:1-_ tJ) en_ «Ul 0.. I 0.. ~ :::;;: (Grain sIZe. Densily. MoISture. Color) Ul o..~ o..Z f=~ xz ZO o..Z 0:::> :::;;:u w >-<C ·0 'w 0..0 «w ~e [;)8 -,0 <cZ 0 tJ) tJ) ::i ~~ ~o 0:::;;: ~o OJ U tJ)= 11 SILlY FINE TO MEDIUM SAND, wi gravel. SM -Loose to medium dense. Damp. Gray-brown. -~ -ALL(Qaf) 1 -~ - -~ - 2-, ' ~1 -~ -1<;' -Refusal due to gravel. 3-Bottom @ 2.5' - - - 4-- - - 5-Wall Backfill: estimated depth is approximately 6 -feet along basement wall (for caisson design -along north and south sides of house to support -second story addition). 6-- - - 7-- - - 8- - - - g- - - - y. JOB NAME WATER TABLE Casa Di Mare Remodel and Additions f2J LOOSE BAG SAMPLE SITE LOCAllON m IN-PLACE SAMPLE 5019 Tierra Del Oro Street, Carlsbad, California • JOB NUMBER REVIEWED BY LDRlJAC LOG No DRIVE SAMPLE m SAND CONE/F.D.T. 04-8622 ;;1--8-3 RGURE MJMBER EzpIor.aon. Inc. ~ STANDARD PENETROMETER lIIe , I I I I I I I I I I I I I I I I I I I .... ~ ~ ..... c Cl ~ n. x w 0 w C1 ;:( Cl J.iJ a: ~ 5 ;E ti N N '" ., Cl g z a j:: <£ a: o il' x w \. EQUIPMENT DIMENSION & TYPE OF EXCAliATION DATE LOGGED Hand Auger 4-inch diameter Boring 3-5-04 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ± 46' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION AND >-~ ~'t5 CLASSIFICATION ~ O::u ill Os, 00. I-WO:: w>-::;<~ ::;<~ u. -' w c>=> C>I-::::>::::> ::::>>-:c 0 -' DESCRIPTION AND REMARKS en ::;<!:::: I-ro Q... ci ::it) ::iw :::;;;1-x~ -en Q... ::;< ::;< (Grain size, DensITy, Moisture, Color) en Q...-Q...Z I--w >-« ,0 'w Q...o «w 0 en en ::::> ~::;< ~o 0::;< ::;<0 -~~ SILTY FINE TO MEDIUM SAND, wI some roots SM 4~ and rock fragments. Loose. Moist. Dark brown. -~~ -~ FILL(Qaf) 1 --.t. - -~~ -," , 2 A ~. · "-FINE TO MEDIUM SAND, wi slight silt. SM -· . ~ moderately cemented. Medium dense. Damp to · . -B.B 131.2 · . moist. Dark red-brown. -· . · . 3-· . I TERRACE DEPOSITS (Qt) · . -· . 10.9 116.4 · . -· . · . -· . 4-~ - - -Bottom@4' 5- - - - 6- - - - 7-- - - 8- - - - 9- - - - Y-JOB NAME WATER TABLE Casa Di Mare Remodel and Additions rgJ LOOSE BAG SAMPLE SITE LOCATION IT] IN-PLACE SAMPLE 5019 Tierra Del Oro Street, Carlsbad, California • JOB NUMBER REVlEWEDBY lDRIJAC DRIVE SAMPLE ~ SAND CONEIF.D.T. 04-8622 ~-RGURE NUMBER E:JrpIroo .IIDII. Inc. ~ STANDARD PENETROMETER IIId ~ :.!;! " ~ ~ I-ei 0 >-0 + ...1 ~ o~ Wt/) !::::::;< z@ -'ill en_ !§::Z Q...:C <z zo ~o o=> :::;;;c> ~~ -,0 «z w u roc> w= 89 LOG No 8-4 I EQUIPMENT DIMENSiON & TYPE OF EXCAVATlON DATE Lcn:.;ED I Hand Auger 4-inch diameter Boring 3-5-04 SURFACE ElEVATION GROUNDWATER DEPTH LOGGED BY I ± 46' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION ~ I I I I I AND 1:I:'t3 ~ 1:I:'t3 ~ CLASSIFICATION e c;-.-: 0 ill °a w 00. .-: wa: w>-~a: ~~ >-0 + b!: o~ ll. -' ill u:::> Ul--:::> :::> :::>>--' CJJ ~f:(1 :c 0 -' DESCRIPTiON AND REMARKS CJJ ~!:::: I-" zO ~!z ::St) ::Sen ~I-en~ I--m 0.. U -CJJ x~ < CJJ o..:c 0.. ~ ~ (Grain size. Density. Moisture, Color) uj 0.. -0..2 I--Zo 0..2 0:::> 3H~ ill >-<I: ·0 'w 0..0 <w ~~ xO -,0 0 en en :::> ~~ ~o O~ ~o ill U m U CJJ= ~!<. SILTY ANE TO MEDIUM SAND, wi some roots SM -A~ and rock fragments. Loose. Moist to wet. Dark -~ brown. - 1 -~" -~ ALL{Qaf) -~j - 2-~ -~~ -ANE TO MEDIUM SAND. wI slight silt. SM -• 4 moderately cemented. Medium dense. Damp to · . 3-* • moist. Dark red-brown. -· . · . -· . I TERRACE DEPOSITS (Qt) · . -· " · ." 4-• « · . -0"' · .. " · . -· ." I -c" • · ... 5-~ - - I Bottom@5' - 6-- - I - 7-- - I - 8-... -1il I -~ ... -a g-o ..I n. ~ - I 0 - UJ C) - Q' I y JOB NAME WATER TABLE Casa Di Mare Remodel and Additions I2?J LOOSE BAG SAMPLE SITE LOCATION I I IT] IN-PLACE SAMPLE 5019 Tterra Del Oro Street, Carlsbad, California • JOB NUMBER REVIEWED BY JAC lOG No DRIVE SAMPLE m SAND CONElF.D.T. 04-8622 a&=--.c-8-5 RGURE f'UMBER ~ STANDARD PENETROMETER II Ie " I I I I I I I I I I I I I I I I I I I I .... e '" !C:' '" l-0 0 ...l "-x w 0 w 0 ~ 0 w ~ ::;: 5 c( '" c( t.> N N co "" z 0 ~ t.> c( ~ 0 u !!? 135 130 ) / 125 120 115 110 u 0. > I-u; z 105 w 0 >-~ 0 100 95 90 85 80 75 0 5 4~~' ~ ----==~ §: ~~r 1\ , 1\ \ \ 1\ • !\ ~ m \ 1\ 1\ \\ \ I~ 1\ l\ 1\ \ 1\\ \ '\ 1\ \ Source of Material 8-4@2.0' 1\ 1\ 1\ , Description of Material Red-brown SIL TV F-M SAND 1\ \ 1\ 1\ Test Method ASTM 01557 Method A 1\ \ \ [\ \ \ 1\ \ '\ ~ TEST RESULTS \ , \ I\. Maximum Dry Density 1312 PCF 1\ , Optimum Water Content 8.8 % -, r\ \ \ 1\ '\ ATTERBERG LIMITS \ l\ \ 1\ \ \\ 1\ LL PL PI 1\ I\. 1\ \ I\, 1\ Curves of 100% Saturation 1\ , for Specific Gravity Equal to: \ I\. 1\ \ 2.80 1'\ \ \ I\.. 2.70 i\. \ '\. " 2.60 '\ ~ 1\ .'\. I\. I'\. \ l\. 1'\ , 1\ 1\ l'\ I'\. l\. f'\. " " I'\. \ f'-'\ I'\. " 1'-. ." " ...... r-... " "'t ~ "I N 10 15 20 25 30 35 40 45 WATER CONTENT. % Geotechnical MOISTURE-DENSITY RELATIONSHIP exploration, Inc. Figure Number: IVa Job Name: Casa Di Mare Remodel and Additions Site Location: 5019 Tierra Del Oro Street, Carlsbad, Calii Job Number: 04-8622 I I I I I I I I I I I I I I I I I I I u.s. SIEVE OPENING IN INCHES I u.S SIEVE NUMBERS I HYDROMETER 6 4 3 2 15 1314 1123/8 3 4 6 .a1O 1416 20 30 40 50 60 100 140200 100 I I I I T r~ I I I 95 P 90 i\ : 85 80 1\ \ 75 70 1-65 1\ :r: S260 w \ 3: >-55 !D a: 1\ W50 \ z u: I-45 j z W ~ 40 w a. 35 \ 30 " 25 20 15 10 : : 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES : GRAVEL I SAND I SILT OR CLAY coarse I fine I coarse medium fine I Specimen Identification Classification LL PL PI Cc Cu • B-4@2.0' Red-brown SILTY F-M SAND " g en ~ l-e 0 ..... Specimen Identification D100 060 030 010 %Gravel %Sand %Silt %Clay a. x 1LJ file B-4@2.0' 2.36 0.329 0.152 0.0 78.0 22.0 0 ii 0 1LJ a: « :::0 « VJ « l> 4r;.4~i Geotechnical GRAIN SIZE DISTRIBUTION N N '" ., w Exploration, Inc. Figure Number: IVb ~ ~ ..-::::j~ Job Name: Casa Di Mare Remodel and Additions z ;c §:~~ Site Location: 5019 Tierra Del Oro Street, Cansbad, Calif ~ a: " ~ Job Number: 04-8622 I I I I I I I I I I I I I I I I I I I TYPICAL SUBGRADE RETAINING WALL DRAINAGE RECOMMENDATIONS Exterior!Reta in ing Footing Wall Lower-level Sealant Slab-on-grade or Crawlspace . . 6" Min. " . .. Sealant OTTOSC NOTE: As on option to Miradrain 6000, Grovel 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 grovel envelope. 02-8198-V 60' E Exterior Perforated PVC (SDR 35) 4" pipe with 0.5% min. slope, with bottom of pipe located 12" below slab or Interior (crawlspace) 9round surface elevation, with 1.5 (cu.ft.) of gravel 1" diameter max, wrapped with filter cloth such as Miradrain 6000 T Between Bottom 12" of Slab and 1 Pipe Bottom Figure No. V Job No. 04-8622 : .... ~ ~I.., ..",.,....., ••• §::?;. I I I I I I I I I I I I I I I I I I I FOUNDATION REQUIREMENTS NEAR SLOPES Proposed Structure Concrete Roor Slab Setback: ~------~"--~~--- 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 imbedment shall be measured from competent son.) COMPACTED FILL SLOPE WITH MAXIMUM INCUNATION AS PER SOILS REPORT. Total Depth of Footing Measured from Finish Soil Sub-Grade Reinforcement of Foundations and Roor Slobs Following the Recommendations of the Architect or Structural Engineer. COMPACTED FILL Concrete Foundatio 18" Minimum or as Deep as Requi'ed for Lateral Stability ~ TYPICAL SECTION ( Showing Proposed Foundation Located Within 8 Feet of Top of Slope ) E <I) eO. LL.o Q)e;; 0-c 0 00. 