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2004-1520 G CITY OF ENCINITAS APPLICANT SECURITY DEPOSIT RELEASE Depositor Name: % c / Vendor No. i`�7�7 Address: /) Phone State Zip DEPOSIT DESCRIPTION: 1. MEMO PROJECT NUMBER 2. RELEASED AMOUNT: 3. DEPOSIT BALANCE: $ Note . AUTHORIZATION TO RELEASE: Project Coordinat Date Supervisor Date `t�S Department Head Date DEPOSIT BALANCE CONFIRMED: Finance Dept Date GENERAL PROJ. # BRIEF DESCRIPTION AMOUNT LEDGER # (25 Characters limit) 101- 0000 - 218.00 -00 - - - - - - Security Deposit - TOTALS I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT JUST CHARGE AGAINST THE CITY OF ENCINITAS PROCESSED BY DEPARTMENTAL APPROVAL FINANCE DATE OF REQUEST DATECHECK REQUIRED Next Warrant DATE CI'T'Y OF ENCINITAS APPLICANT SECURITY DEPOSIT RELEASE Vendor No. Depositor Name: f Phone No_ Address: Zt State p DEPOSIT DESCRIPTION: 1. MEMO PROJECT NUMBER 2. RELEASED AMOUNT: 3. DEPOSIT BALANCE: $ �v Notes: �n eL AUTHORIZATION TO RELEASE: Project Coordinato - Date r/ Supervisor Date C Department Head Date DEPOSIT BALANCE CONFIRMED: Finance Dept Date GENERAL PROJ. It BRIEF DESCRIPTION AMOUNT LEDGER.# (25 Characters limit) 101- 0000 - 218.00 -00 ------ Security Deposit - TOTALS I HEREBY CERTIFY THAT THIS CLAIM REPRESENTS A APPROVED FOR PAYMENT JUST CHARGE AGAINST THE CITY OF ENCINITAS PROCESSED BY FINANCE DEPARTMENTAL APPROVAL DATE OF REQUEST DATE DATE CHECK REQUIRED Next Warrant REPORT OF PRELIMINARY GEOTECHNICAL ' INVESTIGATION AND GEOLOGIC RECONNAISSANCE Timm Residence Additions ' 2162 Mountain Vista Drive Encinitas, California JOB NO. 03 -8562 ' 27 January 2004 ' Prepared for: ' Mr, and Mrs. Richard Timm GEOTECHNI CAL EXPLORATION, INC. ' SOIL & FOUNDATION ENGINEERING • GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY 27 January 2004 ' Richard and Julie Timm Job No. 03 -8562 2162 Mountain Vista Drive Encinitas, CA 92024 Subject: Reuort of Preliminary Geotechnical Investigation and Geologic Reconnaissance ' Timm Residence Additions 2162 Mountain Vista Drive Encinitas, California ' Dear Mr. and Mrs. Timm: ' In accordance with your request and our proposal dated December 10, 2003, Geotechnical Exploration, Inc. has performed an investigation of the geotechnical and general geologic conditions at the location of the subject site. ' Additionally, we have performed a geologic reconnaissance of the site, per the requirements of the City of Encinitas. The field work was performed on December 19, 2003. ' In our opinion, if the conclusions and recommendations presented in this report are implemented during site p P g preparation, the site should be suited for the proposed ' structure additions and improvements. This opportunity to be of service is sincerely appreciated. Should you have any ' questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 03 -8562 will expedite a response to your inquiries. ' Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. ' Jaime A. Cerros, P.E. Leslie D. Reed, resid rp G f R.C.E. 34422/G.E. 2007 - C.E.G. 999Eex P 3 -3 b t` Senior Geotechnical Enginee / QgOFESS /pN _ D l �F F � REED CD Rio. 0020 7 m EiG114EERI'i ' Exp. �' 30/ GA_0L0,WST J' �'T{ TF 0F C�VNF 7420 TRADE STREET • SAN DIEGO, CA 92 2- FAX: (858) 549 -1604 • E -MAIL: geotech @ixpres.com ' TABLE OF CONTENTS PAGE ' I. EXECUTIVE SUMMARY 1 II. SITE DESCRIPTION Z III. FIELD INVESTIGATION 3 IV. GENERAL GEOLOGIC DESCRIPTION 4 V. SITE - SPECIFIC GEOLOGIC DESCRIPTION 5 ' VI. GEOLOGIC HAZARDS g VII. EARTHQUAKE RISK EVALUATION 11 ' VIII. GROUNDWATER 13 IX. LABORATORY TESTS AND SOIL INFORMATION 14 ' X. CONCLUSION AND RECOMMENDATIONS 16 XI. GRADING NOTES 33 ' XII. LIMITATIONS 34 ' FIGURES . I. Vicinity Map II. Site Plan ' IIIa -j. Exploratory Excavation Logs IV. Laboratory Data Va. Geologic Map ' Vb. Geologic Legend VI. Cross Section A -A' VII. Foundation Requirements Near Slopes ' VIII. Retaining Wall Back Drain and Waterproofing Schematic APPENDICES ' A. Unified Soil Classification System B. Seismic Data - EQFault C. Seismic Data - EQSearch D. Modified Mercalli Intensity Index E. General Earthwork Specifications ' REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION N AND GEOLOGIC RECONNAISSANCE ' Timm Residence Additions 2162 Mountain Vista Drive Encinitas, California ' JOB NO. 03 -8562 ' The following report presents the findings and recommendations ations of Geotechnical ' Exploration, Inc. for the subject project (see Figure No. I for Vicinity Map). ' I. EXECUTIVE SUMMARY ' It is our understanding, based on communications with Mr. Rick Timm and a review of plans provided by Mr. Timm, that the site is being developed to receive a new ' detached two -car garage on the western portion of the site, a "granny flat" at the northwest corner of the residence, and a swimming pool, spa, patio area and ' property line retaining wall on the north side of the lot (see Figure No. II for Site Plan). It is our understanding that the new structures are to be a maximum of one ' story in height and will be constructed of standard -type building materials utilizing conventional foundations with a concrete slab -on -grade floor. Placement of the ' structure on the western portion of the site will require grading (cutting) of the east - facing, west perimeter slope and possible placement of a new retaining wall along the toe of the newly graded slope. Our subsurface investigation revealed that the site is underlain by dense ' formational materials with a surficial covering of approximately 1.5 to 9.5 feet of ' variable density fill soils, topsoil /slopewash and colluvium consisting of silty, fine to medium sand with some pebbles, cobbles and rock fragments. These surficial, variable density soils will not provide a stable soil base for the proposed structures and associated improvements. As such, we recommend that the variable- density ' surficial soils be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. It is our understanding that Pbl ' Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 2 ' grading for the detached garage may result in the removal of most of the existing variable- density fill and colluvium materials in the proposed garage area. Other ' new improvement areas will require removal and recompaction of any bearing soils presently in a loose condition. With the above in mind, the Scope of Work is briefly outlined as follows: 1. Identify and classify the surface and subsurface soils in the area of the proposed construction, in conformance with the Unified Soil Classification System (refer to Figure Nos. III and IV, and Appendix A). 2. Make note of any landslides, faults or significant geologic features that may ' affect the development of the site (see Figure Nos. III and V, and Appendices B, C and D). 3. Recommend site soil preparation procedures. 4. Recommend the allowable bearing pressures for the existing medium dense ' to dense natural soils and properly compacted fills. ' 5. Evaluate the settlement potential of the existing formational soils or proposed properly compacted fills under the proposed new structural loads. 6. Recommend preliminary foundation design information, including active and ' passive earth pressures to be utilized in design of any proposed retaining walls and foundation structures. rH ' Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 3 ' II. SITE DESCRIPTION ' The property is known as: Assessor's Parcel No. 265 - 401- 01 -00, Lot 1 of Village Park Trails, according to Recorded Map No. 8409, in the City of Encinitas, County of ' San Diego, State of California. ' The site, consisting of approximately 0.62 acre, is a rectangular- shaped lot located on the north side of Mountain Vista Drive, in the City of Encinitas. The property is bordered on the north by open space and similar residential properties at lower elevations; to the south by Mountain Vista Drive at a lower elevation; to the west ' by an east - facing, approximately 12- to 16- foot -high, 1.5 to 1.0 (horizontal to vertical) composite fill /cut slope that abuts a similar residential property at its ' upslope terminus; and to the east by an east - facing, slope that abuts a similar residential property at its downslope terminus. Existing structures on the property at the time of our investigation included a two- ' story residential structure with an attached 3 -car garage and associated improvements. Vegetation on the site consists of ornamental landscaping, including ' mature trees, decorative shrubbery, groundcover and lawn grass. ' The property consists of a relatively level building pad with an ascending approximately 16- foot -high slope along the western perimeter of the property, and ' a descending slope along the eastern perimeter of the property. The existing pad elevation is approximately 270 feet above mean sea level (MSL) with approximate ' elevations across the site ranging from a high of 286 feet above mean sea level (MSL) along the western perimeter of the property, to a low of 260 feet above MSL ' at the northeast corner of the property. (See Figure No. II). �r� 1 Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 4 Information concerning elevations across the site was obtained from a plot plan provided by the client. III. FIELD INVESTIGATION Ten exploratory hand - excavated pits were placed on the site, in areas where the ' new structures and improvements are to be located and where feasible due to existing structures on the site (for handpit locations, see Figure No. II). The soils encountered in the excavations were logged by our field representative, ' and samples were taken of the predominant soils throughout the field operation. Exploratory 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 County and westward to the San Clemente Fault (approximately 50 miles offshore from San Diego (Berger and Schug, 1991). i 1 SHE ' Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 5 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. ' 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 ' Our field work, reconnaissance and review of pertinent geologic maps and reports indicate that the site is underlain by formational material of the Tertiary -age Torrey ' Sandstone Formation (Tt). The encountered soil profile generally consists of fill soils and topsoils /slopewash /colluvium varying from 1.5 feet to 9.5 feet, directly ' underlain by formational material (refer to the excavation logs, Figure Nos. IIIa -j). ' Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 6 Each of these units is described below. Figure No. VI presents a geologic cross section of the project site. Artificial Fill (Qaf): The western portion of the site (in the area of the proposed ' detached garage) is overlain by fill soils ranging from approximately 1.5 feet in thickness along the toe of the east - facing slope to approximately 7 feet at the top ' of the east - facing slope. Fill soils encountered near the northwestern corner of the residence (in the area of the proposed "granny flat) ranged to approximately 2 feet in depth. Fill soils were not encountered along the northern property line. The fill soils appear to have been placed during the original construction of the residence. ' Documentation regarding the observations or testing of the existing fill soils when placed was not available. The encountered fill soils consist of tan -gray and brown, silty, fine to medium sand ' with some sandstone and rock fragments. The fill soils are of variable density, of very low to low expansion potential, and are not suitable in their current condition for bearing support. Refer to Figure Nos. III and IV for details. It is our understanding that current plans for the detached garage and "granny flat" ' structures would result in the removal of all of the encountered fill soils at those locations. Topsoils /Slopewash/Colluvium (Qsw and Qcol): Topsoils, slopewash and colluvium ' materials underlie the fill soils and were encountered in all of the exploratory excavations. These materials ranged in depth from approximately 3.5 feet along ' the northern perimeter of the lot (at the locations of excavations HP -8 and HP -10) to approximately 9 to 9.5 feet near the northern perimeter of the house (at the location of excavation HP -9) and in the western portion of the lot (at the locations of excavations HP -1, HP -2 and HP -5). Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 7 ' The encountered topsoils, slopewash and colluvium consist of tan -gray to dark brown, silty, fine to medium sand with pebbles, cobbles and rock fragments. The colluvial soils are medium dense and poorly to moderately well- cemented. The topsoils and slopewash soils are of variable density and of low expansion potential. ' The topsoils, slopewash and colluvium are not suitable in their current condition for bearing support and will require removal and recompaction. Refer to Figure Nos. III and IV for details. It is our understanding that current plans indicate construction of a swimming pool that would result in the removal of some of the encountered colluvium at the proposed swimming pool location. Torrey Sandstone fTt) • The surficial soils are underlain by medium dense to dense sandstone and silty fine to medium sand of the Torrey Sandstone Formation. The Torrey Formation is typically yellow -tan and orange, moderately well cemented, and fine- to medium - grained. The formational soils were encountered at depths of ' approximately 1.5 feet in exploratory handpit HP -6 located along the western edge 9 of the driveway, to 8 feet and greater at the location of exploratory handpits HP -1, ' HP -5, HP -7 and HP -9 located in the northern and western portions of the site. The formational soils have excellent bearing strength characteristics. Refer to Figure Nos. II and III for details. ' B. Structure The Tertiary -aged Torrey Sandstone Formation underlies the site. The observed ' sandstone and sandy soils of the Torrey Sandstone formational material appears to be massively bedded as exposed in the relatively shallow depth exploratory ' excavations. Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 8 ' VI. GEOLOGIC HAZARDS ' The following is an in -depth discussion of the geologic conditions and hazards common to the Encinitas 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 6.2 miles southwest of the subject site, is mapped ' trending north -south from Oceanside to downtown San Diego, from where it appears to head southward into San Diego Bay, through Coronado and offshore. ' The Rose Canyon Fault Zone is considered to be a complex zone of onshore and offshore, en echelon strike slip, oblique reverse, and oblique normal faults. The ' Rose Canyon Fault is considered to be capable of causing a 7.5- magnitude earthquake and considered microseismically active, although no significant recent ' earthquake is known to have occurred on the fault. Investigative work on faults (believed to be part of the Rose Canyon Fault Zone) at the Police Administration ' and Technical Center in downtown San Diego and at the SDG &E facility in Rose Canyon, has encountered offsets in Holocene (geologically recent) sediments. ' These findings have been accepted as confirmed Holocene displacement on the Rose Canyon Fault and this previously classified "potentially active" fault was ' upgraded to an "active" fault in 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 21 miles southwest of the site. Evidence for this fault is based upon geophysical data (acoustic profiles) and the general alignment of epicenters of recorded seismic ' activity (Greene, 1979). An earthquake of 5.3 magnitude, recorded July 13, 1986, SH Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 9 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 25 miles 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 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 rH Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 10 ' 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 when combined with previous estimates of the long -term horizontal slip rate of 0.8 to 7.0 mm /year, suggest typical earthquake magnitudes of 6 to 7 (Rockwell, 1985). ' 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 5.0- magnitude earthquake were to take place on a local fault, an estimated surface- ' rupture length 1 mile long could be expected ( Greensfelder, 1974). Our investigation indicates that the subject site is not directly on a known fault trace ' and, therefore, the risk of ground rupture is remote. ' Ground Shaking Structural damage caused by seismically induced ground shaking is a detrimental effect directly related to faulting and earthquake activity. Ground shaking is considered to be the greatest seismic hazard in San Diego County. The intensity of ground shaking is dependent on the magnitude of the earthquake, the distance from the earthquake, and 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 SPI ' Timm Residence s dente Additions Job No. 03 -8562 ' Encinitas, California Page 11 ' 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. Landslides Based upon our geologic reconnaissance, review of the geologic map ' (Eisenberg, 1983), there are no known or suspected ancient landslides located on the site. Liquefaction The liquefaction of saturated sands during earthquakes can be a ' major cause of damage to buildings. Liquefaction is the process in which soils are transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs ' principally in loose, saturated sands and silts when they are sufficiently shaken by an earthquake. On this site, the risk of liquefaction of foundation materials due to seismic shaking is ' considered to be remote due to the dense nature of the natural - ground material and the lack of a shallow static water table under the site. 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 M lo seismic design event (i.e., 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 California Building Code (2001) and by the UBC 1997 Edition into "soil profile types S through S F ." 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: ' Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 12 S =--> Greater than 1500 m/s S =:> 760 m/s to 1500 m/s S => 360 m/s to 760 m/s Sp ZZ:> 180 m/s to 360 m/s SE => Less than 180 m/s ' S => Soil requiring specific soil evaluation ' By utilizing an earthquake magnitude M 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 "S 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 C are ' tables generated from computer programs EQFault and EQSearch by Thomas F. Blake (1989) 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 "active" faults to the subject site are the northwest - trending Rose Canyon Fault , Coronado Bank Fault and the Elsinore Fault. ' Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 13 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 "active ". The maximum probable horizontal ground accelera- tion (HGA) anticipated is 0.23g. The maximum probable peak horizontal ground acceleration anticipated is 0.358. The structural design shall be based on a site acceleration of 0.258, which has a 10 percent probability of exceedance in 50 years. Summary It is our opinion, based upon a review of the available maps and our site investigation, that the site is underlain by relatively stable formational materials, and appears suited for the proposed residence and associated ' improvements. No significant geologic hazards are known to exist on the site that would prevent the proposed construction. VIII. GROUNDWATER Groundwater, in the form of seepage, was encountered within several excavations ' (HP -5, HP -7 and HP -8 through HP -10) during the course of our field investigation. The seepage condition, ranging from 3.5 to 9 feet in depth, occurs primarily at the ' contact between the less dense surficial soils and the dense formational sandstone materials. Landscape irrigation appears to be the primary contributor to the ' seepage conditions observed. Significant groundwater problems are not anticipated to develop in the future if the property is developed as proposed, proper drainage is ' maintained and proper irrigation practices are utilized. ' It should be kept in mind that any required grading operations may change surface drainage patterns and /or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of new landscaping or significant increases in rainfall, may result in the appearance of surface or near - surface water at locations where none existed i i ' Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 14 previously. The damage from such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction. ' It must be understood, however, that unless discovered during initial site exploration or encountered during site grading operations, it is extremely difficult to ' predict if or where perched or true groundwater conditions may appear in the future. When site fill or formational soils are fine - grained and of low permeability, ' water problems may not become apparent for extended periods of time. ' Water conditions, where suspected or encountered during grading operations, should be evaluated and remedied by the project civil and geotechnical consultants. The project developer and the homeowner, however, must realize that post - construction appearances of groundwater may have to be dealt with on a site- ' specific basis. ' IX. LABORATORY TESTS AND SOIL INFORMATION t 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 structures 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. Mechanical Analysis (ASTM D422 -98) 4. Direct Shear Test (ASTM D3080 -90) Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 15 ' The moisture content of a soil sample is a measure of the weight of water, expressed as a percentage of the dry weight of the sample. 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. t The expansion potential of the on -site soils is determined, when necessary, 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: EXPANSION INDEX POTENTIAL EXPANSION ' 0 to 20 Very low 21 to 50 Low ' 51 to 90 Medium 91 to 130 High Above 130 Very hi h Based on our visual classification, the fill soils on the site have a low expansion potential, with an expansion index less than 50. ' The grain size analysis helps to more recisel classify p y the tested soils and to determine qualitative engineering characteristics such as expansion potential, permeability, and shear strength. ' Direct shear tests were performed on remolded samples p in order to evaluate the soils strength characteristics and support capacity of the existing fill soils. The shear tests were performed with a constant strain rate direct shear machine. The ' Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 16 specimens tested were saturated and then sheared under various normal loads under drained conditions at a slow rate of 0.024 mm /min. 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. X. CONCLUSIONS AND RECOMMENDATIONS The following conclusions and 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 Encinitas. ' Our investigation revealed that the site is underlain by dense formational materials at relatively shallow depths, with some variable- density fill soil, topsoil, slopewash ' and colluvium in the proposed building areas. In their present condition, these surficial soils will not provide a stable base for the proposed structures and ' improvements. As such, we recommend that the fill soils, topsoils, slopewash and colluvium be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. Excavation for the proposed detached garage and "granny flat" areas (resulting in the 1.5 to 1.0 cut slope along ' the west property line) should result in the removal of all of the loose surficial soils at these locations. Excavation for the swimming pool should result in the removal ' of most of the variable density soils at that location. Any loose soils still remaining r�+ ' Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 17 ' in cut excavation or in other areas observed during grading shall also be removed and recompacted. In proposed slab -on -grade areas, pads with transition cut /fill lines shall be ' overexcavated in the cut portion to a depth of at least 3 feet and be properly moisture conditioned and recompacted. Foundation bottoms shall consist entirely of fill soils or entirely of dense formational material. Another option may consist of providing the fill soils (of low expansive potential) a relative compaction not less than 95 percent maximum dry density. A. Prevaration of Soils for Site Development ' 1. The existing improvements and vegetation observed on the site must be removed prior to the preparation of areas to receive new structural ' improvements. This includes any roots from existing trees and shrubbery that could cause damage to new foundations and slabs. 