1;;0 0 ..... 18" FOOTING / 81 SETBACK Total Depth of Footing # 1.5: 1.0 SLOPE 2.0: 1.0 SLOPE 0 8Z' 'Z 66" 4' 51 " 6' 34" 8' 18" # when appficable 66" 54" 4Z' 3fJ' 18" Figure No. VI Job No. 04-8622 4-;;1 Geotechnical I' Exploration, Inc. §*" I I I I I I I I I I I I I I I I I I I APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No. 200 sieve) GR.AVELS, CLEAN GR.4VELS (rli1ore than half of coarse fraction is larger than No.4 sieve size, but smaller than 3 ") GRAVELS \"/iTH FINES IA,ppreclable amount) S':'~.DS, CLEAr! S~NDS ,r'.~o"e than half ot coarse fraction I~ S:Ti,:;!I;::f than a r ;0, -+ SIEve) s,l..rms \iVITH FJr'JES (Appreciable amount) GIN GP GC S",,' .. SP SM SC 'Nell-graded gravels, gravel and sand mixtures, little or no fines. Poorly graded gravels, gravel and sand mixtures, little or no fines, Clay gra\/els, poorl'l graded gravel-sand-silt mixtures \,/ell-grcde9 s::md, gra'.'ellv sands, little or no fmes Poorl,! graded sands, gr3'Jelly sands, little or no fines. Silty sands, poorly graded sand and silty mixtures. Clayey sands, poorly graded sand and clay mixtures. FINE-GRAINED (More than half of material is smaller than a No. 200 sieve) SILTS AND CLAYS ML Liquid Limit Less than 50 CL OL MH LjOL!id Limit Greater than 50 CH OH HIGHLY ORGAr'JIC SOILS PT Inorganic silts and very fine sands, rock flour, sandy silt and clavey-silt sand mixtures \Nith a slight plasticity. Inorganic clays of 10\;./ to medium plasticity, gravelly clays, silty clays, clean clays. Organic silts and organic silty clays of low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils I I I I I I I APPENDIXB I I EQ FAULT TABLES 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 ] ] TEST.OUT ••••••••••••••••••••••• if if if if if E Q F A U L T Uersion 3.00 * * * * * ••••••••••••••••••••••• DETERMIHISTIC ESTIMATIOH OF PEAK RCCELERRTIOH FROM DIGITIZED FAULTS JOB MIIIIER: 111-8622 JOB MAME: Casa Di Mare Test Run CALCULATIOH HAME: Test Run Analysis FAULT-DRTA-FILE HAME: CDHGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.160. SITE lOHGITUDE: 117.3510 SERRCH RADIUS: 1ftO Ai DATE: 111-29-21'" ATTEHUATIOH RELATIOH: 12) Bozorgnia Cawpbell Hiazi (1999) Hor.-Soft Rock-Cor. Ut£ERTRIHTY (H=Hedian, S=Sigaa): H tm.,er of Sigaas: 1.1 DISTRHCE MEASURE: cdist SCOtl): 1 Baseaent Depth: 5.01 k. Caapbell SSR: 1 Call1pbell SUR: D COMPUTE PEAK HORIZOHTAL ACCELERATIOH FAULT-DATA FILE USED: CDHGFLTE.DAT HIHIMUM DEPTH UALUE (k.): 3.0 Page 1 I I I I I I I I I I I I I I I I I I I Page 1 TEST.OOT EQFAULT SUHHARY DETERMIHISTIC SITE PARAMETERS I IESTIMATED MAX. EARTHQUAKE EUEHT I APPROXIMATE 1------------------------------- ABBREUIATED 1 DISTRHCE I MAXIMUH I PERK lEST. SITE FAULT HAME I ~ (k~) I ERRTHQUAKE I SITE IIHTEHSITY I I MAG.(Hw) I ACCEl. g IMOD.MERC. ================================1============== ==========1==========1========= HEWPORT-IHGlEWOOD (Offshore) I 5.1( 8.1) 6.9 I 0.356 1 IX ROSE CAHYOH I 5.1( 8.1) 6.9 I 1.356 1 IX COROHADO BANK I 21.9( 33.6) 7.' I 1.151 1 UIII ELSIHORE-TEMECULA I 2'.'( 39.2) 6.8 I 1.186 lUll ElSIHORE-JUlIAH I 2'.7( 39.7) 7.1 I 0.1" 1 UII ELSIHORE-GlEH IUY I 33.'( 53.8) 6.8 I 1.062 I UI PALOS UERDES I 35.2( 56.6) 1.1 I 1.172 I UI EARTHQUAKE UALLEY I __ .5( 11.6) 6.5 I 1.137 I U HEVPORT-IHGLEVOOD (t.A.Basin) I '5.'( 73.1) 6.9 I I . .-s I UI SAH JACIHTO-AHZA I ".9( 75.5) 7.2 I 1.157 I UI SAH JRCINTO-SAH JACIHTO URllEY I '1.3( 76.1) 6.9 I I.'" I UI CHIHO-CEHTRRL AUE. (Elsinore) I '7.3( 76.1) 6.1 I 1.157 UI WHITTIER I 51.1( 81.7) 6.8 I 1."1 U SAH JACIHTO-COYOTE CREEK I 52.9( 85.1) 6.8 I 0.138 U COMPTOH THRUST I 55.1( 88.6) 6.8 1 1.152 UI ELYSIAH PARK THRUST I 58.1( 93.') 6.1 I I.'" UI ElSlHORE-COYOTE MOUHTAIH I 58.7( 9'.5) 6.8 I 1.13' U SAH JACIHTO-SAH BERNARDIHO (59.5( 95.1) 6.7 I 1.132 U SAH AHDREAS -San Bernardino I 6'.9( 1".5) 7.3 I I.'" UI SAH AHDREAS -Southern I 6'.9( 1".5) 7.' I 1."1 UI SAH JACIHTO -BORREGO I 66.9( 111.7) 6.6 I 1.126 U SAH JOSE I 61.1( 119.6) 6.5 I 1.13' U SIERRA HADRE I 71.8( 115.5) 1.1 I 1.'-5 UI PIHTO MOUHTAIH 1 11.9( 115.1) 7.1 I 1.132 U CUCAMOHGA I 72.1( 116.1) 7.1 I 1.'-5 UI SAH ANDREAS -Coachella I 13.3( 111.9) 1.1 I '.133 U Page 2 I I I I I I I I I I I I I I I I I I I TEST.OUT HORTH FRONTAL FAULT lOHE (West) I 75.5( 121.5)1 7.1 I 1.1lI3 I UI CLEGHORN I 77.2( 12.11.2), 6.5 I 1.121 I IU BURNT HIH. I 18.2( 125.9)1 6.11 1 1.119 1 IU RAYIIlHD 1 I9.I( 128.3)1 6.5 , 1.129 I U HORTH FRONTAL FAULT lOHE (East) } 81.2( 129.1)1 6.7 I 1.132 1 U SAH ANDREAS -Mojave I 81.2( 129.1) I 7.1 , 1.131 , U SAN ANDREAS -1857 Rupture I .1.2( 129.1)1 1.8 I 1.151 1 UI EUREKR PERK I 81.1( 131 • .II)} 6.11 I 1.119 1 IU CLRMSHELL-SAWfIT 1 81.5( 131.2)1 6.5 1 0.128 I U UERDUGO I 82 • .II( 132.6)1 6.1 1 1.131 1 U SUPERSTITIOH HIN. (Sao Jacinto) I 83 • .II( 13.11.3)1 6.6 1 1.121 I IU HOLLYWOOD I '1I.2( 135.5)1 6.11 I 1.125 I V £LIIlRE RAII!H I 87.1( 1111.1)1 6.6 , 1.121 I IV LRHDERS I 81.9( 1111.11)1 7.3 1 1.132 , V DETERMIHISTIC SITE PRRAMETERS Page 2 I IESTIMATED MAX. ERRTHQURKE EUENT 1 APPROXIMATE 1------------------------------- ABBREUIATED I DISTAII!E 1 MAXIMUM I PEAK lEST. SITE FRULT NAME I ai (kR) 1 EARTHQUAKE I SITE ,INTENSITY I I HAG.(Hw) , ACCEL. g IIIlD.HERC. ================================1==============1========== ==========1========= SUPERSTITION HILLS (San Jacinto)1 88.1( 1111.7)1 6.6 1.119 I IV HELEHDRLE -S. LOCK HARDT I 88.2( 1111.9)1 1.1 6.121 1 U SANTR IIlNICA I 88.9( 11l3.1)1 6.6 0.127 I U LAGUNA SALADA I 91.1( 1.IJ5.1)1 7.1 1.125, V MALIBU CORST I 91.1I( 1.IJ1.1)1 6.1 1.128 1 U LEHYOOD-LOCKHRRT-OLD WOMAH SPRGSI 92.3( 1118.5)1 7.3 1.131 1 U JOHNSON UALLEY (Horthern) I 95.6( 153.8») 6.7 1.119) IU HORTHRIDGE (E. Oak Ridge) ) 95.6( 153.9)1 6.9 0.131 1 U BRAWLEY SEISMIC lOHE I 95.9( 15.11.11)1 6 • .11 1.116 I IU SIERRA HADRE (San Fernando) I 96.2( 1511.8)1 6.7 1.121 I V EHERSON So. -COPPER HIN. 1 96.2( 1511.8)1 6.9 1.122 I IV SAN GABRIEL 1 96.1I( 155.2)1 1.1 1.123 I IU AHRCAPA-DUHE I 98.1( 151.1)1 1.3 1.041 1 U ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• -END OF SERRCH-53 FAULTS FOUND VITHIN THE SPECIFIED SEARCH RADIUS. THE NEWPORT-INGLEWOOD (Offshore) FRULT IS CLOSEST TO THE SITE. IT IS RBOUT 5.D MILES (8.D kR) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE RCCELERATION: 1.3557 g Page 3 I I I I I I I I I I I I I I I I I I I TEST.OUT KKKKKKKKKKKKKKKKKKKKKKK lit lit it it it EQFAULT Uersion 3.11 it it it it it DETERMIHISTIC ESTIMATIOH OF PEAK ACCELERATIOH FROM DIGITIZED FAULTS JOB HUMBER: '--8622 JOB MAME: Casa Di Hare Test Run CALCULRTIOH MAME: Test Run Analysis FAULT-DRTA-FILE NAME: CDHGFLTE.DRT SITE COORDINATES: SITE LATITUDE: 33.161' SITE LOHGITUDE: 111.3511 SEARCH RADIUS: 111 Ri DRTE: '--29-21'- ATTEHURTIOH RELATIOH: 12) Bozorgnia Ca~bell Hiazi (1999) Hor.