2. In order to provide a uniform, firm soils base for the proposed structures and ' major improvements, the existing fill soil located in the proposed building and improvement areas and extending for a distance of at least 5 feet beyond the ' perimeter thereof, shall be excavated to expose firm, native soil, or as per the indications of our field representative. This depth is expected to be ' approximately 1 to 2 feet in the western portion of the site and approximately 3.5 to 9.5 feet along the northern portion of the site (see Figure Nos. II and III). Excavation for the detached garage should result in the removal of all the loose surficial soils at that location. Excavation for the ' swimming pool should result in the removal of most of the surficial soils at that location. However, for ease of grading, the recompaction work of any remaining loose soils shall be done before the swimming pool excavation. Sri Timm Residence Additions - Job No. 03-8562 ' Encinitas, California Page 18 ' The excavated loose soils shall be cleaned of any debris and deleterious materials, watered to the approximate optimum moisture content, placed ' where needed to reach planned grades, and compacted to at least 90 percent of Maximum Dry Density, in accordance with ASTM D1557 -98 standards. Any areas that are to support proposed improvements or retaining structures ' should be prepared in a like manner. Where fills are placed on existing slope areas, they shall be properly keyed and benched into dense native soils (refer ' to Appendix E). In proposed slab -on -grade areas, pads with transition cut /fill lines shall be overexcavated in the cut portion to a depth of at least 3 feet ' and be properly moisture conditioned and recompacted. Foundation bottoms shall consist entirely of fill soils or entirely of dense formational material. Another option may consist of providing the fill soils (of low expansive potential) a relative compaction not less than 95 percent maximum dry ' density. ' We do not anticipate that significant quantities of medium or highly expansive clay soils will be encountered during grading. Should such soils be ' encountered and used as fill, however, they shall be scarified, moisture conditioned to at least 5 percent above optimum moisture content, and be ' compacted to between 88 and 92 percent. These soils shall preferably be placed in exterior yard area fills rather than in retaining wall backfill areas. ' All foundations preferably shall be either on fill or all in formational soils. If on fills, the recompacted fill under 18- inch -deep foundations shall be not less than 1.5 feet. ' Any deep excavations (over 3 feet in depth) in areas close to the residence shall be performed in an ABC slot fashion to avoid the use of temporary ' shoring. The slots should be made at "A" locations first, than at "B ", and �r� ' Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 19 ' finally at "C" locations. Each slot location shall be no wider than 8 feet and the slot be backfilled before an adjacent slot is cut. 3. No uncontrolled fill soils shall remain on the site after completion of any ' future site work. In the event that temporary ramps or pads are constructed of uncontrolled fill soils, the loose fill soils shall be removed and /or ' recompacted prior to completion of the grading operation. ' 4. Any buried objects, abandoned utility lines, or particular soft soil areas, etc., which might be discovered in the construction areas, shall be removed and ' the excavation properly backfilled with approved on -site or imported fill soils and compacted to at least 90 percent of Maximum Dry Density. 5. Any backfill soils placed in utility trenches or behind retaining walls that ' support structures and other improvements (such as patios, sidewalks, drive- ways, pavements, etc.) shall be compacted to at least 90 percent of Maximum Dry Density. Backfill soils placed behind retaining walls shall be installed as early as the retaining walls are capable of supporting lateral ' loads. B. Design Parameters for Proposed Foundations ' 6. For foundation design of new footings, based on the assumption that they will be placed at least 18 inches into dense formational soils or properly compacted fill soils, we provide a preliminary allowable soil bearing capacity equal to 2,000 pounds per square foot (psf). This applies to footings at least ' 18 inches below the lowest adjacent soil grade and at least 12 inches in width. Footings on sloping ground or close to slope tops or slope faces shall ' be deepened as shown in Figure No. VII. The footings shall have an effective 4 54 N 11 ' Timm Residence Additions - ]ob No. 03-8562 ' Encinitas, California Page 20 minimum of 8 feet to daylight. For wider and /or deeper footing dimensions than those given above, the allowable soil bearing capacity may be calculated ' based on the following equation: Qa = 1500D +500W ' where "Qa" is the allowable soil bearing capacity (in psf); "D" 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). t The allowable soil bearing capacity may be increased one -third for analysis ' including wind or earthquake loads. The maximum total allowable soil bearing capacity for shallow foundations shall not exceed 6,000 psf. 7. The passive earth pressure of the encountered dense natural soils at depth ' and any properly compacted fill soils (to be used for design of shallow foundation and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pcf for formational soils and properly compacted fill soils. This passive earth pressure shall only be considered ' valid for design if the ground adjacent to the foundations structure is essentially level for a distance of at least three times the total depth of the ' foundation. ' 8. A Coefficient of Friction of 0.40 times the dead load may be used between the bearing soils and concrete wall foundations or structure foundations and ' floor slabs. Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 21 ' 9. The following table summarizes site - specific seismic design criteria for the calculation of seismic base shear. The design criteria was obtained from the ' California Building Code (CBC 2001 edition) based on the closest active fault location, soil profile, and soil conditions. Parameter Value Reference ' Seismic Zone Factor, Z 0.40 Table 16 -I Soil Profile Type S Table 16 -J Seismic Coefficient, C 0.40N Table 16- Seismic Coefficient, C„ 0.56N, Table 16 -R Near - Source Factor, N 1.0 Table 16 -S ' Near - Source Factor, N„ 1.0 Table 16 -T Seismic Source Type B Table 16 -U ' 10. Our experience indicates that, for various reasons, footings and slabs occasionally crack, causing ceramic tiles and brittle surfaces to become ' damaged. Therefore, we recommend that all conventional shallow footings and slabs -on -grade contain at least a minimum amount of reinforcing steel to ' reduce the separation of cracks, should they occur. ' 10.1 A minimum of steel for continuous footings should include at least four No. 4 steel bars continuous, with two bars at least 3 inches from the ' bottom of the footing and two bars near the top. ' 10.2 Isolated square footings should contain, as a minimum, a grid of No. 4 steel bars on 12 -inch centers, in both directions, with no less than ' three bars each way. All footing excavations shall be observed and evaluated by a representative of our firm prior to steel and form ' placement. Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 22 ' 10.3 Interior floor slabs on -grade should be a minimum of 4 inches actual thickness and be reinforced with No. 3 bars on 15 -inch centers, both ' ways, placed at midheight in the slab. Slabs shall be underlain by a 2- inch -thick layer of clean sand (S.E. = 30 or greater) overlying a ' reinforced moisture retardant over 2 inches of sand. Slab subgrade soil shall be verified by our field representative to have the proper ' moisture content prior to placement of the vapor barrier and pouring of concrete. The moisture retardant shall have at least 6- inch -wide overlaps and be sealed with tape. ' 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 shrinkage ' joints be placed no further than approximately 20 feet and at re- entrant corners. However, due to a number of reasons (such as base preparation, ' construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected. 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 approximately 1/240 under foundations designed within the allowable bearing capacities. The maximum ' Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 23 ' differential settlement across the structure when founded on properly compacted fill or dense natural formation should be on the order of 1 inch. 11. As a minimum for protection of on -site improvements, it is recommended that all nonstructural concrete slabs (such as patios, sidewalks, etc.), be founded on properly moisture - conditioned, compacted and tested fill or dense ' native formation and underlain by a leveling course of 3 inches of clean sand, with No. 3 bars at 15 inches on centers (placed at the center of the slab), ' and contain adequate isolation and control joints. Joints shall be spaced no farther than 15 feet apart or the width of the slab, whichever is less, and also at re- entrant corners. The subgrade soils for any rigid improvement on expansive soils shall be moisture conditioned to at least 5 percent above the ' optimum and be compacted to at least 90 percent of Maximum Dry Density determined per ASTM D1557 -98. 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 ' assumed soil conditions. The improvements should not be built on loose soils or fills placed without our observations and testing. Any rigid improvements founded on the existing variable density fill soils and /or expansive soils can be expected to undergo movement and possible damage and is therefore not recommended. Geotechnical Exploration, Inc, takes no responsibility for the performance of the improvements. 12. The swimming pool shall be founded entirely in cut formational soils. If not ' feasible, then the entire pool shell area shall be founded in ro erl P P Y recompacted fill. The soils surrounding the swimming pool shall be low- , expansive. S H Ilk 0 ' Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 24 ' Any cut ground areas beneath the proposed pool deck exposing clayey soils shall be overexcavated in the cut portion to a depth of at least 2 feet and be ' properly moisture conditioned and recompacted. The pool deck shall have dowels or continued steel reinforcement at all joint locations to help reduce ' the potential for vertical differential damage. In addition, the control and isolation joints shall be sealed with elastomeric joint sealant. The sealant ' shall be inspected and maintained periodically by the owner. ' The swimming pool deck area shall be provided with adequate surface drainage including positive surface drainage and /or functional area drains. ' The pool design shall consider the presence of groundwater seeps, as encountered in the exploratory excavations, by providing subdrains or a ' pressure relief valve. 13. Soil moisture verification and compaction of areas to receive rigid exterior improvements shall be made by our representative within 48 hours prior to ' concrete placement. Control and isolation 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 ' C. Moisture Vapor Transmission ' 14. Vapor moisture transmission through floor slabs can cause problems for moisture - sensitive flooring materials. The common practice in Southern California is to place vapor retarders made of PVC, or of polyethylene. PVC retarders are made in thickness ranging from 10- to 60 -mil. Polyethylene ' retarders, called visqueen, range from 5- to 10 -mil in thickness. The thicker the plastic, the stronger the resistance against puncturing. SPIN Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 25 ' 15. 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 into concrete slabs. The use of Vaporshield or equivalent is highly recommended when a structure is intended for moisture - sensitive floor coverings or uses. 16. 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. 17. 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 waterproofing systems must supplement vapor ' retarders if full waterproofing is desired. The owner should be consulted to determine the specific level of protection required. D. Retaining Walls 18. The active earth pressure (to be utilized in the design of any cantilever ' retaining walls, utilizing imported very low- to low- expansive soils [EI less than 50] as backfill) shall be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). In the event that a retaining SH ' Timm Residence Additions ons Job No. 03 8562 ' Encinitas, California Page 26 ' wall is surcharged by sloping backfill, the design active earth pressure shall be based on the appropriate Equivalent Fluid Weight presented in the ' following table. ' Heighi of elHelght o R"", � (existing `slope} 42 48 50 52 *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. ' If a retaining wall is built adjacent to the proposed swimming pool, it should ' be designed for a restrained condition such that rotation of the wall is minimized. Retaining walls designed for a restrained condition shall utilize a uniform ' pressure equal to 9xH (nine times the total height of retained soil, considered in pounds per square foot) considered as acting everywhere on the back of ' the wall in addition to the design Equivalent Fluid Weight. The soil pressure produced by any footings, improvements, or any other surcharge placed ' within a horizontal distance equal to the height of the retaining portion of the wall shall be included in the wall design pressure. The recommended lateral soil pressures are based on the assumption that no loose soils or soil wedges will be retained by the retaining wall. Backfill soils shall consist of low ' expansive soils with EI less than 50, and should be placed from the heel of the foundation to the ground surface within the wedge formed by a plane at ' 30 with the vertical and passing by the heel of the foundation and the back face of the retaining wall. SPI Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 27 Any loads placed on the active wedge behind a cantilever wall shall be included in the design by multiplying the load weight by a factor of 0.32. For ' a restrained wall, the lateral factor shall be 0.52. ' 19. Proper subdrains and free - draining backwall material or sheet drains (such as J -drain or Miradrain) shall be installed behind all retaining walls (in addition to ' proper waterproofing) on the subject project (see Figure No. VII for Retaining Wall Backdrain and Waterproofing Schematic). This will also be necessary ' below and along the alignment of the pool. The subdrain in the retaining wall area of the pool shall be placed to the maximum depth of the pool ' excavation. Geotechnical Exploration, Inc. will assume no liability for damage to structures or improvements that is attributable to poor drainage. The ' architectural plans shall clearly indicate that 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 0.5- 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 140N filter or equivalent. E. Slopes 20. The existing slopes on the site appear to be relatively stable and do not display evidence of past or active deep- seated failure. It is our opinion that the existing slopes and proposed new slopes to be graded as part of site development should be stable (with a factor of safety equal to 1.5) for the ' following maximum slope heights based on Taylor's charts. n ' Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 28 OF •• Slope Ratio ' Compacted Fill Cut Ground 16 feet 25 feet 2:Q.1.Q 25 feet 35 feet ' NOTE: The local grading ordinance shall be adhered to for all slope configurations. ' For the slope surface to have a factor of safety of at least 1.5 against shallow failure, the soil cohesion shall be at least c =125 psf, with a friction angle of ' 35 degrees. Properly compacted fills and formational on -site soils possess not less than these shear strength values. Therefore, the gross and shallow ' stability of the slopes have a factor of safety of 1.5. ' 21. The soils that occur within the proximity of the rim or face of even properly compacted fill or dense natural ground cut slopes often possess poor lateral ' stability. The degree of lateral and vertical deformation depends on the inherent expansion and strength characteristics of the soil types comprising ' the slope, slope steepness and height, loosening of slope face soils by burrowing rodents, and irrigation and vegetation maintenance practices, as ' well as the quality of compaction of fill soils. Structures and other improvements could suffer damage due to these soil movement factors if not properly designed to accommodate or withstand such movement. ' 22. Rigid improvements such as top -of -slope walls, columns, decorative planters, concrete flatwork, swimming pools and other similar types of improvements ' can be expected to display varying degrees of separation typical of improvements constructed at the top of a slope. The separations result ' primarily from slope top lateral and vertical soil deformation processes. These separations often occur regardless of being underlain by cut or fill ' Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 29 slope material. Proximity to a slope top is often the primary factor affecting the degree of separations occurring. Typical and to -be- expected separations can range from minimal to up to 1 ' inch or greater in width. In order to minimize the effect of slope -top lateral soil deformation, we recommend that the top -of -slope improvements be ' designed with flexible connections and joints in rigid structures so that the separations do not result in visually apparent cracking damage and /or can be cosmetically dressed as part of the ongoing property maintenance. These flexible connections may include 'slip joints" in wrought iron fencing, evenly ' spaced vertical joints in block walls or fences, control joints with flexible caulking in exterior flatwork improvements, etc. In addition, use of planters to provide separation between top -of -slope ' hardscape such as patio slabs and pool decking from top -of -slope walls can aid greatly in reducing cosmetic cracking and separations in exterior ' improvements. Actual materials and techniques would need to be determined by the project architect or the landscape architect for individual ' properties. Steel dowels placed in flatwork may prevent noticeable vertical differentials, but if provided with a slip -end they may still allow some lateral displacement. ' 23. Shallow footings of proposed structures, walls, fences, swimming pools, etc., when founded 8 feet and farther away from the top of slopes, may be of ' standard design in conformance with the recommended load- bearing value. If the proposed foundations and footings are located closer than 8 feet inside ' the top of slopes, they shall be deepened to 1.5 feet below a line beginning at a point 8 feet horizontally inside the slopes and projected outward and Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 30 ' downward, parallel to the face of the slope and into firm soils (see Figure No. VII). 24. A representative of Geotechnical Exploration, Inc. must observe any ' steep temporary slopes during construction. Temporary excavations shall be shored during construction or a proper temporary slope (to a maximum ' height equal to 14 feet) may be used at least at 0.5:1.0 slope ratio (horizontal to vertical). No soils, stockpiles of other surcharge shall be placed within 10 feet from the top of the temporary excavation. 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. ' The existing site soils may be cut at a slope ratio of 0.5 horizontal to 1.0 vertical for the proposed height (for an unsupported period not to exceed ' eight weeks). In areas close to the existing home, either shoring or a slot - cut procedure may be used. 25. 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. This office should be contacted for additional recommendations if additional shoring or steep temporary slopes are required. 26. Any plans for temporary slopes must be presented to our office prior to ' construction to allow time for review and specific recommendations, if warranted. Proper drainage away from the excavation shall be provided at all ' times. Soil stockpiles shall not be placed within 10 feet from the top of the ' cuts. Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 31 27. It is our opinion that the proposed development should not significantly affect the existing slopes on the subject site. However, regular observations and ' adequate maintenance must be provided to the slopes so that any erosion problem is promptly corrected. F. Site Drainage Considerations 28. Adequate measures shall be taken to properly finish -grade the building site after the structures and other improvements 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 structures, with the runoff directed away from the foundations via closed drainage lines. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings ' and floor slabs. Failure to observe this recommendation could result in undermining and possible differential settlement of the structure or other ' improvements on the site. 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 0.5- 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. poll Timm Residence Additions Job No. 03 -8562 ' Encinitas, California Page 32 29. Planter areas, flower beds and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs at a gradient of at least 5 ' percent within 5 feet from the perimeter walls. Any planter areas adjacent to the building or surrounded by concrete improvements shall be provided with sufficient area drains to help with rapid runoff disposal. No water shall be allowed to pond adjacent to the building or other improvements. Planter boxes shall be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away ' from the slopes, foundations, footings, and floor slabs, to an adequate drainage facility. Sufficient area drains and proper surface gradient shall be ' provided to reduce water ponding throughout the project. Roof gutter and downspouts shall be tied to storm drain lines. G. General Recommendations 30. Following placement of any concrete floor slabs, sufficient drying time must ' be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening ' of the finish floor materials. ' 31. In order to minimize any work delays at the subject site during site development, this firm should be contacted 24 hours prior to any need for ' observation of footing excavations or field density testing of compacted fill t soils. If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to observing the excavations; in the event that our observations reveal the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement ' in the affected footing excavation areas would have to be removed prior to Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 33 correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, etc.) XI. 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 Encinitas Grading Ordinance. 32. Geotechnical Exploration, Inc. recommends that we be asked to verify the ' actual soil conditions revealed during site construction and footing excavation to be as anticipated in the "Report of Preliminary Geotechnical Investigation and Geologic Reconnaissance" for the project. In addition, the compaction of any fill soils placed during site grading work must be tested by a 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, ' Inc, will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing. 33. 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 project plans. We shall be provided with the opportunity ' to review the project plans once they are available, to see that our recommendations are adequately incorporated in the plans. After reviewing the plans, additional or modified recommendations may be issued as warranted. SPI Timm Residence Additions Job No. 03 -8562 Encinitas, California Page 34 34. 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. XII. 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 the Encinitas area of the County of San Diego. 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. 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. Pk own 1 Timm Residence Additions Job No. 03 -8562 1 Encinitas, California Page 35 1 The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or ' changing drainage patterns, which occur subsequent to issuance of this report and the changes are made without our observations, testing, and approval. Once again, should any questions arise concerning this report, please feel free to 1 contact the undersigned. Reference to our Job No. 03 -8562 will expedite a reply to your inquiries. Respectfully submitted, ' GEOTECHNICAL EXPLORATION, INC. Jay K. Heiser Jaime A. Cerros, P.E. 1 Senior Project Geologist R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer esl e D. Reed, resident ' C.E.G. 999Qexp. 3- 31- o53 /R.G. 3391 cir n i 1 s i rH 1 �- ' REFERENCES JOB NO. 03 -8562 January 2004 ' Association of Engineering g g 1973, Geology and Earthquake Hazards, Planners Guide to the Seismic Safety Element, Southern California Section, Association of Engineering Geologists, Special ' Publication, Published July 1973, p. 44. Berger & Schug, 1991, Probabilistic Evaluation of Seismic Hazard in the San Diego- Tijuana Metropolitan Region, Environmental Perils, San Diego Region, San Diego Association of Geologists. Blake, Thomas, 2002, EQFault and EQSearch Computer Programs for Deterministic Prediction and Estimation of Peak Horizontal Acceleration from Digitized California Faults and Historical Earthquake Catalogs. Bryant, W.A. and E.W. Hart, 1973 (10 Revision 1997), Fault- Rupture Hazard Zones in California, Calif. Div. of Mines and Geology, Special Publication 42. ' California Division of Mines and Geology - Alquist- Priolo Special Studies Zones Map, November 1, 1991. ' City of San Diego Seismic Safety Element, revised 1995, Map Sheet 29. Clarke, S.H., H.G. Greene, M.P. Kennedy and J.G. Vedder, 1987, Geologic Map of the Inner - Southern California Continental Margin in H.G. Greene and M.P. Kennedy (editors),.California Continental Margin Map Series, Map 1A, Calif. Div. of Mines and Geology, scale 1:250,000. Crowell, J.C., 1962, Displacement along the San Andreas Fault, California; Geologic Society of America ' Special Paper 71, 61 p. Gray, C.H., Jr., M.P. Kennedy and P.K. Morton, 1971, Petroleum Potential of Southern Coastal and Mountain Area, California, American Petroleum Geologists, Memoir 15, p. 372 -383. Greene, H.G., 1979, Implication of Fault Patterns in the Inner California Continental Borderland between San Pedro and San Diego, in "Earthquakes and Other Perils, San Diego Region," P.L. Abbott ' and W.J. Elliott, editors. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California; California Division of Mines and Geology, Map Sheet 23. ' Hart, E.W., D.P. Smith and R.B. Saul, 1979, Summary Report: Fault Evaluation Program, 1978 Area (Peninsular Ranges - Salton Trough Region), Calif. Div. of Mines and Geology, OFR 79 -10 SF, 10. ' Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (ML=5.3) Earthquake Sequence in the Continental Borderland, Southern California Bulletin of the Seismological Society of America, v. 78, p. 1885 -1906. ' Hileman, J.A., C.R. Allen and J.M. Nordquist, 1973, Seismicity of the Southern California Region, January 1, 1932 to December 31, 1972; Seismological Laboratory, Cal -Tech, Pasadena, Calif. Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California; Bulletin 200, Calif. Div. of Mines and Geology. Kennedy, M.P., and S.H. Clarke, 2001, Late Quaternary Faulting in San Diego Bay and Hazard to the ' Coronado Bridge, California Geology, July /August 2001. �Pi Page 2 ' Kennedy, M.P. and S.H. Clarke, 1997A, Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif. Div. of Mines and Geology Open -file Report 97 -10A. ' Kennedy, M.P. and S.H. Clarke, 1997B, Age of Faulting in San Diego Bay in the Vicinity of the Coronado Bridge, an addendum to Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif. Div. of Mines and Geology Open -file Report 97 -10B. ' Kennedy, M.P., S.H. Clarke, H.G. Greene, R.C. Jachens, V.E. Langenheim, J.J. More and D.M. Burns, 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 with Programs, v. ' 26, p. 63. Kennedy, M.P. and G.W. Moore, 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. Kennedy, M.P., S.S. Tan, R.H. Chapman and G.W. Chase, 1975, Character and Recency of Faulting, San Diego Metropolitan Area, California, Calif. Div. of Mines and Geology Special Report 123, 33 pp. ' Kennedy, M.P. and E.E. Welday, 1980, Character and Recency of Faulting Offshore, metropolitan San Diego California, Calif. Div. of Mines and Geology Map Sheet 40, 1:50,000. ' Kern, J.P. and T.K. Rockwell, 1992, Chronology and Deformation of Quaternary Marine Shorelines, San Diego County, California in Heath, E. and L. Lewis (editors), The Regressive Pleistocene Shoreline, Coastal Southern California, pp. 1 -8. ' Lindvall, S.C. and T.K. Rockwell, 1995, Holocene Activity of the Rose Canyon Fault Zone in San Diego, California, Journal of Geophysical Research, v. 100, no. B -12, p. 24121- 24132. ' McEuen, 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. ' Moore, G.W. and M.P. Kennedy, 1975, Quaternary Faults in San Diego Bay, California, U.S.Geological Survey Journal of Research, v. 3, p. 589 -595. Richter, C.G., 1958, Elementary Seismology, W.H. Freeman and Company, San Francisco, Calif. Rockwell, T.K., D.E. Millman, R.S. McElwain, and D.L. Lamar, 1985, Study of Seismic Activity by Trenching Along the Glen Ivy North Fault, Elsinore Fault Zone, Southern California: Lamar - Merifield Technical Report 85 -1, U.S.G.S. Contract 14 -08- 0001 - 21376, 19 p. Simons, R.S., 1977, Seismicity of San Diego, 1934 -1974, Seismological Society of America Bulletin, v. 67, p. 809 -826. ' Tan, S.S., 1995, Landslide Hazards in Southern Part of San Diego Metropolitan Area, San Diego County, Calif. Div. of Mines and Geology Open -file Report 95 -03. ' Toppozada, T.R. and D.L. Parke, 1982, Areas Damaged by California Earthquakes, 1900 -1949; Calif. Div. of Mines and Geology, Open -file Report 82 -17, Sacramento, Calif. Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California, Calif. Div. of Mines and Geology Open -file Report 93 -02, 45 pp, 3 plates. t � 1 1 VICINITY MAP 1 SCO1 v yfq AVU M a ERC - -- --ir- Gk--' 1.N16FRf r MIAl16E VP Lps \£� OD ILLODSti ' ,•pp,,F,, i lr 5� w FIE , r Y! 1 iL0550Q' YIS Q (SUE) T !!At 1 ar, 1 ` etc 90 It ,� GAMfN V �G� 6'� 't�s �aJ�t iRN6 nMa• VANESSA **G w �, Cf NtMOC �, - . - .�1 Q A pr CIR G g.r `rA s E SOLI srcr : � , 2 Kith ArFJdOA AJilTfi r $ Ar a c ; Q iei - Sr VALLEOA Al ^uc; 1 ; . TOO LN r�i^ V1'LEY �+ o skit } o fpq . �ma $$KUC. + 4GiM . x.'12 , «►• 5 vtSI r ` G G r p Ie ! N y << � b�oyo•r� �. Z' S 7 5_. c 1 > L LL1iM 511E u 11O1111T�� E14. IS KU A ' L� WILL w .FUIN�NCtMtt �� 1pL1NTAIN OR U < V� 1 Ol EASAI(f OL SHIELDS, y1 E �9 . fp MI S Tr ; a : a $2 �tale�x tN a G+ rt - 'a a 2 fNNTIE OWN LA PL d�� 6 , 4 o v J d r 9 �� SHERIFF STA - ` � p ENCINIT S Za" TtlCK � ._ b!) C9 VILLAW tp AA f p�py YIf6Y� =- �4 � DALE r c3 `3 `� 3 a Cad gMppy 6pU trr ENCINITAS RI VD rLw : f� wimp 40" LAZA F :W g sT X- S YIEM rn MINIMS MINIMS ,Q, J� `,.� 1y r. ` "� � •'� I� .S S 3 ■ i a REST `�' - = u 1 >' ` �sy, �'� l ;' awq OIIK $ Y � _ q t p Yc4 � �,NY it si v: rtuOnpei_ n�'0A a" I °` Ky � ` 1 Thomas Bros Guide San Diego Coun 9 tY P9 1147 1 Timm Residence Additions 2162 Mountain Vista Drive 1 Encinitas, CA. 1 Figure No. I 1 Job No. 03 -8562 1 sp 1 ' f O 6 o N m I Q \ � zi Q i (b m -0 y, v+ rE O I1 -t m - - - to - v QD O � y + \ \ J O - ° CD D I i O 0- (D j O z m '� C) F I _ S D � r I <,,mN W0 Z 1 tD 16 0 _arto o m ( \\ Q w ` 5 � :92�• y L o I � (ao °�� D a %<'o o ° mom' n D 7D O c a' dl y � O Do N � O O Z 1 CA 0 0 a° - 0 m N ao L r. O y v A ,�.op >O 7G D C O w =Oa O Q 3 'k z = r v m o(b0.0 O zn Q _ am ao N O m A mg D =:, z O a o -moo O z z .. •• a w X t� Z v < A EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED 1 Hand Tools X X 3' X 10' Handpit 12 -19-03 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY 1 ±284' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION AND 1 CLASSIFICATION o V o o w m a DESCRIPTION AND REMARKS vi v Z >_ M � > } _ , ' 4: o o a ¢ (Grain size, Densi , Moisture, Color �' S � 5 Z v cn ty ) ui ap az r `—'� �Z z`o a- z 3� ax Uj SILTY FIN TO MEDIUM SAND, w /abundant SM ? ? o �� L) co 1 roots and rock fragments. Medium dense. Damp. Tan -gray and brown. 1 FILL (Qaf) 2 .8 6.2 82 1 -- 1 4 1 3.5 118 .0 110.8 94 SILTY FINE TO MEDIUM SAND, w /abundant SM 6 �J` pebbles and cobbles, and some coarse rock 1 0 P fragments; poorly to moderately cemented. 01 . Medium dense. Damp. Tan -gray. COLLUVIUM/ W 1 J EATHERED TORREY SANDSTONE (QCOVTt) 8 �P 1 P. SANDSTONE, moderately well cemented. SP Medium dense to dense. Damp. Yellow -tan and 1 10 orange. TORREY SANDSTONE t 1 Bottom @ 10' 12 i J X W 0 Uj Z WATER TABLE JOB NAME 1 2 Timm Residence Additions ® LOOSE BAG SAMPLE SITE LOCanoN N Q IN -PLACE SAMPLE 2162 Mountain Vista Drive, Encinitas, California 1 ° JOB NUMBER D RIVE SAMPLE REVIEWED BY LOG M1b o LDR/JAC 9 SAND CONE/F.D.T. J FIGURE NuM3�562 SPI E GeatechnI c llnc HP-1 0. ® STANDARD PENETROMETER 1 W Ilia EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED 1 Hand Tools 3'X 3'X 10' Handpit 12 -19-03 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ±283' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION ' AND _. r } o LL J w CLASSIFICATION o o o CL M0 C DESCRIPTION AND REMARKS ( v � v �_ � p } } o + ° ¢ (Grain size, Density, Moisture, Color 0 g g `" ¢ ° z a = ILL o cn cn ) CL CO aw n ¢ w w° a Z 0Z) M ' SILTY FIN abundant SM TO EDIUM SAND, w/ Z Z ° �� w m o roots, and sandstone and rock fragments. Medium dense. Damp. Tan -gray and brown. FILL (Qaf) 2 5.3 101. 86 ' 4 - ' 6 SILTY FINE TO MEDIUM SAND, w /abundant SM ' dale pebbles and cobbles, and some coarse rock 8 pp P fragments; poorly to moderately cemented. Ip Medium dense. Damp. Tan -gray. ' I COLLUVIUM/ WEATHERED TORREY SANDSTONE Qcol/Tt ' 10 Bottom @ 9' 12 ' X O w C7 WATER TABLE JOB NAME ' Timm Residence Additions ® LOOSE BAG SAMPLE SITE LocArloN N Q IN -PLACE SAMPLE 2162 Mountain Vista Drive, Encinitas, California JOB NUMBER DRIVE SAMPLE REVIEWED BY LDRlJAC LOG No. Q SAND CONE/F.D.T. 03 -8562 Geotechnicai ® FIGURE NUMBER Exploration, Inc. HP x STANDARD PENETROMETER w Illb EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools TX 3'X 10' Handpit 12 -19-03 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ± 285' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION AND o > o r LL J CLASSIFICATION w ~ O� m a DESCRIPTION AND REMARKS vi v v } } } o J ci sv gv �� (n �� ¢ o �z a o (Grain size, Density, Moisture, Color) j z 0 z o o 0 o o w o m o M SILTY FINE O MEDIUM AND, w! some roots SM and rock fragments. Loose to medium dense. Damp. Tan - brown. FILL (Qaf) 2 SILTY FINE TO MEDIUM SAND, w/ some pebbles and cobbles; moderately cemented. SM p Medium dense. Damp. Tan -gray. a Ipl, PP COLLUVIUM (Qcol) 4 1 dP SILTY FINE TO MEDIUM SAND, w /slight clay SP 6 binder; moderately well cemented. Medium dense. Damp. Mottled yellow -tan and orange. WEATHERED TORREY SANDSTONE (Tt) 8 Bottom @ 8' ' 10 12 ' a x w O W 2 OB NAM c7 WATER TABLE J Ti m Additions LOOSE BAG SAMPLE sITELOCanoN N IN -PLACE SAMPLE 2162 Mountain Vista Drive, Encinitas, California ' REVI EWED BY DRIVE SAMPLE JOB NUMBER LOG o LDR/JAC 1 SAND CONE/F.D.T. 03-8562 G� Geotechntcal o FIGURE NUMBER FxMbr"on, Inc. HP -3 W ® STANDARD PENETROMETER Illc r EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED ' Hand Tools 3' X Y X 10' Handpit 12 -19-03 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY t 276' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION AND o LU LL J CLASSIFICATION o of - o M CL �DESCRIPTION REMARKS S Z) v � :3 n � � >_ ° cn w a) :5 � _ � � U5 U) a ° z CL o ¢ Moisture, Color) d o a w a o ¢ w w° a z o D M SILTY FINE TO MEDIUM SAND, w/ some SM rootlets and worm voids. Loose to medium dense. Damp. Dark brown. TOPSOIL/ SLOPEWASH (Qsw) 2 - FINE TO MEDIUM SAND, w /slight silt and some SM pebbles and cobbles; poorly to moderately ' 4 p. I cemented. Medium dense. Dam Tan -gray. po� d p COLLUVIUM (Qcol) .2 101.0 QI L 1 � I e Poi° ' 6 d SDP d SILTY FINE TO MEDIUM SAND, m erately SM 8 cemented. Medium dense to dense. Damp to moist. Yellow -tan and orange. 1 TORREY SANDSTONE (Tt) ' 10 1 Bottom @ 10.5' 12 1 X w W J t7 Z WATER TABLE JOB m Residence Additions ® LOOSE BAG SAMPLE OCATION N IN -PLACE SAMPLE Mountain Vista Drive, Encinitas, California ' o DRIVE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No. s SAND CONE/F.D.T. 03 -8562 oeot�nf.1 o ® FIGURE NUMBER t�l/ J � EWOratlon, Inc. HP X STANDARD PENETROMETER Illd r W JJ EQUIPMENT ±GR N & TYPE OF EXCAVATION DATE LOGGED Hand Tools 3' X 10' Handpit 12 -19-03 SURFACE ELEVATION WATER DEPTH LOGGED BY 274' Mean Sea Level feet JKH FIELD DESCRIPTION ' AND o LL J CLASSIFICATION w o o ° o ° a DESCRIPTION AND REMARKS vi C D � m ,� ° + J Uj v^, CL N¢ (Grain size, Density, Moisture, Color) - o a w LL o x w w - o o f _ SILTY FINE TO MEDIUM SAND, w/ some SM rootlets and worm voids. Loose to medium dense. — — Damp. Dark brown. ' — TOPSOIL/ — — SLOPEWASH (Qsw) 2 r — _ — becomes gray- brown. ' FINE TO MEDIUM SAND, w /slight silt and some SM 4 � pebbles and cobbles; poorly to moderately F P. cemented. Medium dense. Damp. Tan -gray. o pl� ' COLLUVIUM (Qcol) e � o P d� 13 117 1 6 ep PAP a�� P 8 d �P ' — seepage @ 9'. SILTY FINE TO MEDIUM SAND, moderately SM well cemented. Medium dense. Moist. 