-Soft Rock-Cor. Ut£ERTRIHTY (H=Hedian, S=Sigllil): M HoJlber of Sigllils: 1.1 DISTAHCE MERSURE: cdist SCOHl): 1 BaseReot Depth: 5.UI k. Canpbell SSR: 1 COMPUTE RHGR HORIZ. RCCEL. (FACTOR: 1.65 FRULT-DRTA FILE USED: CDHGFLTE.DAT MIHIMUM DEPTH UALUE (k.): 3.1 Page 1 Canpbell SHR: 1 DISTAt£E: 21 tiles) I I I I I I I I I I I I I I I I I I I Page 1 TEST.ODT EQFRULT SUMMARY DETERMIHISTIC SITE PARAMETERS I IESTIMATED HAX. EARTHQUAKE EVEHT I APPROXIMATE 1------------------------------- ABBREUIATED I DISTAHCE I MAXIMUM I RHGA lEST. SITE FAULT MAME I Jd (ka) I EARTHQURKE I SITE IIHTEHSITY 1 I HAG.(Hw) I ACCEL. g IHOD.MERC. ================================I==============J==========1==========1========= HEWPORT-IHGLEWOOD (Offshore) 1 5.1( 8.1)1 6.9 I 1.231 I IX ROSE CAHYOH I 5.1( 8.1)1 6.9 I 1.231 I IX COROMADO BAHK I 21.9( 33.6)1 7._ I 1.151 I VIII ELSlHURE-TEMECULR I 2_._( 39.2)1 6.8 I 1.186 I VII ELSlHORE-JULIAH 1 2_.7( 39.7)1 7.1 I 1.104 lUll ElSIHORE-GlEH IUY I 33._( 53.8)1 6.8 I 1.162 I UI PRlOS UERDES I 35.2{ 56.6)1 7.1 I 1.172 1 UI EARTHQUAKE UALLEY I __ .5( 71.6)1 6.5 I 1.137 1 U HEWPORT-IHGLEVOOD (L.R.Basin) I _5._( 73.1)1 6.9 I 6.~ I 01 SAH JACIHTO-AHZA I ~.9( 75.5)1 7.2 I 1.157 I 01 SAH JACIHTO-SAH JACIHTO OAlLEY 1 _7.3{ 76.1)1 6.9 1 I.~ 1 UI CHlHU-CEHTRAL RUE. (Elsinore) I _7.3( 76.1)1 6.7 I 1.157 I UI WHITTIER I 51.8( 81.7)1 6.8 I 1. __ 1 I U SAH JACIHTO-COYOTE CREEK I 52.9( 85.1)1 6.8 I 1.138 I U COMPTOH THRUST I 55.1{ 88.6)1 6.8 I 1.152 I UI ELYSIAH PARK THRUST I 58.1( 93._)1 6.7 1 •• ~ I UI ELSlHORE-COYOTE HOUHTAIH I 58.7( '-.5)1 6.8 1 1.13_ I U SAH JACIHTO-SAH BERHARDIHO I 59.5( 95.8)1 6.7 I 1.132 I U SAH AHDREAS -San Bernardino 1 6_.9( 104.5)1 7.3 I 1.04_ I 01 SAH AHDREAS -Southern 1 6_.9( 104.5)1 7._ I 1.047 I UI SAH JACIHTO -BORREGO I 66.9{ 117.7)1 6.6 1 1.126 I U SAH JOSE 1 68.1( 119.6)1 6.5 I 1.13' I U SIERRA HADRE I 11.8( 115.5)1 1.1 I 1."5 I UI PIHTO MOUHTAIH 1 71.9( 115.7)1 7.1 I 1.132 I U CUCAMOHGA 1 72.1( 116.1)1 7.1 I 1."5 I UI SAH AHDREAS -Coachella I 73.3( 117.9)1 1.1 I 1.133 I U Page 2 I I I I I I I I I I I I I I I I I I I TEST.OUT HORTH FROHTAL FAULT ZOHE (Vest) 1 75.5( 121.5) 7.1 1.1113 1 UI CLEGHORH 1 77.2( 1211.2) 6.5 1.121 1 IU DURHT MIH. I 78.2( 125.9) 6.11 1.119 1 IU RRYHOtI) 1 79.7( 128.3} 6.5 1.129 I U HORTH FROHTAL FRULT ZONE (East) I 81.2( 129.1} 6.7 1.132 I U SAH ANDREAS -Mojaue I 81.2( 129.1) 1.1 1.131 1 U SAH ANDREAS -1857 Rupture 1 SI.2( 129.1) 1.8 1.151 I UI EUREKA PEAK 1 81.1( 131.Ji} 6.4 1.119 1 IU CLAHSHELL-SRWPIT I 81.5( 131.2) 6.5 1.128 1 U UERDUGO I 82.II( 132.6} 6.1 1.131 1 U SUPERSTITIOH MIH. (San Jacinto) 1 83.II( 1311.3} 6.6 '.121 I IU HOLLYWOOD 1 8ft.2( 135.5) 6.11 '.125 1 U EUIJRE RRtI!H 1 87.IC 1141.0) 6.6 1.121 I IU LANDERS 1 87.9( 1141 • .1&) 1.3 1.132 1 U DETERMIHISTIC SITE PARAMETERS Page 2 I lESTIMATED MAX. EARTHQURKE EUEHT 1 APPROXIMATE 1------------------------ ABBREUIATED I DISTANCE 1 MAXIMUM I RHGA lEST. SITE FAULT HAME I Ri (kR) I EARTHQUAKE 1 SITE lIHTEHSITY 1 1 MAG.(Hw} I ACCEL. g IMOD.HERC. ================================1==============1==========1========== ========= SUPERSTITION HILLS (San Jacinto)1 88.1( 1.1&1.1)1 6.6 I 1.119 IU HELENDRLE -S. LOCKHRRDT I 88.2( 1.1&1.9)1 1.1 I 1.127 U SRHTA HONICA I 88.9( 1113.1)1 6.6 1 1.127 U LRGUHA SRLRDA 1 91.1( 1115.0}1 7.1 1 1.125 U MALIBU COAST I 91.II( 1ft7.1}1 6.7 I 0.128 U LEtMJOD-LOCKHART-OLD WOMAH SPRCSI 92.3( 11t8.5)1 1.3 1 1.131 U JOHNSON URLLEY (Northern) 1 95.6( 153.8)1 6.7 I 0.119 IU HORTHRIDGE (E. Oak Ridge) I 95.6( 153.9}1 6.9 I 6.631 U BRAWlEY SEISMIC ZOHE I 95.9( 1511.Ji}1 6.11 1 1.116 IU SIERRA MADRE (San Fernando) 1 96.2( 1511.8)1 6.1 I 1.121 U EHERSOH So. -COPPER HIH. I 96.2( 15ft.8)1 6.9 I 1.122 IU SRH GRBRIEL 1 96.Ji( 155.2)1 7.1 I 0.123 IU RHACRPR-DUHE I 98.I( 157.1)1 7.3 1 1.1111 U ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• -END OF SEARCH-53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE NEWPORT-INGLEWOOD (Offshore) FRULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.1 HILES (8.1 k.) RWRY. LARCEST MAXIMUM-EARTHQUAKE SITE ACCELERATIOH: 1.2312 g Page 3 I I I I I I I APPENDIXC I I EQ SEARCH TABLES I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TEST.OUT ••••••••••••••••••••••••• * * * * * E Q SEA R C H Uersion 3.11 * * * * * ••••••••••••••••••••••••• ESTIMATIOH OF PEAK ACCELERATIOH FROM CALIFORHIR EARTHQUAKE CATALOGS JOB tlJH8ER: 111-8622 JOB HAlt::: Cas a Di Mare Test Run EARTHQUAKE-CATALOG-FILE HAHE: RLLQUAKE.DAT MAGHITUDE RRHGE: MIMIMUM MAGHITUDE: 5.11 MAXIMUM MAGHITUDE: 9.UI SITE COORDIHRTES: SITE LATITUDE: 33.1610 SITE LOHGITUDE: 111.3511 SEARCH DATES: START DRTE: 1801 EIt) DATE: 2113 SEARCH RADIUS: 1111.1 I1Ii. 161.9 kill DATE: ftJl-29-21111 ATTEtlJATIOH RELATIOH: 12) Bozorgnia Ca.pbell Hiazi (1999) Hor.-Soft Rock-Cor. Ut£ERTAIMTY (M=Median, S=Sigaa): M tl.lllliber of Sigaas: 1.1 RSSUMED SOURCE TYPE: DS [SS=Strike-slip. DS=Reuerse-slip. BT=Blind-thrust] SCOIt): I Depth Source: A Basenent Depth: 5.11 ka Canpbell SSR: 1 Caapbell SHR: ft COMPUTE PEAK HORIlOMTAL ACCELERATIOH MIHIMUM DEPTH UALUE (kR): 3.1 Page 1 I I I I I I I I I I I I I I I I I I I TEST.OUT ------------------------- ERRTHQURKE SERRCH RESULTS Page 1 ------------------------------------------------------------------------------- 1 1 I FILEI LRT. I LOHG. I DRTE CODEI HORTH 1 VEST 1 I TIME I I I SITE ISITEI APPROX. I (UTC) IDEPTHIQUAKEI RCC. I HH I DISTRHCE I H "Secl (k.)1 MAG.I 9 IIHT.I Ri Ik.] ----+-------+--------+----------+--------+-----+-----+-------+----+------------DHG 133.11111111.311'111/22/186612136 6.11 6.11 6.511 6.211 IVIIII 11.4( 18.4) Mel 133.111'1111.'111119121/18561 131 '.11 1.11 5.1'1 1.141 I V I 23.1( 31.1) Mel 132.81111111.1111115/25/18131 I I '.11 1.11 5.'11 '.133 I U I 28.8( 46.3) PAS 132.91111117.8711117/13/198611341 8.21 6.11 5.311 •• 134 lUI 32.8( 52.8) DHG 132.11661111.211'115/21/186212. I 6.11 '.11 5.911 6.149 I VI I 32.9( 53.6) T-A 132.67611111.1116116/21/18621 • I 1.'1 I.ftl 5.161 6.121 1 V 1 35.4( 57.1) T-R 132.61'1,117.111'115/24/18651 • I '.'1 1.'1 5."1 '.121 I U I 35.4( 51.1) T-R 132.61111111.1111,12/"/18561 I I 1.'1 '.'1 5.111 1.121 lUI 35.4( 51.1) DMG 133.71161111.4616115/13/19111 621 6.BI 6.11 5.161 1.125 I V 37.4( 66.2) DMG 133.11111111.4116114/11/19111 151 1.01 1.11 5.611 1.125 I U 37.4( 61.2} DMe 133.11"1117.41'1115/15/191'11547 1.11 1.11 6."1 I.~ 1 UI 31.4{ 61.2) DMe 133.21"1116.7111111/11/19211 235 ••• , '.11 5.111 1.125 I U 37.1( 6'.6) DMe 133.699'1117.511'115/31/19381 83455.41 1'.'1 5.5'1 '.133 I U 38.3( 61.1) DHG 132.81111116.81.611./23/1894123 3 1.11 '.11 5.711 1.135 I V 41.4( 65.6) Mel 133.2.611116.6116116/12/192611148 1.6, 1.11 5.361 1.126, U 43.4( 69.9) DMe 133.11"1116.925'119/23/19631144152.61 16.51 5."1 '.121 I IU 45.2f 72.7) DMe 133.75 •• 1117 ••••• 116/16/191812232 '.'1 '.'1 5."1 '.121 I IU 45.4{ 73.1) DMe 133.75 •• '111 ••••• 114/21/19181223225 •• 1 1.11 6.811 '.163 I VI 45.4{ 73.1) DMG 133.57511111.983'113/11/19331 518 4.11 I .