1 10 Yellow -tan and orange. TORREY SANDSTONE t s Bottom @ 10.5' x 12 X O W (7 Z WATER TABLE JOBNAME ' ? Timm Residence Additions ® SITE LOC ATION LOOSE BAG SAMPLE N N IN -PLACE SAMPLE 2162 Mountain Vista Drive, Encinitas, California ' o JOB NUMBER REVIEWED BY DRIVE SAMPLE LOG No. LDR/JAC 0 03 -8562 Q SAND CONE/F.D.T. Geot�echnical o ® FIGURE NUMBER '�� Exploration, Inc. H P ' W STANDARD PENETROMETER Ille 1 EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED ' Hand Tools 2'X 2'X 3' Handpit 12 -19-03 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ' t 270' Mean Sea Level Not Encountered JKH FIELD DESCRIPTION ' AND _ } , o LL J FC-1-DESCRIPTION CLASSIFICATION o o n o o c AND REMARKS v _� + ° w in w > ain size, Density, Moisture, Color S "' U U ¢ z a = o c z� ?o OM M o� 00 m0 SILTY FINE TO MEDfUM SAND, w/ roots and SM rock fragments. Loose to medium dense. Dam A Gray- brown. p ' o� FILL/ TOPSOIL Q SP 2 ' ' SANDSTONE, well cemented. Dense. Damp. Yellow -tan and orange. • • TORREY SANDSTONE t ' 4 Bottom @ 3' ' 6 8 10 12 ' w O a w C7 LLill i Z WATER TABLE J� NAME Timm Residence Additions ® LOOSE BAG SAMPLE sITELOCanoN N QQ IN -PLACE SAMPLE 2162 Mountain Vista Drive, Encinitas, California o DRIVE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No. SAND CONE/F.D.T. 03 -8562 +�� Geotechntwl ® FIGURE NUMBER Exploration, Inc. HP-6 ' x STANDARD PENETROMETER w IItF 1 EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED 1 Hand Tools X X X X 10' Handpit 12 -19-03 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY t 270' Mean Sea Level at -8 feet JKH FIELD DESCRIPTION AND CLASSIFICATION LL o �d o a o LL J W WC W >`� + O 2 O J U U D D to W (n DESCRIPTION AND REMARKS g ¢ O z a = LLJ N (Grain size, Density, Moisture, Color) a o °- w a o w w° X o ° o ¢ Z 1 S Z0 zo OM �o o° w U my cn- c n, SILTY FIN TO M EDIUM SANS, w/ some roots SM and rock fragments. Medium dense. Damp. Dark brown. `y 1 ; FILL/ TOPSOIL (Qaf) 2 FINE TO MEDIUM SAND, w/ some pebbles and SM cobbles; poorly to moderately cemented. Medium • 7 117.6 dense. Damp. Tan -gray. ;I QI" . COLLUVIUM (Qcol) 4 °o P 1 �. o�DP 1 �P � 1 6P ° Pa d . P oi • : seepage @ 8'. 8 - SILTY FINE TO MEDIUM SAND, moderately SM ' well cemented. Medium dense to dense. Moist. Yellow -tan and orange. TORREY SANDSTONE t ' Bottom @ 8.5' 10 is 1 12 a. X O w Z WATER TABLE JOB NAME 1 ? Timm Residence Additions ® LOOSE BAG SAMPLE SITE LOCATION IN -PLACE SAMPLE 2162 Mountain Vista Drive, Encinitas, California ' ° DRIVE SAMPLE JOB NUMBER REVIEWED BY LOG No Z LDR/JAC ° 03 -8562 Qs SAND CONE/F.D.T. FIGURE NUMBER ati ��Enc. HP-7 Ir ® STANDARD PENETROMETER Illg N Uj 1 EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED ' Hand Tools 2'X 2'X 5' Handpit 12 -19-03 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ' t 266' Mean Sea Level at -3.5 feet JKH FIELD DESCRIPTION AND o } - } ' CLASSIFICATION LLLLJJ w � '0 o J w 2' LL } M2' } } 0 + J � O = m a DESCRIPTION AND REMARKS N v v ~ M '_ �� z O F`" J w o (Grain size, Density, Moisture, Color) Cd Z o Z w a o a w w X ° o -� o OM �o o w C 8 m0 U SILTY FINE TO MEDIUM SAND, w/ abundant SM roots and rock fragments. Loose. Damp to moist. Dark brown. ' TOPSOIL 2 --------------- — ' FINE TO MEDIUM SAND, w slight slt; poorly SW cemented. Loose. Saturated. Gray- brown. COLLUVIUM (Qcolj SP 4 — seepage 3.5'. SANDSTONE, moderately well cemented. Dense. Moist. Tan -gray and orange. ' TORREY SANDSTONE t 6 Bottom @ 5' 8 r 10 g 12 J X w O w 1 WATER TABLE JOB NAME Timm Residence Additions ® LOOSE BAG SAMPLE SITE LOCATION IN -PLACE SAMPLE 2162 Mountain Vista Drive, Encinitas, California ° o . JOB NUMBER REVIEWED BY LOG No. DRIVE SAMPLE LDR/JAC 062 McaI, HP-8 It ❑s SAND CONE/F.D.T. FIGURE NUMBER '�� E :ploratlon, Inc. X ® STANDARD PENETROMETER 111h w EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED ' Hand Tools X X TX 10' Handpit 12 -19-03 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY t 270' Mean Sea Level at -8 feet JKH FIELD DESCRIPTION AND r ' CLASSIFICATION o o ° W LL J W v + 0 N m a DESCRIP AND REMARKS g N g N �_ C M 'n U-1 o N (Grain size, Density, Moisture, Color) ? Z Z o o ' o ui o m p 5� SILTY , w abundant S roots and rock fragments. Loose to medium n: dense. Damp. Tan - brown. d a� s FILL (Qaf) 2– SILTY FINE TO MEDIUM SAND, w/ some SM pebbles and cobbles; poorly to moderately �Q I cemented. Medium dense. Damp. Red - brown. SLOPEWASH/ ' P COLLUVIUM (Qsw /Qcol) eioP 1 d P p Ql° 6 ep P: �f – seepage 8'. FINE TO MEDIUM SAND, w/ slight silt and some SM 8 rock fragments. Loose to medium dense. a. ^P Saturated. Tan -gray. d P: COLLUVIUM (Qcol) SANDSTONE, moderately well cemented. SP 10 Medium dense. Moist to wet. Tan -graLt—i and orange. TORREY SANDSTONE g Bottom ° 12 X w O w V WATER TABLE JOB NAME ' Timm Residence Additions ® LOOSE BAG SAMPLE SITE LOCATION ❑� IN -PLACE SAMPLE 2162 Mountain Vista Drive, Encinitas, California DRIVE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No. SAND CONE/F.D.T. 03 -8562 �r�I Geatedi HP -9 � Qs o FIGURE NUMBER EWoratlon, Inc. ' W ® STANDARD PENETROMETER Illi r EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED ' Hand Tools 2'X 2'X 5' Handpit 12 -19-°3 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ' t 265' Mean Sea Level at -3.5 feet JKH FIELD DESCRIPTION AND ^ } ^ } ' CLASSIFICATION o o o o LL "j W W W} } } 0 + J LL LL C^ a cc DESCRIPTION AND REMARKS ti g g a z o z w w N (Grain size, Density, Moisture, Color) j z z o o o n o ° =00, ¢' u 0 0 m m SILTY FINE TO MEDIUM SAND, w/ abundant SM roots and rock fragments. Loose. Damp to moist. _ — Dark brown. ' TOPSOIL/ COLLUVIUM (Qcol) 2 — r _ILL- ilz — see a e 3.5'. SANDSTONE, moderately well cemented. SP 4 Dense. Moist. Tan -gray and orange. TORREY SANDSTONE (Tt) 6 Bottom @ 5' 8 ' 10 0 ° J 12 X w O w 2 Z WATER TABLE JOB NAME ' ? Timm Residence Additions F ® LOOSE BAG SAMPLE SITE LOCATION IN -PLACE SAMPLE 2162 Mountain Vista Drive, Encinitas, California ° DRIVE SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No. ° HP-10 9 Os SAND CONE/F.D.T. FIGURE NUMBER Of Geote ical Inc. . ® STANDARD PENETROMETER IIIj l,� ■■■�� DIRECT ,.. O ©© MONOM MONO\ \11 - MENEM ■ ■■ ■Mi�� " 1118 ■IIIIINI■ ■I111111�111111111■ ■1111111■ ■11111 • ■■■■ r. ■ _ IIIAIIIIIIIII■ IIIIIIIIAl1111111 ■IIIIIIII ■IIIII ■EN /M ■WE III8111111II1■ 11111111411811111 ■IIIIIIII■IIIII ■ ■ ■ ■ ■ ■ ■ \ \. ., IIIA111111111■ 11111111RIIIII111 ■IIIIIIII ■IIIII MEMEMM ■N \ \► :: IIIA111111111■ Ilillll lglltl11111 ■IIIIIIII ■IIIII MEMEMM ■ ■N IIIBIIIIIINI■■ 1111111 lHII811111lIIIIIiI ■ ■IIIII . MEN ■ ■ ■ ■ ■ \ \\ " IIIA111111A11■ IIIIIIIiR11111111 ■IIIIIIII ■IIIiI ME■EMM ■N■ ►\ N MMMMMMMM an ► IIIA111111I11�1111�11 ldIIB11111 ■IIIIIIII ■Ilill ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ \ \\ IIIAIIIIIIIII■ IBIIIIIiH11111111 ■IIIIIII ■ ■IIIII ■ ■EMMMMM■ ■M■ \\ \► . IIIA111111111■ 1111111 lAlllll111 ■IIIIIIII ■illll ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■M = - ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■EN MAXIMUM DRY . � ©► OMEN ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■1113� ■ ■O■ ■■ ■�� SOIL COMPACTION Brown silty fine to medium sand. • 0 © Dark b - to medium sand M ® SWELL TEST DATA '. tl�9 � �.�.q� , IRI ■1111 nw� iivi►a p181 �n�am mn�i ��w►°� nnm iii ��nuii iu��ut i rim M11 159 drill 0 7 DESCRIPTION OF SOIL Brown silty fine to medium sand. 1 PLEISTOCENE AND EOCENE GEOLOGY OF THE ENCINITAS AND RANCHO SANTA FE QUADRANGLES ale 1 300 r ,,.. Td f be " ../300 � � � } -� �''• • .�`�� \J Qat y . ,Ol�v�nhain; i— bt 1 - Timm Residence Additions 2162 Mountain Vista Drive Figure No. Va ' Encinitas, CA. Job No. 03 -856, GIN- January 2004 r 1 PLEISTOCENE AND EOCENE GEOLOGY 1 OF THE ENCINITAS AND RANCHO SANTA FE QUADRANGLES LEGEND 1 Qs Sweitzer Formation, with deposits on the,.. Qsbr Bird Rock, 1 Qsn Nestor, Qsp Palomar, Qsm Magdalena, 1 Qsq Quail, Qsb Bulrush, Qsmv Marview, Qsc Clairemont and Qst Tecolote marine terraces. Qsu Sweitzer Formation, terrace deposits, (undifferentiated) 1 Qsst Sweitzer Formation, stream terrace deposits Qse Sweitzer Formation, estuarine deposits Tmv Mission Valley Formation 1 Tst Stadium Conglomerate Tsc Scripps Formation Tt /sc Torrey Sandstone /Scripps Formation, (undifferentiated) 1 To Ardath Shale Tt Torrey Sandstone Td /f Delmar Formation /Friars Formation, (undifferentiated) 1 Td Delmar Formation Kp Point Loma Formation K I Lusardi Formation ' Ke Escondido Creek Leucogranodiorite Jsp Santiago Peak Volcanics / contact, exposed ' PLEISTOCENE MARINE TERRACE AND EOCENE GEOLOGY, ENCINITAS AND RANCHO SANTA FE QUADRANGLES, ' SAN DIEGO COUNTY, CALIFORNIA LEONARD EISENBERG 1983 1 N 1 MM Figure No. Vb 4 14.5 0 Job No. 03 -8562 1 ' V C o� �o ' Q� r� y s OR to, � c VW ' 1 Q/ N N Qw = i Z N a O � o ° m u CR Z � Z ° V) J :E O O ui V' LL > U w 0: Cie 47 X O O C O N N O_O V Qn- d O N Q O• C cd d0 C t O O c p�C7 O W \ O C O m C 1= C pp O pC�p=Q y p . O� �+ O O� U�o c (1SW anogD 1991) N0I1`dn313 `� a t y U N LEI O Oi z C p z aE om' FOUNDATION REQUIREMENTS NEAR SLOPES ' TOP OF COMPACTED FILL SLOPE Proposed Structure (Any loose soils on the slope surface ' shall not be cnsiderred to provide lateral or vertical strength for the Concrete Floor Slab footing or for slope stability. Needed ' depthof imbedment shall be measured Setback from competent soil.) oil ' COMPACTED FILL SLOPE WITH MAXIMUM INCLINATION AS PER SOILS REPORT. Reinforcement of ' Foundations and Floor Slabs Following the Total Depth of Footing Recommendations of the Measured from Finish Soil !� Architect or Structural a {� Sub -Grade ' Engineer. l COMPACTED FILL Concrete Founation 18" Minimum or as Deep Outer Most Face as Required for Lateral Stability of Footing ' TYPICAL SECTION ' ( Showing Proposed Foundation Located Within 8 Feet of Top of Slope) 18" FOOTING / & SETBACK Total Depth of Footing ' 1.5:1.0 SLOPE # 2.0 :1.0 SLOPE 0 82" 66" 0 0 2 ' 66 54' 0 4' 51 47' o a 6',., N H 8' 18" 18" # when applicable ' Figure No. V I I Job No. 03 -8562 sr4 pi Geotechnical �ratloM TYPICAL SUBGRADE RETAINING WALL DRAINAGE RECOMMENDATIONS Proposed Exterior ' Grade To Drain at A Min. 2% 6" Min. /Fall Away from Bldg // Exterior Retaining Miradrd� 600"��i�� Footing Wall ' Properly Waterproofing Compacted ' To Top Of Wall Backfill ' Perforated PVC (SDR 35) Lower —level Sealant 4" pipe with 0.5% min. slope, Slab —on —grade with bottom of pipe located 12" or Crowlspace below slab or Interior (crowlspace ' Sealant round surface elevation, with 1.` ?cu.ft.) of gravel 1" diameter max, wrapped with filter cloth such as Miradrain 6000 ' e D ° a T Between Bottom 12" of Slab and Pipe Bottom \ ore L ' D ' 60' Miradrain Cloth ' NOT TO SCALE ' Figure No. VIA ' Job No. 03-8562 NOTE. As an option to Miradrain 6000, Gravel or Crushed rock 3/4" maximum diameter may be used -iseb with a minimum 12" thickness along the interior face of the wall and 2.0 cu.ft. /ft. of pipe ' gravel envelope. 02- 8198 —V ' APPENDIX B EQ FAULT TABLES ' Timm eqf TEST.OUT 1 E Q F A U L T ?' version 3.00 ' DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS ' JOB NUMBER: 03 -8562 DATE: 01 -28 -2004 JOB NAME: Timm eqf Test Run ' CALCULATION NAME: Timm eqf Test Run Analysis FAULT - DATA -FILE NAME: CDMGFLTE.DAT ' SITE COORDINATES: SITE LATITUDE: 33.0622 ' SITE LONGITUDE: 117.2400 SEARCH RADIUS: 100 mi ' ATTENUATION RELATION: 8) Bozorgnia Campbell Niazi (1999) Hor. -Soft Rock- Uncor. UNCERTAINTY (M= Median, S= Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 1 Campbell SHR: 0 ' COMPUTE PEAK HORIZONTAL ACCELERATION FAULT -DATA FILE USED: CDMGFLTE.DAT ' MINIMUM DEPTH VALUE (km): 3.0 --------- - - - - -- ' EQFAULT SUMMARY ' Page 1 t Timm eqf TEST.OUT --------- - - - - -- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 ' 1 (ESTIMATED MAX. EARTHQUAKE EVENT 1 APPROXIMATE 1------------------------------- ABBREVIATED I DISTANCE I MAXIMUM I PEAK JEST. SITE ' ---- -_ - - -- FAULT -- NAME __ -_ - -_- I mi (km) (EARTHQUAKE( SITE JINTENSITY 1 1 MAG.(MW) J ACCEL. g JMOD.MERC. ROSE CANYON 1 6.1( 9.8)1 6.9 1 0.354 1 IX NEWPORT- INGLEWOOD (Offshore) 1 12.9( 20.7)1 6.9 1 0.192 1 VIII ' CORONADO BANK 1 20.7( 33.3)1 7.4 1 0.161 1 VIII ELSINORE- JULIAN 1 25.4( 40.8)1 7.1 1 0.103 1 VII ELSINORE - TEMECULA 1 25.5( 41.0)1 6.8 1 0.082 1 VII EARTHQUAKE VALLEY 1 39.1( 62.9)1 6.5 1 0.037 1 V ' ELSINORE -GLEN IVY 1 40.6( 65.4)1 6.8 1 0.045 1 VI PALOS VERDES 1 43.2( 69.6)1 7.1 1 0.053 1 VI SAN JACINTO-ANZA 1 48.1( 77.4)1 7.2 1 0.050 1 VI SAN JACINTO -SAN JACINTO VALLEY 1 50.5( 81.2)1 6.9 1 0.037 1 V SAN JACINTO- COYOTE CREEK I 50.5( 81.2)1 6.8 1 0.034 1 V ' ELSINORE- COYOTE MOUNTAIN 1 51.3( 82.6)1 6.8 1 0.033 1 V NEWPORT- INGLEWOOD (L.A.Basin) 1 54.7( 88.0)1 6.9 1 0.033 1 V CHINO- CENTRAL AVE. (Elsinore) 1 55.8( 89.8)1 6.7 1 0.033 1 V WHITTIER 1 59.3( 95.5)1 6.8 1 0.028 1 V ' SAN JACINTO - BORREGO 1 61.3( 98.7)1 6.6 1 0.023 1 IV COMPTON THRUST 1 64.4( 103.6)1 6.8 1 0.034 1 V SAN JACINTO -SAN BERNARDINO 1 66.0( 106.2)1 6.7 1 0.022 1 IV ELYSIAN PARK THRUST 1 67.2( 108.2)1 6.7 1 0.030 1 V SAN ANDREAS - San Bernardino 1 68.5( 110.3)1 7.3 1 0.034 1 V ' SAN ANDREAS - Southern 1 68.5( 110.3)1 7.4 1 0.037 1 V SAN ANDREAS - Coachella 1 74.3( 119.6)1 7.1 1 0.026 1 V PINTO MOUNTAIN 1 75.1( 120.8)1 7.0 1 0.024 1 V SUPERSTITION MTN. (San Jacinto) 1 76.5( 123.1)1 6.6 1 0.017 1 IV ' SAN JOSE 1 76.7( 123.4)1 6.5 1 0.019 1 IV BURNT MTN. 1 78.9( 127.0)1 6.4 1 0.014 1 IV SIERRA MADRE 1 80.2( 129.1)1 7.0 1 0.026 1 V CUCAMONGA 1 80.2( 129.1)1 7.0 1 0.026 1 V ELMORE RANCH 1 80.3( 129.2)1 6.6 1 0.016 1 IV SUPERSTITION HILLS (San Jacinto)1 81.3( 130.8)1 6.6 1 0.016 1 IV EUREKA PEAK 1 81.6( 131.3)1 6.4 1 0.013 1 III NORTH FRONTAL FAULT ZONE (West) 1 81.6( 131.4)1 7.0 1 0.026 1 V LAGUNA SALADA 1 82.0( 132.0)1 7.0 1 0.021 1 IV ' CLEGHORN 1 83.8( 134.8)1 6.5 1 0.014 1 IV NORTH FRONTAL FAULT ZONE (East) 1 84.3( 135.7)1 6.7 1 0.019 1 IV SAN ANDREAS - 1857 Rupture 1 87.9( 141.4)1 7.8 1 0.037 1 V SAN ANDREAS - Mojave 1 87.9( 141.4)1 7.1 1 0.021 1 IV RAYMOND 1 88.8( 142.9)1 6.5 1 0.015 1 IV ' LANDERS 1 89.8( 144.5)1 7.3 1 0.024 1 V CLAMSHELL - SAWPIT 1 90.3( 145.3)1 6.5 1 0.015 1 IV DETERMINISTIC SITE PARAMETERS ----------------------------- ' Page 2 ---------------------------- - - - - -- --- - - - - -- ------------ I JESTIMATED MAX. EARTHQUAKE EVENT 1 APPROXIMATE 1------------------------------- ABBREVIATED I DISTANCE 1 MAXIMUM I PEAK JEST. SITE ' Page 2 ' Timm eqf TEST.OUT FAULT NAME I mi (km) IEARTHQUAKEI SITE (INTENSITY ' _ ____________ °______________= 1 I MAG.(Mw) 1 ACCEL. g 1MOD.MERC. BRAWLEY SEISMIC ZONE 1 91.0( 146.4)1 6.4 1 0.011 1 III VERDUGO 1 91.5( 147.3)1 6.7 1 0.017 1 IV HELENDALE - S. LOCKHARDT 1 93.0( 149.6)1 7.1 1 0.020 1 IV ' HOLLYWOOD 1 93.5( 150.4)1 6.4 1 0.013 1 III LENWOOD- LOCKHART -OLD WOMAN SPRGSI 95.9( 154.3)1 7.3 1 0.022 1 IV EMERSON So. - COPPER MTN. 1 97.2( 156.5)1 6.9 1 0.016 1 IV IMPERIAL 1 97.4( 156.8)1 7.0 1 0.017 1 IV ' 70HNSON VALLEY (Northern) 1 98.2( 158.0)1 6.7 1 0.013 1 III SANTA MONICA I 98.2( 158.0)1 6.6 1 0.015 1 IV :: '.: :': s': ;: :: is is �: :: ;r •': ',: :: :: :: ': ': :: '- .: :: ',: s'; i; is is it .. ... .s. .. ... ... .. .. ... ... ., ,., .. ,. ., .. .. .. ... ... ,. .s; s'; st' :.'r is i•..:.:...; s' rs':' .:.:....:... s ' : ;.:•: rs s ' .: :.:. is i:t;.:•:c s':; -END OF SEARCH- 49 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. ' THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 6.1 MILES (9.8 km) AWAY. LARGEST MAXIMUM - EARTHQUAKE SITE ACCELERATION: 0.3538 g ' Page 3 Timm eqf TEST.OUT ' ;; E Q F A U L T version 3.00 DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS 30B NUMBER: 03-8562 DATE: 01-28-2004 30B NAME: Timm eqf Test Run CALCULATION NAME: Timm eqf Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.0622 SITE LONGITUDE: 117.2400 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 8) Bozorgnia Campbell Niazi (1999) Hor.-Soft Rock-Uncor. UNCERTAINTY (m=median, S=Sigma): M Number of sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 1 Campbell SHR: 0 COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles) FAULT-DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 --------------- EQFAULT SUMMARY PL Q Page 1 ' Timm eqf TEST.OUT --------- - - - - -- ----------------------------- ' DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 -------------------------------- ----------- - ---- ------------------------------- i (ESTIMATED MAX. EARTHQUAKE EVENT I APPROXIMATE 1---------------------------- ABBREVIATED I DISTANCE I MAXIMUM I RHGA JEST. SITE FAULT NAME I mi (km) JEARTHQUAKEI SITE JINTENSITY MAG.(Mw) I ACCEL. g 1MOD.MERC. ROSE CANYON 1 6.1( 9.8)1 6.9 1 0.230 1 IX NEWPORT - INGLEWOOD (Offshore) 1 12.9( 20.7)1 6.9 1 0.192 1 VIII CORONADO BANK 1 20.7( 33.3)1 7.4 1 0.161 1 VIII ELSINORE- JULIAN 1 25.4( 40.8)1 7.1 1 0.103 1 VII ELSINORE - TEMECULA 1 25.5( 41.0)1 6.8 1 0.082 1 VII EARTHQUAKE VALLEY 1 39.1( 62.9)1 6.5 1 0.037 1 V ELSINORE -GLEN IVY 1 40.6( 65.4)1 6.8 1 0.045 1 VI ' PALOS VERDES 1 43.2( 69.6)1 7.1 1 0.053 1 VI SAN JACINTO-ANZA 1 48.1( 77.4)1 7.2 1 0.050 1 VI SAN JACINTO -SAN JACINTO VALLEY 1 50.5( 81.2)1 6.9 1 0.037 1 V SAN JACINTO - COYOTE CREEK 1 50.5( 81.2)1 6.8 1 0.034 1 V ' ELSINORE- COYOTE MOUNTAIN 1 51.3( 82.6)1 6.8 1 0.033 1 V NEWPORT- INGLEWOOD (L.A.Basin) 1 54.7( 88.0)1 6.9 1 0.033 1 V CHINO- CENTRAL AVE. (Elsinore) 1 55.8( 89.8)1 6.7 1 0.033 1 V WHITTIER 1 59.3( 95.5)1 6.8 1 0.028 1 V SAN JACINTO - BORREGO 1 61.3( 98.7)1 6.6 1 0.023 1 IV ' COMPTON THRUST 1 64.4( 103.6)1 6.8 1 0.034 1 V SAN JACINTO -SAN BERNARDINO 1 66.0( 106.2)1 6.7 1 0.022 1 IV ELYSIAN PARK THRUST 1 67.2( 108.2)1 6.7 1 0.030 1 V SAN ANDREAS - San Bernardino 1 68.5( 110.3)1 7.3 1 0.034 1 V SAN ANDREAS - Southern 1 68.5( 110.3)1 7.4 1 0.037 1 V SAN ANDREAS - Coachella 1 74.3( 119.6)1 7.1 1 0.026 1 V PINTO MOUNTAIN 1 75.1( 120.8)1 7.0 1 0.024 1 V SUPERSTITION MTN. (San Jacinto) 1 76.5( 123.1)1 6.6 1 0.017 1 IV SAN JOSE 1 76.7( 123.4)1 6.5 1 0.019 1 IV ' BURNT MTN. 1 78.9( 127.0)1 6.4 1 0.014 1 IV SIERRA MADRE 1 80.2( 129.1)1 7.0 1 0.026 1 V CUCAMONGA 1 80.2( 129.1)1 7.0 1 0.026 1 V ELMORE RANCH 1 80.3( 129.2)1 6.6 1 0.016 1 IV SUPERSTITION HILLS (San Jacinto)J 81.3( 130.8)1 6.6 1 0.016 1 IV EUREKA PEAK 1 81.6( 131.3)1 6.4 1 0.013 1 III NORTH FRONTAL FAULT ZONE (West) 1 81.6( 131.4)1 7.0 1 0.026 1 V LAGUNA SALADA 1 82.0( 132.0)1 7.0 1 0.021 1 IV CLEGHORN 1 83.8( 134.8)1 6.5 1 0.014 1 IV ' NORTH FRONTAL FAULT ZONE (East) 1 84.3( 135.7)1 6.7 1 0.019 1 IV SAN ANDREAS - 1857 Rupture 1 87.9( 141.4)1 7.8 1 0.037 1 V SAN ANDREAS - Mojave 1 87.9( 141.4)1 7.1 1 0.021 1 IV RAYMOND 1 88.8( 142.9)1 6.5 1 0.015 1 IV LANDERS 1 89.8( 144.5)1 7.3 1 0.024 1 V CLAMSHELL - SAWPIT 1 90.3( 145.3)1 6.5 1 0.015 1 IV ' DETERMINISTIC SITE - PARAMETERS ' Page 2 ---------------------------------- I JESTIMATED MAX. EARTHQUAKE EVENT 1 APPROXIMATE J---------------------------- ABBREVIATED 1 DISTANCE J MAXIMUM I RHGA JEST. SITE Page 2 / ' Timm eqf TEST.OUT FAULT NAME I mi (km) 1EARTHQUAKEI SITE (INTENSITY MAG.(Mw) I ACCEL. g 1MOD.MERC. BRAWLEY SEISMIC ZONE 1 91.0( 146.4)1 6.4 1 0.011 1 III VERDUGO I 91.5( 147.3)1 6.7 1 0.017 1 IV HELENDALE - S. LOCKHARDT I 93.0( 149.6)1 7.1 1 0.020 1 IV ' HOLLYWOOD I 93.5( 150.4)1 6.4 1 0.013 I III LENWOOD - LOCKHART - OLD WOMAN SPRGSI 95.9( 154.3)1 7.3 1 0.022 I IV EMERSON SO. - COPPER MTN. 1 97.2( 156.5)1 6.9 1 0.016 I IV IMPERIAL 1 97.4( 156.8)1 7.0 1 0.017 I IV ' JOHNSON VALLEY (Northern) I 98 158 6.7 1 0.013 I III SANTA MONICA 1 98. 2( 158.0)1 6.6 1 0.015 1 IV : : �: • �: ,: : �: : ,: ::: :- r: ,: �::: ; t � : is -END OF SEARCH- 49 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 6.1 MILES (9.8 km) AWAY. LARGEST MAXIMUM - EARTHQUAKE SITE ACCELERATION: 0.2300 g ' Page 3 CALIFORNIA FAULT MAP Timm eqf Test Run ' 1100 1000 ' 900 800 700 600 500 400 ' 300 ' 200 100 ' -100 ' -400 -300 -200 -100 0 100 200 300 400 500 600 G + ' APPENDIX C EQ SEARCH TABLES GF4 ' Timm eqs TEST.OUT E Q S E A R C H version 3.00 s: :Y :Y it ': :; :c •4 t;;; s4i; :.•'c tr is :Y :r ',r': Y sc •'-:'; ' ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS ' JOB NUMBER: 03 -8562 DATE: 01 - 28 - 2004 JOB NAME: Timm eqs Test Run EARTHQUAKE - CATALOG -FILE NAME: ALLQUAKE.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 SITE COORDINATES: SITE LATITUDE: 33.0622 SITE LONGITUDE: 117.2400 ' SEARCH DATES: START DATE: 1800 END DATE: 2003 SEARCH RADIUS: ' 10.0 mi 1660.9 km ATTENUATION RELATION: 8) Bozorgnia Campbell Niazi (1999) Hor. - Soft Rock Uncor. UNCERTAINTY (M= Median, S= Sigma): M Number of Sigmas: 0.0 ' ASSUMED SOURCE TYPE: DS [SS= Strike -slip, DS= Reverse -slip, BT= Blind- thrust] SCOND: 0 Depth Source: A Basement Depth: 5.00 km Campbell SSR: 1 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION ' MINIMUM DEPTH VALUE (km): 3.0 GF4 Page 1 77�P ' Timm eqs TEST.OUT ------------------------- ' EARTHQUAKE - SEARCH - RESULTS Page 1 ------------------------------------------------------------------------------- ' I I I I TIME I I I SITE ISITEI APPROX. FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODE1 NORTH I WEST I I H M Sect (km)1 MAG.1 g 11NT.1 ml Ekm] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ DMG 133 .00001117.3000111 /22/180012130 0.01 0.01 6.501 0.371 1 IX 1 5.5( 8.9) MGI 132.80001117.1000105 /25/18031 0 0 0.01 0.01 5.001 0.032 1 v 1 19.8( 31.9) DMG 134.37001117.6500112 /08/1812115 0 0.01 0.01 7.001 0.022 1 IV 1 93.3(150.2) T -A 134.00001118.2500109 /23/18271 0 0 0.01 0.01 5.001 0.005 1 II 1 87.0(140.0) MGI 134.10001118.1000107 /11/18551 415 0.01 0.01 6.301 0.013 1 II11 87.1(140.1) ' T -A 134.00001118.2500101 /10/18561 0 0 0.01 0.01 5.001 0.005 1 II 1 87.0(140.0) MGI 133.00001117.0000109 /21/18561 730 0.01 0.01 5.001 0.046 1 vi 1 14.5( 23.4) T -A 132.67001117.1700112 /00/18561 0 0 0.01 0.01 5.001 0.021 1 IV 1 27.4( 44.1) MGI 134.00001117.5000112 /16/1858110 0 0.01 0.01 7.001 0.034 1 v 1 66.5(106.9) T -A 134.00001118.2500103 /26/18601 0 0 0.01 0.01 5.001 0.005 1 11 1 87.0(140.0) ' DMG 132.70001117.2000105 /27/1862120 0 0.01 0.01 5.901 0.049 1 vi 1 25.1( 40.4) T -A 132.67001117.1700110 /21/18621 0 0 0.01 0.01 5.001 0.021 1 IV 1 27.4( 44.1) T -A 132.67001117.1700105 /24/18651 0 0 0.01 0.01 5.001 0.021 1 IV 1 27.4( 44.1) T -A 133.50001115.8200105 /00/18681 0 0 0.01 0.01 6.301 0.013 1 II11 87.4(140.6) T -A 132.25001117.5000101 /13/1877120 0 0.01 0.01 5.001 0.008 1 II11 58.1( 93.5) DMG 133.90001117.2000112 /19/18801 0 0 0.01 0.01 6.001 0.018 1 IV 1 57.9( 93.2) DMG 134.10001116.7000102 /07/18891 520 0.01 0.01 5.301 0.007 1 II 1 78.1(125.7) DMG 134.20001117.9000108 /28/18891 215 0.01 0.01 5.501 0.007 1 II 1 87.2(140.4) DMG 133.40001116.3000102 /09/1890112 6 0.01 0.01 6.301 0.022 1 Iv 1 59.1( 95.1) ' DMG 132.70001116.3000102 /24/18921 720 0.01 0.01 6.701 0.030 1 v 1 60.0( 96.5) DMG 133 .20001116.2000105 /28/189211115 0.01 0.01 6.301 0.021 1 Iv 1 60.9( 98.0) DMG 134.30001117.6000107 /30/18941 512 0.01 0.01 6.001 0.010 1 II11 87.9(141.5) DMG 132.80001116.8000110 /23/1894123 3 0.01 0.01 5.701 0.031 1 v 1 31.3( 50.3) ' DMG 134.20001117.4000107 /22/18991 046 0.01 0.01 5.501 0.008 1 1111 79.1(127.3) DMG 134 .30001117.5000107 /22/189912032 0.01 0.01 6.501 0.016 1 IV 1 86.8(139.6) DMG 133 .80001117.0000112 /25/189911225 0.01 0.01 6.401 0.028 1 v 1 52.8( 84.9) MGI 134 .00001118.0000112 /25/190311745 0.01 0.01 5.001 0.005 1 II 1 78.1(125.7) MGI 134 .10001117.3000107 /15/190512041 0.01 0.01 5.301 0.008 1 II 1 71.7(115.4) 1 MGI 134.00001118.3000109 /03/19051 540 0.01 0.01 5.301 0.006 1 11 1 89.0(143.2) DMG 134.20001117.1000109 /20/19071 154 0.01 0.01 6.001 0.012 1 I111 79.0(127.1) DMG 133.70001117.4000104 /11/19101 757 0.01 0.01 5.001 0.011 1 IIII 45.0( 72.4) DMG 133.70001117.4000105 /13/19101 620 0.01 0.01 5.001 0.011 1 II11 45.0( 72.4) ' DMG 133 .70001117.4000105 /15/191011547 0.01 0.01 6.001 0.025 1 v 1 45.0( 72.4) DMG 133.50001116.5000109 /30/19161 211 0.01 0.01 5.001 0.009 1 IIII 52.3( 84.2) DMG 133. 75001117 .0000104 /21/19181223225.01 0.01 6.801 0.042 1 VI 1 49.5( 79.6) MGI 133.80001117.6000104 /22/191812115 0.01 0.01 5.001 0.009 1 1111 55.0( 88.5) DMG 133 .75001117.0000106 /06/191812232 0.01 0.01 5.001 0.010 1 I111 49.5( 79.6) ' MGI 134 .00001118.5000111 /19/191812018 0.01 0.01 5.001 0.004 1 I 1 97.2(156.4) DMG 133.20001116.7000101 /01/19201 235 0.01 0.01 5.001 0.017 1 Iv 1 32.6( 52.5) MGI 134.08001118.2600107 /16/1920118 8 0.01 0.01 5.001 0.004 1 I 1 91.5(147.3) MGI 133 .20001116.6000110 /12/192011748 0.01 0.01 5.301 0.017 1 IV 1 38.2( 61.5) ' DMG 134.00001117.2500107 /23/19231 73026.01 0.01 6.251 0.019 1 Iv 1 64.7(104.2) DMG 134.00001116.0000104 /03/1926120 8 0.01 0.01 5.501 0.006 1 11 1 96.4(155.1) DMG 134.00001118.5000108 /04/192711224 0.01 0.01 5.001 0.004 1 I 1 97.2(156.4) DMG 134 .00001116.0000109 /05/192811442 0.01 0.01 5.001 0.004 1 I 1 96.4(155.1) ' DMG 132.90001115.7000110 /02/1928119 1 0.01 0.01 5.001 0.004 1 I 1 89.9(144.7) DMG 134.18001116.9200101 /16/19301 02433.91 0.01 5.201 0.006 1 11 1 79.3(127.7) DMG 134.18001116.9200101 /16/19301 034 3.61 0.01 5.101 0.006 1 11 1 79.3(127.7) DMG 133.61701117.9670103 /11/19331 154 7.81 0.01 6.301 0.023 1 IV 1 56.8( 91.4) DMG 133.75001118.0830103 /11/19331 2 9 0.01 0.01 5.001 0.006 1 II 1 67.9(109.3) ' DMG 133.75001118.0830103 /11/19331 230 0.01 0.01 5.101 0.007 1 II 1 67.9(109.3) DMG 133.75001118.0830103 /11/19331 323 0.01 0.01 5.001 0.006 1 11 1 67.9(109.3) DMG 133.70001118.0670103 /11/19331 51022.01 0.01 5.101 0.007 1 11 1 64.9(104.4) GH Page 2 ' Timm eqs TEST.OUT EARTHQUAKE SEARCH RESULTS ------------------------- Page 2 ----------------------------------------------------------------- TIME I I I SITE ISITEI APPROX. FILET LAT. I LONG. I DATE 1 (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE ' CODE1 NORTH I WEST I I H M SeC1 (km)1 MAG.1 g 11NT.1 mi - [km] -- ---+-------+--------+----------+--------+-----+-----+-------+----+---- DMG 133.57501117.9830103 /11/19331 518 4.01 0.01 5.201 0.010 1 IIII 55.6( 89.5) DMG 133.68301118.0500103 /11/19331 658 3.01 0.01 5.501 0.011 1 1111 63.4(102.0) DMG 133.70001118.0670103 /11/19331 85457.01 0.01 5.101 0.007 1 II 1 64.9(104.4) DMG 133.75001118.0830103 /11/19331 910 0.01 0.01 5.101 0.007 1 II 1 67.9(109.3) DMG 133.85001118.2670103 /11/193311425 0.01 0.01 5.001 0.005 1 II 1 80.4(129.3) DMG 133. 