• , 5.2.1 '.122 I IV 46.4( 74.1} Mel 133.811'1117.6111114/22/191812115 1.1, 1.11 5.111 1.121 1 IU 46.5{ 74.8) DMe 133.61711111.961'113/11/19331 154 1.81 1.'1 6.3'1 '.143 I UI 47.5( 16.5) DHG 133.1 •• 11117 ••••• 112/25/189911225 1.'1 '.'1 6.4'1 '.145 I UI 48.6( 18.2) DMe 133.61711118.1171113/14/1933119 151.11 1.11 5.111 '.12' ,IU 49.7( 8'.1) DMG 133.91611117.21'.112/19/188'1 I I I.', 1.1, 6.1', 1.132 I U 51.1( 83.4) PAS 133.51111116.5131112/25/198.,114138.51 13.61 5.S'1 1.123 I IV I 53.1( 86.4} DMC 133.683'1118.15"113/11/19331 658 3.'1 '.'1 5.511 1.123 I IV I 54.1( 17.1) DMe 133 ••••• 1116.433.116/14/194.11135 1.31 1.'1 5.1'1 1.118 I IU I 54.2( 87.2) DMe 133.51111116.5.11119/3./19161 211 1.11 1.11 5.111 1.111 I IU 1 5'.4{ 81.5) DMe 133.11111118.1671113/11/19331 51122.11 '.11 5.111 1.118 I IU I 55.6( 89.6} Page 2 I I I I I I I I I I I I I I I I I I I TEST.OUT DNC 133.1"'1118.161'113/11/19331 85_57.'1 '.'1 5.1'1 '.118 IU I 55.6( 89.6) DNC 13_ ••••• 1111.25 •• 111/23/19231 73126.11 '.11 6.251 '.13' U 1 58.3( 93.8} MGI 13_.11.1,111.51.1112/16/1858111 I 1.'1 1.'1 7.111 1.155 UI I 58.6( 9_.'} DHG 133.15111118.183'113/11/19331 231 1.11 1.11 5.111 1.117 IU I 58.7( 9'._) DNC 133.15111118.1831113/11/19331 911 1.11 1.11 5.1'1 '.117 IU I 58.7( 9_._) ONC 133.75"1118.1831113/13/19331131828.11 1.1, 5.311 '.119 IU I 58.7( 9'._) DNC 133.15111118.183'113/11/19331 323 1.11 1.11 5."1 '.116 IU 1 58.7( 9_._) DMG 133.15111118.1830113/11/19331 2 9 1.11 1.11 5.011 1.016 IU I 58.7{ 9_._) DNC 133.34311116.3~11'-/28/19691232'-2.91 20.11 5.811 1.125 U I 59.3( 95.5) DNC 133.95111116.8511119/28/19~1 719 9.11 1.11 5.111 '.115 IV I 61.1( 99.2) ONC 133.78311118.1331111/12/19331 91117.61 1.11 5._11 1.119 IU I 62.3(111.3) ONC 132.8171,118.3511112/26/19511 "'5_.', 1.11 5.91, 1.125 u, 62.6(111.7) DNC 133._1111116.3111112/19/1891112 6 0.11 1.11 6.311 1.132 U I 62.8(111.1) T-R 132.25111117.5111111/13/1811121 1 1.11 1.1, 5.'01 1.11' IU I 63._(112.1) MGI 13_.1 •• 11111.3111111/15/191512.-1 '.'1 1.1, 5.3'1 1.111 I IU I 65.1(1.-.5) DNC 133._ .. 11116.2611113/25/1931116_9 1.81 1'.11 6.'11 '.126 I U I 65.1(1.-.8) DHG 133.2"1,116.21'1,15/28/189211115 1.11 1.11 6.311 1.131 1 U I 66.5(117.1) DNC 133.91611116.7211116/12/19 __ 11.-53_.71 1'.11 5.111 0.11_ I IU I 61.1(111.8) DHG 133.18311118.2511111/1_/19_11 8_136.31 0.11 5._11 1.117 I IU 1 61.'(118.') DHG 133.28311116.1831113/23/195'1 '1_51.11 1.11 5.111 1.11' I IV , 67.9(119.3) ONC 133.28311116.1831113/19/195'1 95_29.11 1.11 6.201 1.128 I U I 61.9(119.3) DHG 133.28311116.1831113/19/195_1112111.11 1.01 5.511 1.118 I IU I 61.9(119.3) DMG 133.28311116.1831113/19/195'1 95556.1, 1.11 5.'1, 1.113 , III, 67.9(119.3) DHG 133.99'11116.1121,16/12/19 __ 1111636.11 11.11 5.311 1.116 I IU I 68.3(119.9) EARTHQUAKE SEARCH RESULTS Page 2 -------------------------------------------------------------------------------1 I I FILEt LAT. I LONG. I DATE CODEI HORTH I VEST I 1 TIME I I I SITE ISITEI APPROX. 1 (UTC) IDEPTHI QUAKE 1 Rce. I HH 1 DISTRHCE I H M Secl (kR)1 MAG.I g IIHI.I ai [kR] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ DMG 132.71111116.3101112/2_/18921 121 1.11 1.11 6.111 1.138 MGI 13_.UIII1118.1010112/25/1913117'5 D.II 1.11 5.111 1.113 DMG 133.21111116.133011l/15/1945111562~.11 0.11 5.111 1.119 GSP 13,.14111111.1111112/28/1991123~36.61 5.11 5.211 1.114 DMG 133.19'11116.12911"/19/19681 22859.11 11.11 6.411 1.131 DMG 133.85111118.2671113/11/193311_25 1.11 1.11 5.111 1.113 DHG 13_.21111117.4111111/22/1899, '-6 1.11 ~.II 5.511 1.111 PAS 133.99811116.6161111/11/19861 92~.51 11.71 5.611 1.118 DMG 134.11111116.810111112'/193511~ 7.61 1.11 5.111 1.113 DMG 134.211'1111.11"119/2./19111 15_ 1.'1 '.11 6.1'1 1.123 DMG 13,.18.1,116.9211111/16/19311 13_ 3.61 1.11 5.11, 1.013 DMG 134.18111116.9211101/16/19311 12~3.91 0.11 5.211 1.11' GSP 13_.16311116.8551116/28/199211~21.11 6.11 5.311 1.114 DNC 13_.11"1116.11.1112/11/18891 521 1.11 1.11 5.311 1.11' PAS 13'.16111118.1191111111/198711 __ 221.11 9.51 5.911 1.121 DMG 133.11311116.13111.-/19/19681 3 353.5, 5.1, 5.211 1.113 PAS 13,.1131,118.1981111/.-/19811115938.21 8.21 5.311 1.11' DMG 13,.11111116.5111111/26/19'11 24941.11 1.11 5.111 1.112 Page 3 U 68.6(111.5) III 69.1(111.0) IU 70.'(113.3) IV 71.6(113.6) U 11.6(113.6) III 71.1(114._) IU 11.9(115.6) IU 72.1(115.8) III 12.2(116.2) IU 73.2(111.8) III 74.6(121.1) III 74.6(121.1) IU I 14.9(121.5) IV 1 7'.9(121.5) IU I 75.1(121.7) 1111 76.1(122.3) IU I 16.3(122.8) 1111 16.8(123.5) I I I I I I I I I I I I I I I I I I I TEST.OUT DMG 13'.11111116.5111111125/19'11 619'9.11 1.1, 5.2'1 1.113 1111 16.8(123.5) DMG 13'.11111116.51.1111/25/19'11 "'31.11 1.11 5."1 1.112 1111 16.8(123.5) DMG 13,.11711116.5111117/2"19'71221~.11 '.1, 5.511 1.116 IU I 76.8{123.5) GSP 13,.19511116.8621108/17/19921214152.11 11.11 5.311 1.11' lU I 76.8(123.5) DMG 133.93311116.3831112/"/19'8123~17.11 1.11 6.511 0.131 U I 71.1(12'.1) DMG 13,.21111117.5"'119/12/191'I1~153.'1 8.11 5.'11 1.115 IU I 11.'(12'.6) I-A 13' ••••• 1118.25 •• 119/23/18211 •• '.11 '.'1 5."1 '.112 III1 11.1(125.1) T-R 13'.1111,118.2511113/26/18611 I I 1.1, 1.1, 5.111 0.112 1111 17.1{125.1) T-R 13'.11111118.2511111/11/18561 I I 1.11 1.1, 5.111 1.112 1111 71.1(125.1) MGI 13'.1 •• 11118.11'1117/11/18551 '15 1.'1 1.11 6.311 1.126 U 1 11.9(125.') DMG 133.23111116.1"1115/26/19511155933.61 15.11 5.1'1 '.112 1111 11.9(125.') GSH 13,.2131,116.821'116/28/1992115153 •• 11 5.'1 6.1'1 1.133 U I 18.'(125.6) DMG 13'.21111111.91"118/28/18891 215 1.11 1.11 5.51, 1.115 IU I 18.'{126.2) DMG 13'.31111111.51.1111/22/189912132 1.1, 1.11 6.511 1.129 I U I 19.2(121.') DMG 132.96111116 •• 111111/22/19'21181326.11 1.11 5.1'1 '.111 I 1111 19.2(121.5) DMG 132.961'1116.11"111/21/19'21162519.11 1.'1 5.1'1 1.111 I 1111 19.2(121.5) DHG 132.96111116.1.1'111/21/19'2116265,.1, 1.1, 5.111 1.111 I 1111 19.2{121.5) DHG 132.96111116.1111111/21/19'21162213.11 1.11 6.511 1.129 I U I 79.2{121.5} DHG 13'.26101116.9611118/29/19~1 3'513.11 0.11 5.511 1.115 I IU I 79.5(128.1) GSP 133.81611116.261'116129/199211611'2.81 1.11 5.21, 1.113 I 1111 19.6(128.1) Hel 13'.1.1'1118.3.11,19/13/19151 5'1 1.11 1.'1 5.3'1 1.113 I III1 79.1(128.2) GSP 133.91211116.28_6167/2_/19921181~6.21 9.11 5.011 1.111 I 1111 19.9(128.6) DHe 13~.31111111.6110117/31/189_1 512 1.11 1.11 6.111 1.121 I IU I 81.1(128.8) DHG 132.98311115.9831115/23/19'2115'729.11 1.11 5.011 1.111 1 III 81.1(128.8} GSP 13,.23911116.83111'1/19/1992111~51.61 '.11 5.31, 1.113 I III 81.1(128.9} DMG 132 ••••• 1111.51 •• 116/2'/193911621 1.'1 1.11 5.111 1.111 I III 81.6(129.6} DHG 132.110'1111.5116115/11/193912353 0.11 1.01 5.111 1.011 I III 81.6(129.6) DHG 132.20011116.5511111115/19_91 ~52'.11 1.01 5.101 0.112 I III 81.1(130.3) DMG 132.21"1116.5511111/04/19'91204238.11 1.1, 5.111 1.111 I IU 81.1(131.3) GSP 133.96111116.3181104/23/19921045123.11 12.11 6.111 1.122 I IU 81.1(131.6) PDG 13_.29111116.9'61112/11/21111211515.81 9.11 5.111 1.112 I III 81.'(131.1) Mel 13'.18011118.2611161/16/1926118 8 6.11 0.11 5.611 0.111 1 III 82.3(132.4) DHC 132.56111118.5510112/24/19481 81511.11 6.61 5.311 1.613 I III 83.2(133.9) GSP 13,.12911116.3211118/21/1993111"38." 9.11 5.111 1.111 I III 8'.3(135.6) DHG 132.18311116.6611111/25/193'1 818 1.11 1.11 5.111 1.111 I III 8'.3(135.1) ERRTHQURKE SERRCH RESULTS Page 3 -------------------------------------------------------------------------------I 1 I FILEI LRT. I LONG. I DRTE CODEI HURTH I WEST I I TIME 1 I 1 SITE ISITEI APPROX. I (UTC) I DEPTH I QURKE I Rce. I HH I DISTRNCE 1 H "Secl (kR}1 HAG.I 9 IIHT.I ai [kR) ----+-------+--------+----------+--------+-----+-----+-------+----+------------ GSP 13,.16'11116.3611119/15/1992118'111.31 9.11 5.211 1.112 I 1111 8'.'(135.9) GSP 13,.26211118.6I2UI06/28/199111~54.51 11.11 5.'01 6.113 I 1111 84.8(136.5) GSP 13,.1B8I111n.4U41116/29/19921141338.81 9.11 5.'01 1.813 I 1111 85.1(136.9) DHG 13'.31111111.6511112/18/1812115 I 1.11 1.11 1.111 1.137 I U I 85.3(131.3) GSP 13,.3'111116.9111111/21/19921161151.51 1.11 5.3'1 1.113 1 1111 85.5(131.5) DHe 13'.16111116.3331115/18/19'11 55121.21 1.11 5.2'1 1.112 I 1111 85.1(131.9) DHG 13'.16111116.3331115/18/19'11 12132.11 1.11 5.1'1 1.111 I 1111 85.1(131.9) Page 4 I I I I I I I I I I I TEST.OUT GSP 134.139'I116.~11116/28/19921123641.61 1'.11 5.111 1.111 1 1111 85.8(138.1) DHe 133.183'1115.85111'-/25/19511222412.11 1.11 5.111 1.111 I 1111 86.1(139.5) GSP 13_.36911116.8911112/'-/19921121851.51 3.11 5.311 1.112 1 IIII 81._(141.1} DHG 13_.18311116.3111115/18/19411 5 358.51 1.11 5.411 1.113 I 1111 81.8{1_1.3) HGI 13_.11001118.5011111/19/191812118 1.11 1.11 5.011 1.111 I IIII 88.1{141.6) DHG 134 ••••• 1118.5 ••• 111/ __ /192111224 1.11 1.11 5.1'1 '.11' I I1II 88.1(141.6) PAS 133.113'1115.1391111/24/19811131556.51 2.41 6."1 1.119 I IU I 88.'{141.6) DHG 133.10001115.833'111/D8/19~I185418.11 1.01 5.401 1.113 I 1111 88.5(1_2.3) DHG 133.03311115.8211119/31/19111224611.31 8.11 5.101 1.111 I 1111 88.9(1~.0} GSH 134.21111116.~61116/28/1992111573_.11 1.11 7.611 0.155 I UI I 89.I{143.2) DHe 133.21611115.811'1"/25/19571215738.71 -'.31 5.211 '.111 IIII 89.2(143.5) PAS 133.919'1118.6271111/19/19891 65328.81 11.9, 5.111 1.111 IIII 91.3(145.2) PAS 133.18211115.1151111/24/19871 15414.51 4.91 5.811 1.116 IU 1 91.2(1~.8) T-A 133.50011115.8211115/0'/18681 1 1 1.11 1.11 6.311 0.122 IU 1 91.3(141.1) DHe 133.951'1118.6321118/31/193'1 '-136.'1 '.11 5.2'1 '.111 1111 91.7(141.6) PAS 133.944'1118.6811111/11/19791231438.91 11.31 5.111 '.11' 1111 93.8(151.9) GSP 13_.26811116.4121116/16/19941162_27.51 3.11 5.111 1.11' 1111 93.9(151.1) DMG 131.81111111.1311112/22/196_1215_33.21 2.31 5.661 1.114 1111 9_.1(151.3) GSP 13_.3_1°1116.5291166/28/1992112_153.51 6.'t 5.211 1.111 1111 9_.2(151.6) DMG 132.983'1115.133'111/24/19511 717 2.61 '.'1 5.611 1.113 1111 94.3(151.8) DHe 133.23311115.1111111/22/19421 15138.11 1.11 5.511 1.113 1111 94.5(152.') DMG 132.9511,115.1111116/14/19531 _1129.9, D.I, 5.511 1.112 I1I1 95.6(153.9) GSP 13_.33201116.4621111/11/19921.74029.91 9.'1 5.411 1.112 I 1111 95.6(153.9) PAS 134.32711116.4\5'113/15/1979121 716.51 2.51 5.211 1.111 1 1111 95.9(154.3) DHe 134.11111116.1"'1 __ /13/1926121 8 1.11 '.11 5.511 '.112 I 1111 96.9(156.1) DHG 134 ••••• '116 ••••• 119/15/1928114\2 1.'1 1.'1 5.'11 1.'19 1 1111 96.9(156.1) DHG 132.90001115.1011111/12/1928119 1 1.11 0.11 5.'11 1.119 1 1111 91.2(156.4) GSP 134.23111118.4751113/21/19941212012.31 13.11 5.301 1.111 I IIII 98.2(158.D) PAS 133.19811115.63211 __ /26/1981112 928.41 3.81 5.111 1.114 1 1111 99.4(161.1) GSP 134.213'1118.5371111/11/19941123155.41 18.11 6.111 1.026 1 U 1 99.7(161.4) -EHD OF SEARCH-143 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH ARER. TIME PERIOD OF SEARCH: 181. TO 2113 II lEHGTH OF SERRCH TIME: 214 years I I II I I II II THE ERRTHQUAKE CLOSEST TO THE SITE IS ABOUT 11.4 HILES (18.4 k.) AWAY. LARGEST EARTHQUAKE HAGHITUDE FOUHO IH THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE RCCELERATIOH FROM THIS SEARCH: 0.216 9 COEFFICIEHIS FOR GUTENBERG & RICHTER RECURREHCE RELATIOH: a-value= 1.514 b-value= 1.381 beta-ualue= '.877 TABLE OF MAGHITUDES RHO EXCEEDAHCES: Earthquake I Hu~er of Tines I Cu.olatiue Magnitude I Exceeded I Ho. / Year Page 5 I I I I I I I I I I I I I I I I I I I TEST.OUT -----------+-----------------+------------ 11.1 11.5 5.1 5.5 6.1 6.5 7.1 7.5 1113 1113 1113 51 27 11 3 1 1.71198 1.71198 1.71198 1.21151' 1.13235 1.15392 1.111171 1.IU'II91 Page 6 I I I I I I I I I I I I I I I I I I I APPENDIX D MODIFIED MERCALLI INTENSITY INDEX I I I I I I I I I I I I I I I :1 I I I APPENDIXE GENERAL EARTH-WORK SPECIFICATIONS I I I I I I I I I I I I I I I I I I I 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") GRA VELS WITH FINES (Appreciable amount) SANDS, CLEAN SANDS (More than half of coarse fraction is smaller than a No.4 sieve) SANDS WITH FINES (Appreciable amount) GW GP GC SW SP SM SC Well-graded gravels, grave! and sand mixtures, little or no fines. Poorly graded gravels, gravel and sand mixtures, little or no fines. Clay gravels, poorly graded gravel-sand-silt mixtures Well-graded sand, gravelly sands, little or no fines Poorly graded sands, gravelly sands, little or no fines. Silty sands, poorly graded sand and silty mixtures. Clayey sands, poorly graded sand and clay mixtures. FINE-GRAINED (More than half of material is smaller than a No. 200 sieve) SILTS AND CLAYS ML Liquid Limit Less than 50 CL OL MH Liquid Limit Greater than 50 CH OH HIGHLY ORGANIC SOILS PT Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity . Inorganic clays of 10v\I to medium plasticity, gravelly clays, silty clays, clean clays. Organic silts and organic silty clays of low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity. Peat and other highly organic soils I I I I I I I I I I I I I I I I I I I APPENDIX 0 MODIFIED MERCALLIINTENSITY 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 Mercalfi devised a new scale on a I to XII range. The Mercalli Scale was modified in 1931 by American seismologists Harry O. Wood and Frank Neumann to take into account modern structural features. The Modified Mercalli Intensity Scale measures the intensity of an earthquake's effects in a given locality, and is perhaps much more meaningful to the layman because it is based on actual observations of earthquake effects at specific places. It should be noted that because the damage used for assigning intensities can be obtained only from direct firsthand reports, considerable time --weeks or months --is sometimes needed before an intensity map can be assembled for a particular earthquake. On the Modified Mercalli Intensity Scale, values range from I to XII. The most commonly used adaptation covers the range of Intensity from the conditions of "I -not felt except by very few, favorably situated, "to "XII --damage total, lines of sight disturbed, objects thrown into the air." While an earthquake has only one magnitude, it can have many Intensities, which decrease with distance from the epicenter. It is difficult to compare magnitude and intensity because intensity is linked with the particular ground and structural conditions of a given area, as well as distance from the earthquake epicenter, while magnitude depends on the energy released at the focus of the earthquake. I Not felt except by a very few under especially favorable circumstances. II Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing. 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 plasterj unstable objects overturned. Disturbances of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop. VI Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Damage slight. VII Everybody runs outdoors. Damage negligible in building of good design and construction; slight to moderate in well- built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving 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 struaures destroyed with foundations; ground badly cracked. Rails 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 greatly. XII Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen on ground surface. Lines of sight and level are distoned. Objects thrown upward into the air. 41i·~..!!! ~""II ~~~ I I I I I I I I I I I I I I I I I I APPENDIX E GENERAL EARTHWORK SPECIFICATIONS General The objective of these specifications is to properly establish procedures for the clearing and preparation of the existing natural ground or properly compacted fill to receive new fill; for the selection of the fill material; and for the fill compaction and testing methods to be used. Scope of Work The earthwork includes all the activities and resources provided by the contractor to construct in a good workmanlike manner all the grades of the filled areas shown in the plans. The major items of work covered in this section include all clearing and grubbing, removing and disposing of materials, preparing areas to be filled, compacting of fill, compacting of backfills, subdrain installations, and all other work necessary to complete the grading of the filled areas. Site Visit and Site Investigation 1. 2. The contractor shall visit the site and carefully study it, and make all inspections necessary in order to determine the full extent of the work required to complete all grading In conformance with the drawings and specifications. The contractor shall satisfy himself as to the nature, location, and extent of the work conditions, the conformation and condition of the existing ground surface; and the type of equipment, labor, and facilities needed prior to and during prosecution of the work. The contractor shall satisfy himself as to the character, quality, and quantity of surface and subsurface materials or obstacles to be encountered. Any inaccuracies or discrepancies between the actual field conditions and the drawings, or between the drawings and specifications, must be brought to the engineer's attention in order to clarify the exact nature of the work to be performed. A soils investigation report has been prepared for this project by GEl. It is available for review and should be used as a reference to the surface and subsurface soil and bedrock conditions on this project. Any recommendations made in the report of the soil investigation or subsequent reports shall become an addendum to these specifications. Authority of the Soils Engineer and Engineering Geologist The soils engineer shall be the owner's representative to observe and test the construction of fills. Excavation and the placing of fill shall be under the observation of the soils engineer and his/her representative, and he/she shall give a written opinion regarding conformance with the specifications upon completion of grading. The soils engineer shall have the authority to cause the removal and replacement of porous topsoils, uncompacted or improperly compacted fills, disturbed bedrock materials, and soft alluvium, and shall have the authority to approve or reject materials proposed for use in the compacted fill areas. The soils engineer shall have, in conjunction with the engineering geologist, the authority to approve the preparation of natural ground and toe-of-fill benches to receive fill material. The engineering geologist shall have the authority to evaluate the stability of the existing or proposed slopes, and to evaluate the necessity of remedial measures. If any unstable condition is being created by cutting or filling, the engineering geologist and/or soils engineer shall advise the contractor and owner immediately, and prohibit grading in the affected area until such time as corrective measures are taken. The owner shall decide all questions regarding: (1) the interpretation of the drawings and specifications, (2) the acceptable fulfillment of the contract on the part of the contractor, and (3) the matter of compensation. I I I I I I I I I I I I I I I I I I I Appendix E Page 2 Clearing and Grubbing 1. 2. 3. Clearing and grubbing shall consist of the removal from all areas to be graded of all surface trash, abandoned improvements, paving, culverts, pipe, and vegetation (including --but not limited to --heavy weed growth, trees, stumps, logs and roots larger than 1-inch in diameter). All organic and inorganic materials resulting from the clearing and grubbing operations shall be collected, piled, and disposed of by the contractor to give the cleared areas a neat and finished appearance. Burning of combustible materials on-site shall not be permitted unless allowed by local regulations, and at such times and in such a manner to prevent the fire from spreading to areas adjoining the property or cleared area. It is understood that minor amounts of organic materials may remain in the fill soils due to the near impossibility of complete removal. The amount remaining, however, must be considered negligible, and in no case can be allowed to occur in concentrations or total quantities sufficient to contribute to settlement upon decomposition. Preparation of Areas to be Filled 1. 2. 3. 4. After clearing and grubbing. all uncompacted or improperly compacted fills, soft or loose soils, or unsuitable materials, shall be removed to expose competent natural ground, undisturbed bedrock, or properly compacted fill as indicated in the soils investigation report or by our field representative. Where the unsuitable materials are exposed in final graded areas, they shall be removed and replaced as compacted fill. The ground surface exposed after removal of unsuitable soils shall be scarified to a depth of at least 6 inches, brought to the specified moisture content. and then the scarified ground compacted to at least the specified density. Where undisturbed bedrock is exposed at the surface, scarification and recompaction shall not be required. All areas to receive compacted fill, including all removal areas and toe-of-fill benches, shall be observed and approved by the soils engineer and/or engineering geologist prior to placing compacted fill. Where fills are made on hillsides or exposed slope areas with gradients greater than 20 percent, horizontal benches shall be cut into firm, undisturbed, natural ground in order to provide both lateral and vertical stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm, undisturbed, natural ground at the elevation of the toe stake placed at the bottom of the design slope. The engineer shaH determine the width and frequency of all succeeding benches, which will vary with the soil conditions and the steepness of the slope. Ground slopes flatter than 20 percent (5.0:1.0) shall be benched when considered necessary by the soils engineer. Fill and Backfill Material Unless otherwise specified, the on-site material obtained from the project excavations may be used as fill or backfill, provided that all organic material, rubbish, debris, and other objectionable material contained therein is first removed. In the event that expansive materials are encountered during foundation excavations within 3 feet of finished grade and they have not been properly processed, they shall be entirely removed or thoroughly mixed with good, granular material before incorporating them in fills. No footing shall be allowed to bear on soils which, in the opinion of the soils engineer, are detrimentally expansive --unless designed for this clayey condition. I I I I I I I I I I I I I I I I I I I Appendix E Page 3 However, rocks, boulders, broken Portland cement concrete, and bituminous-type pavement obtained from the project excavations may be permitted in the backfill or fill VJith the following limitations: 1. The maximum dimension of any piece used in the top 10 feet shall be no larger than 6 inches. 2 Clods or hard lumps of earth of 6 inches in greatest dimension shall be broken up before compacting the material in fill. 3. If the fill material originating from the project excavation contains large rocks, boulders, or hard lumps that cannot be broken readily, pieces ranging from 6 inches in diameter to 2 feet in maximum dimension may be used in fills below final subgrade if all pieces are placed in such a manner (such as windrows) as to eliminate nesting or voids between them. No rocks over 4 feet vllill be allowed in the fill. 4. Pieces larger than 6 inches shall not be placed within 12 inches of any structure. 5. Pieces larger than 3 inches shall not be placed within 12 inches of the subgrade for paving. 6. Rockfills containing less than 40 percent of soil passing 3/4-inch sieve may be permitted in designated areas. Specific recommendations shall be made by the soils engineer and be subject to approval by the city engineer. 7. Continuous observation by the soils engineer is required during rock placement. 8. Special and/or additional recommendations may be provided in writing by the soils engineer to modify, clarify, or amplify these specifications. 9. During grading operations, soil types other than those analyzed in the soil investigation report may be encountered by the contractor. The soils engineer shall be consulted to evaluate the suitability of these soils as fi!! materials. Placing and Compacting Fill Material 1. After preparing the areas to be filled, the approved fill material shall be placed in approximately horizontal layers. with lift thickness compatible to the material being placed and the type of equipment being used. Unless otherwise approved by the soils engineer, each layer spread for compaction shall not exceed 8 inches of loose thickness. Adequate drainage of the fill shall be provided at all times during the construction period. 2. 3. 4. When the moisture content of the fill material is belo'"v that specified by the engineer, water shall be added to it until the moisture content is as specified. When the moisture content of the fill material is above that specified by the engineer, resulting in inadequate compaction or unstable fill, the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is as specified. After each layer has been placed, mixed. and spread evenly, it shall be thoroughly compacted to not less than the density set forth in the specifications. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other approved types of acceptable compaction equipment. Equipment shall be of such design that it will be able to compact the fill to the specified relative compaction. Compaction shall cover the entire fill area, and the equipment shall make sufficient tripS to ensure that the desired density has been obtained throughout the entire fill. At locations where it would be impractical due I I I I I I I I I I I I I I I I I I I Appendix E Page 4 to inaccessibility of rolling compacting equipment, fill layers shall be compacted to the specified requirements by hand-directed compaction equipment. 5. When soil types or combination of soil types are encountered which tend to develop densely packed surfaces as a result of spreading or compacting operations, the surface of each layer of fill shall be sufficiently roughened after compaction to ensure bond to the succeeding layer. 6. Unless otherwise specified, fill slopes shall not be steeper than 2.0 horizontal to 1.0 vertical. In general, fill slopes shall be finished in conformance with the lines and grades shown on the plans. The surface of fill slopes shall be overfilled to a distance from finished slopes such that it will allow compaction equipment to operate freely within the zone of the finished slope, and then cut back to the finished grade to expose the compacted core. Alternate compaction procedures include the backrolling of slopes ,,"Jith sheepsfoot rollers in increments of 3 to 5 feet in elevation gain. Alternate methods may be used by the contractor, but they shall be evaluated for approval by the soils engineer. 7. Unless otherwise specified, all allowed expansive fill material shall be compacted to a moisture content of approximately 2 to 4 percent above the optimum moisture content. Nonexpansive fill shall be compacted at near-optimum moisture content. All fill shall be compacted, unless otherwise specified, to a relative compaction not less than 95 percent for fill in the upper 12 inches of subgrades under areas to be paved With asphalt concrete or Portland concrete, and not less than 90 percent for other fill. The relative compaction is the ratio of the dry unit weight of the compacted fill to the laboratory maximum dry unit weight of a sample of the same soil, obtained in accordance with A.S.T.M. 0-1557 test method. 8. The observation and periodic testing by the soils engineer are intended to provide the contractor with an ongoing measure of the quality of the fill compaction operation. It is the responsibility of the grading contractor to utilize this information to establish the degrees of compactive effort required on the project. More importantly, it is the responsibility of the grading contractor to ensure that proper compactive effort is applied at all times during the grading operation, including during the absence of soils engineering representatives. Trench Backfill 1. Trench excavations ,,".thich extend under graded lots, paved areas, areas under the influence of structural loading, in slopes or close to slope areas, shall be backfilled under the observations and testing of the soils engineer. All trenches not falling within the aforementioned locations shall be backfilled in accordance with the City or County regulating agency specifications. 2. 3. Unless otherwise specified, the minimum degree of compaction shall be 90 percent of the laboratory maximum dry density. Any soft, spongy, unstable, or other similar material encountered in the trench excavation upon which the bedding material or pipe is to be placed, shall be removed to a depth recommended by the soils engineer and replaced with bedding materials suitably densified. Bedding material shall first be placed so that the pipe is supported for the full length of the barrel with full bearing on the bottom segment. After the needed testing of the pipe is accomplished, the bedding shall be completed to at least 1 foot on top of the pipe. The bedding shall be properly densified before backfill is placed. Bedding shall consist of granular material with a sand equivalent not less than 30, or other material approved by the engineer. I I I I I I I I I I I I I I I I I I I Appendix E Page 5 4. 5. 6. No rocks greater than 6 inches in diameter will be allowed in the backfill placed between 1 foot above the pipe and 1 foot below finished subgrade. Rocks greater than 2.5 inches in any dimension will not be allowed in the backfill placed within 1 foot of pavement subgrade. rvlaterial for mechanically compacted backfill shall be placed in lifts of horizontal layers and properly moistened prior to compaction. In addition, the layers shall have a thickness compatible with the material being placed and the type of equipment being used. Each layer shall be evenly spread, moistened or dried, and then tamped or rolled until the specified relative compaction has been attained. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire rollers, vibratory rollers, or other mechanical tampers. Impact-type pavement breakers (stompers) will not be permitted over clay, asbestos cement, plastic, cast iron, or nonreinforced concrete pipe. Permission to use speCific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or improvements installed under the contract. The contractor shall make his/her own determmation in this regard. 7. Jetting shall not be permitted as a compaction method unless the soils engineer allows it In writing. 8. Clean granular matenal shall not be used as backfill or beddmg in trenches located In slope areas or Within a distance of 10 feet of the top of slopes unless provisions are made for a dramage system to mitigate the potentIal buildup of seepage forces into the slope mass. Observations and Testing 1 . The soils engineers or their representatives shall sufficiently observe and test the grading operations so that they can state their opinion as to whether or not the fill was constructed in accordance with the specifications. 2. The soils engineers or their representatives shall take sufficient density tests during the placement of compacted fill. The contractor should assist the soils engineer and/or his/her representative by digging test pits for removal determinations and/or for testing compacted fill. In addition, the contractor should cooperate with the soils engineer by removing or shutting dovlln equipment from the area being tested. 3. Fill shall be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should be performed by using approved methods by A.S.T.M., such as A.S.T.M. 01556, 02922, and/or 02937. Tests to evaluate density of compacted fill should be provided on the basis of not less than one test for each 2-foot vertical lift of the fill, but not less than one test for each 1,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. In fill slopes, approximately half of the tests shall be made at the fill slope, except that not more than one test needs to be made for each 50 horizontal feet of slope in each 2-foot vertical lift. Actual test intervals may vary as field conditions dictate. 4. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the soils engineer. Site Protection It shall be the grading contractor's obligation to take all measures deemed necessary during grading to maintain adequate safety measures and working conditions, and to provide erosIOn-control devices for the protection of excavated areas, slope areas, finished work on the site and adjoining properties, from storm damage and flood hazard originating on the project. It shall be the contractor's responsibIlity to maintain slopes in their as-graded I I I I I I I I I I I I I I I I I I I Appendix E Page 6 form until all slopes are in satisfactory compliance with the job specifications, all berms and benches have been properly constructed, and all associated drainage devices have been installed and meet the requirements of the specifications. All observations, testing services, and approvals given by the soils engineer and/or geologist shall not relieve the contractor of his/her responsibilities of performing the work in accordance with these specifications. After grading is completed and the soils engineer has finished his/her observations and/or testing of the work, no further excavation or filling shaIl be done except under his/her observations. Adverse Weather Conditions 1 . 2. 3. 4. 5. 6. 7. Precautions shall be taken by the contractor during the performance of site clearing, excavations, and gradmg to protect the worksite from flooding, pan ding, or inundation by poor or improper surface drainage. Temporary provisions shall be made during the rainy season to adequately direct surface drainage away from and off the workslte. \Nhere low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. Durmg periods of ramfall, plastic sheeting shall be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the contractor shall install checkdams, desilting basins, rip-rap, sandbags, or other devices or methods necessary to control erosion and provide safe conditions. During periods of rainfall, the soils engineer should be kept informed by the contractor as to the nature of remedial or preventative work being performed (e.g. pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). Follo'll/ing periods of rainfall, the contractor shall contact the soils engineer and arrange a \valk-over of the site in order to visually assess rain-related damage. The soils engineer may also recommend excavations and testing in order to aid in his/her assessments. At the request of the soils engineer, the contractor shall make excavations in order to evaluate the extent of rain-related damage. Rain-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, sVJelling, structural distress, and other adverse conditions identified by the soils engineer. Soil adversely affected shall be classified as Unsuitable Materials, and shall be subject to overexcavation and replacement I.'/ith compacted fill or other remedial grading, as recommended by the soils engineer. Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, shall be overexcavated to unaffected, competent material. Where less than 1.0 foot in depth, unsuitable materials may be processed in place to achieve near-optimum moisture conditions, then thoroughly recompacted in accordance with the applicable specifications. If the desired results are not achieved, the affected materials shall be over-excavated, then replaced in accordance with the applicable specifications. In slope areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, they shall be overexcavated and replaced as compacted fill in accordance v.lith the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture-conditioning in place, followed by thorough recompaction in accordance with the applicable grading guidelines herein presented may be attempted. If materials shall be overexcavated and replaced as compacted fill, it shall be done in accordance \'vith the slope-repair recommendations herein. As field conditions dictate, other slope-repair procedures may be recommended by the soils engineer.