75001118 .0830103/13/19331131828.01 0.01 5.301 0.008 1 IIII 67.9(109.3) DMG 133.61701118.0170103 /14/1933119 150.01 0.01 5.101 0.008 1 1111 59.0( 94.9) DMG 133.78301118.1330110 /02/19331 91017.61 0.01 5.401 0.008 1 1111 71.6(115.2) DMG 132.08301116.6670111 /25/19341 818 0.01 0.01 5.001 0.006 1 11 1 75.4(121.3) DMG 134 .10001116.8000110 /24/193511448 7.61 0.01 5.101 0.006 1 II 1 76.0(122.3) DMG 131.86701116.5710102 /27/19371 12918.41 10.01 5.001 0.004 1 I 1 91.3(146.9) DMG 133 .40801116.2610103 /25/193711649 1.81 10.01 6.001 0.017 1 IV 1 61.4( 98.8) ' DMG 133.69901117.5110105 /31/19381 83455.41 10.01 5.501 0.016 I IV 1 46.7( 75.1) DMG 132 .00001117.5000105 /01/193912353 0.01 0.01 5.001 0.006 111 1 74.9(120.5) DMG 132.00001117.5000106 /24/193911627 0.01 0.01 5.001 0.006 1 II 1 74.9(120.5) DMG 134.08301116.3000105 /18/19401 5 358.51 0.01 5.401 0.006 1 11 1 88.8(143.0) DMG 134.06701116.3330105 /18/19401 55120.21 0.01 5.201 0.006 1 11 1 86.8(139.7) DMG 134.06701116.3330105 /18/19401 72132.71 0.01 5.001 0.005 1 11 1 86.8(139.7) DMG 133 .00001116.4330106 /04/194011035 8.31 0.01 5.101 0.011 1 1111 46.9( 75.5) DMG 133.78301118.2500111 /14/19411 84136.31 0.01 5.401 0.008 1 11 1 76.6(123.2) DMG 132. 98301115 .9830105/23/19421154729.01 0.01 5.001 0.006 1 II 1 73.0(117.4) ' DMG 132. 96701116 .0000110/21/19421162213.01 0.01 6.501 0.020 1 IV 1 72.1(116.0) DMG 132. 96701116 .0000110/21/19421162519.01 0.01 5.001 0.006 1 11 1 72.1(116.0) DMG 132. 96701116 .0000110/21/19421162654.01 0.01 5.001 0.006 1 11 1 72.1(116.0) DMG 133.23301115.7170110 /22/19421 15038.01 0.01 5.501 0.007 1 11 1 88.8(142.9) i DMG 132.96701116 .0000110/22/19421181326.01 0.01 5.001 0.006 1 11 1 72.1(116.0) DMG 134.26701116.9670108 /29/19431 34513.01 0.01 5.501 0.007 1 11 1 84.6(136.2) DMG 133. 97601116 .7210106/12/19441104534.71 10.01 5.101 0.007 1 II 1 69.8(112.3) DMG 133. 99401116.7120106 /12/19441111636.01 10.01 5.301 0.008 1 11 1 71.1(114.5) DMG 133. 21701116 .1330108/15/19451175624.01 0.01 5.701 0.012 1 IIII 64.9(104.4) ' DMG 133. 00001115 .8330101 /08/19461185418.01 0.01 5.401 0.007 1 II 1 81.6(131.2) DMG 133.95001116.8500109 /28/19461 719 9.01 0.01 5.001 0.007 1 II 1 65.3(105.0) DMG 134. 01701116 .5000107 /24/19471221046.01 0.01 5.501 0.008 1 IIII 78.5(126.3) DMG 134.01701116.5000107 /25/19471 04631.01 0.01 5.001 0.005 1 II 1 78.5(126.3) ' DMG 134.01701116.5000107 /25/19471 61949.01 0.01 5.201 0.006 1 II 1 78.5(126.3) DMG 134.01701116.5000107 /26/19471 24941.01 0.01 5.101 0.006 1 11 1 78.5(126.3) DMG 132.50001118.5500102 /24/19481 81510.01 0.01 5.301 0.006 1 11 1 85.4(137.4) DMG 133. 93301116 .3830112 /04/19481234317.01 0.01 6.501 0.018 1 IV 1 77.8(125.2) DMG 132. 20001116 .5500111/04/19491204238.01 0.01 5.701 0.011 1 1111 71.8(115.5) ' DMG 132.20001116.5500111 /05/19491 43524.01 0.01 5.101 0.007 1 II 1 71.8(115.5) DMG 133. 11701115 .5670107/28/19501175048.01 0.01 5.401 0.006 1 II 1 96.8(155.9) DMG 133. 11701115 .5670107/29/19501143632.01 0.01 5.501 0.006 1 11 1 96.8(155.9) DMG 132.98301115.7330101 /24/19511 717 2.61 0.01 5.601 0.008 1 11 1 87.4(140.7) ' DMG 132.81701118.3500112 /26/19511 04654.01 0.01 5.901 0.014 1 IV 1 66.5(107.0) DMG 132.95001115.7170106 /14/19531 41729.91 0.01 5.501 0.007 1 II 1 88.5(142.5) DMG 133.28301116.1830103 /19/19541 95429.01 0.01 6.201 0.019 1 IV 1 63.0(101.3) DMG 133.28301116.1830103 /19/19541 95556.01 0.01 5.001 0.007 1 II 1 63.0(101.3) DMG 133.28301116 .1830103/19/19541102117.01 0.01 5.501 0.011 1 IIII 63.0(101.3) ' DMG 133.28301116.1830103 /23/19541 41450.01 0.01 5.101 0.008 1 11 1 63.0(101.3) DMG 133. 21601115 .8080104/25/19571215738.71 -0.31 5.201 0.006 1 11 1 83.5(134.3) DMG 133. 18301115 .8500104 /25/19571222412.01 0.01 5.101 0.006 1 11 1 80.8(130.0) DMG 133. 23101116 .0040105/26/19571155933.61 15.11 5.001 0.006 1 II 1 72.4(116.5) ' DMG 133. 71001116 .9250109/23/19631144152.61 16.51 5.001 0.010 I IIII 48.3( 77.7) Page 3 Timm eqs TEST.OUT ------------------------- EARTHQUAKE - SEARCH - RESULTS Page 3 ------------------------------------------------------------------------------- I I I I TIME I I I SITE ISITEI APPROX. FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODEI NORTH I WEST I I H M SeC1 (km)1 MAG.1 g 11NT.1 mi [km] ---+-------+--------+----------+--------+-----+-----+-------+----+------------ ' DMG 131. 81101117 .1310112 /22/19641205433.21 2.31 5.601 0.008 1 11 1 86.6(139.4) DMG 133.19001116.1290104 /09/19681 22859.11 11.11 6.401 0.021 1 iv 1 64.8(104.3) DMG 133.11301116.0370104 /09/19681 3 353.51 5.01 5.201 0.007 1 11 1 69.7(112.1) DMG 133. 34301116.3460104 /28/19691232042.91 20.01 5.801 0.016 1 iv 1 55.2( 88.8) DMG 134. 27001117 .5400109 /12/19701143053.01 8.01 5.401 0.007 1 II 1 85.2(137.0) ' DMG 133. 03301115 .8210109/30/19711224611.31 8.01 5.101 0.005 1 II 1 82.1(132.2) PAS 134.32701116.4450103 /15/1979121 716.51 2.51 5.201 0.005 1 11 1 98.5(158.6) PAS 132.92701115.5400110 /16/19791 54910.21 10.41 5.101 0.004 1 I 1 98.9(159.1) PAS 132.92801115.5390110 /16/19791 61948.71 9.21 5.101 0.004 1 1 1 98.9(159.2) ' PAS 133.01401115.5550110 /16/19791 65842.81 9.11 5.501 0.006 1 11 1 97.6(157.0) PAS 133. 50101116 .5130102 /25/19801104738.51 13.61 5.501 0.014 1 Iv 1 51.8( 83.3) PAS 133.09801115.6320104 /26/1981112 928.41 3.81 5.701 0.008 1 11 1 93.1(149.8) PAS 133.99801116.6060107 /08/19861 92044.51 11.71 5.601 0.009 1 1111 74.2(119.4) PAS 132 .97101117.8700107 /13/198611347 8.21 6.01 5.301 0.018 1 Iv 1 37.0( 59.6) PAS 134. 06101118 .0790110 /01/19871144220.01 9.51 5.901 0.010 1 1111 84.2(135.5) PAS 134. 07301118 .0980110/04/19871105938.21 8.21 5.301 0.006 1 11 1 85.5(137.6) PAS 133.08201115.7750111 /24/19871 15414.51 4.91 5.801 0.009 1 1111 84.8(136.4) PAS 133.01301115 .8390111/24/19871131556.51 2.41 6.001 0.012 1 IIII 81.2(130.6) PAS 133.91901118.6270101 /19/19891 65328.81 11.91 5.001 0.004 1 I 1 99.4(159.9) GSP 134. 14001117 .7000102/28/19901234336.61 5.01 5.201 0.006 1 II 1 79.0(127.1) GSP 134. 26201118 .0020106/28/19911144354.51 11.01 5.401 0.006 1 II 1 93.7(150.8) GSP 133. 96101116 .3180104 /23/19921045023.01 12.01 6.101 0.012 1 IIII 81.7(131.4) GSN 134.20101116 .4360106/28/19921115734.11 1.01 7.601 0.036 1 v 1 91.2(146.8) ' GSP 134. 13901116 .4310106/28/19921123640.61 10.01 5.101 0.005 1 11 1 87.7(141.1) GSP 134.34101116.5290106 /28/19921124053.51 6.01 5.201 0.005 1 11 1 97.3(156.5) GSP 134. 16301116 .8550106 /28/19921144321.01 6.01 5.301 0.007 1 11 1 79.2(127.4) GSN 134. 20301116 .8270106/28/19921150530.71 5.01 6.701 0.020 1 Iv 1 82.3(132.4) ' GSP 134. 10801116 .4040106/29/19921141338.81 9.01 5.401 0.006 1 II 1 86.7(139.6) GSP 133. 87601116 .2670106/29/19921160142.81 1.01 5.201 0.006 1 II 1 79.4(127.7) GSP 134. 33201116 .4620107 /01/19921074029.91 9.01 5.401 0.005 1 11 1 98.4(158.4) GSP 134. 23901116 .8370107/09/19921014357.61 0.01 5.301 0.006 1 II 1 84.5(136.0) GSP 133. 90201116 .2840107/24/19921181436.21 9.01 5.001 0.005 1 11 1 80.0(128.7) ' GSP 134. 19501116 .8620108/17/19921204152.11 11.01 5.301 0.007 1 II 1 81.2(130.6) GSP 134. 06401116 .3610109 /15/19921084711.31 9.01 5.201 0.006 1 II 1 85.7(137.9) GSP 134. 34001116 .9000111/27/19921160057.51 1.01 5.301 0.006 1 II 1 90.4(145.4) GSP 134. 36901116 .8970112/04/19921020857.51 3.01 5.301 0.006 1 II 1 92.4(148.6) ' GSP 134. 02901116 .3210108 /21/19931014638.41 9.01 5.001 0.005 1 11 1 85.2(137.0) GSP 134. 26801116 .4020106 /16/19941162427.51 3.01 5.001 0.004 1 1 1 96.2(154.8) PDG 134. 29001116 .9460102/10/20011210505.81 9.01 5.101 0.005 1 II 1 86.4(139.1) ' -END OF SEARCH- 145 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2003 LENGTH OF SEARCH TIME: 204 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 5.5 MILES (8.9 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.371 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: ' a- value= 1.558 b- value= 0.389 beta - value= 0.896 Page 4 Timm eqs TEST.OUT ------------------------------------ TABLE OF MAGNITUDES AND EXCEEDANCES: ------------------------------------ Earthquake I Number of Times I Cumulative Magnitude I Exceeded I No. / Year -----------+-----------------+------------ 4.0 I 145 I 0.71078 4.5 I 145 I 0.71078 5.0 I 145 I 0.71078 ' 5.5 I 51 I 0.25000 6.0 I 26 I 0.12745 6.5 I 10 I 0.04902 7.0 I 3 I 0.01471 ' 7.5 I 1 I 0.00490 ' Page 5 Timm eqs TEST.OUT ' E Q S E A R C H version 3.00 ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS f JOB NUMBER: 03 -8562 DATE: 01 -28 -2004 ' JOB NAME: Timm eqs Test Run EARTHQUAKE - CATALOG -FILE NAME: ALLQUAKE.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 ' SITE COORDINATES: SITE LATITUDE: 33.0622 SITE LONGITUDE: 117.2400 ' SEARCH DATES: START DATE: 1800 END DATE: 2003 SEARCH RADIUS: ' 10.0 mi 1660.9 km ATTENUATION RELATION: 8) Bozorgnia Campbell Niazi (1999) Hor. -Soft Rock- Uncor. UNCERTAINTY (M= Median, S= Sigma): M Number of Sigmas: 0.0 ' ASSUMED SOURCE TYPE: DS [SS= Strike -slip, DS= Reverse -slip, BT= Blind- thrust] SCOND: 0 Depth Source: A Basement Depth: 5.00 km Campbell SSR: 1 Campbell SHR: 0 COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles) ' MINIMUM DEPTH VALUE (km): 3.0 ' Page 1 ' Timm eqs TEST.OUT ------------------------- EARTHQUAKE - SEARCH - RESULTS Page 1 ------------------------------------------------------------------------------- ' I I I I TIME I I I SITE ISITEI APPROX. FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODE1 NORTH I WEST I I H M Sect (I(m)1 MAG.1 g IINT.1 mi Ekm] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ DMG 133 .00001117.3000111 /22/180012130 0.01 0.01 6.501 0.241 1 IX 1 5.5( 8.9) ' MGI 132.80001117.1000105 /25/18031 0 0 0.01 0.01 5.001 0.032 1 v 1 19.8( 31.9) DMG 134.37001117.6500112 /08/1812115 0 0.01 0.01 7.001 0.022 1 iv 1 93.3(150.2) T -A 134.00001118.2500109 /23/18271 0 0 0.01 0.01 5.001 0.005 1 II 1 87.0(140.0) MGI 134.10001118.1000107 /11/18551 415 0.01 0.01 6.301 0.013 1 1111 87.1(140.1) T -A 134.00001118.2500101 /10/18561 0 0 0.01 0.01 5.001 0.005 1 II 1 87.0(140.0) MGI 133.00001117.0000109 /21/18561 730 0.01 0.01 5.001 0.046 1 vi 1 14.5( 23.4) T -A 132.67001117.1700112 /00/18561 0 0 0.01 0.01 5.001 0.021 1 Iv 1 27.4( 44.1) MGI 134.00001117.5000112 /16/1858110 0 0.01 0.01 7.001 0.034 1 v 1 66.5(106.9) ' T -A 134.00001118.2500103 /26/18601 0 0 0.01 0.01 5.001 0.005 1 II 1 87.0(140.0) DMG 132.70001117.2000105 /27/1862120 0 0.01 0.01 5.901 0.049 1 vI 1 25.1( 40.4) T -A 132.67001117.1700110 /21/18621 0 0 0.01 0.01 5.001 0.021 1 Iv 1 27.4( 44.1) T -A 132.67001117.1700105 /24/18651 0 0 0.01 0.01 5.001 0.021 1 Iv 1 27.4( 44.1) T -A 133.50001115.8200105 /00/18681 0 0 0.01 0.01 6.301 0.013 1 1111 87.4(140.6) T -A 132.25001117.5000101 /13/1877120 0 0.01 0.01 5.001 0.008 1 1111 58.1( 93.5) DMG 133.90001117.2000112 /19/18801 0 0 0.01 0.01 6.001 0.018 1 Iv 1 57.9( 93.2) DMG 134.10001116.7000102 /07/18891 520 0.01 0.01 5.301 0.007 1 11 1 78.1(125.7) DMG 134.20001117.9000108 /28/18891 215 0.01 0.01 5.501 0.007 1 II 1 87.2(140.4) DMG 133.40001116.3000102 /09/1890112 6 0.01 0.01 6.301 0.022 1 iv 1 59.1( 95.1) ' DMG 132.70001116.3000102 /24/18921 720 0.01 0.01 6.701 0.030 1 v 1 60.0( 96.5) DMG 133 .20001116.2000105 /28/189211115 0.01 0.01 6.301 0.021 1 iv 1 60.9( 98.0) DMG 134.30001117.6000107 /30/18941 512 0.01 0.01 6.001 0.010 1 1111 87.9(141.5) DMG 132.80001116.8000110 /23/1894123 3 0.01 0.01 5.701 0.031 1 v 1 31.3( 50.3) ' DMG 134.20001117.4000107 /22/18991 046 0.01 0.01 5.501 0.008 1 1111 79.1(127.3) DMG 134.30001117.5000107 /22/189912032 0.01 0.01 6.501 0.016 1 iv 1 86.8(139.6) DMG 133.80001117.0000112 /25/189911225 0.01 0.01 6.401 0.028 1 v 1 52.8( 84.9) MGI 134 .00001118.0000112 /25/190311745 0.01 0.01 5.001 0.005 1 11 1 78.1(125.7) MGI 134.10001117.3000107 /15/190512041 0.01 0.01 5.301 0.008 1 II 1 71.7(115.4) ' MGI 134.00001118.3000109 /03/19051 540 0.01 0.01 5.301 0.006 1 II 1 89.0(143.2) DMG 134.20001117.1000109 /20/19071 154 0.01 0.01 6.001 0.012 1 1111 79.0(127.1) DMG 133.70001117.4000104 /11/19101 757 0.01 0.01 5.001 0.011 1 II11 45.0( 72.4) DMG 133.70001117.4000105 /13/19101 620 0.01 0.01 5.001 0.011 1 1111 45.0( 72.4) ' DMG 133 .70001117.4000105 /15/191011547 0.01 0.01 6.001 0.025 1 v 1 45.0( 72.4) DMG 133.50001116.5000109 /30/19161 211 0.01 0.01 5.001 0.009 1 1111 52.3( 84.2) DMG 133. 75001117 .0000104/21/19181223225.01 0.01 6.801 0.042 1 VI 1 49.5( 79.6) MGI 133 .80001117.6000104 /22/191812115 0.01 0.01 5.001 0.009 1 1111 55.0( 88.5) DMG 133 .75001117.0000106 /06/191812232 0.01 0.01 5.001 0.010 1 ii11 49.5( 79.6) ' MGI 134 .00001118.5000111 /19/191812018 0.01 0.01 5.001 0.004 1 I 1 97.2(156.4) DMG 133.20001116.7000101 /01/19201 235 0.01 0.01 5.001 0.017 1 Iv 1 32.6( 52.5) MGI 134.08001118.2600107 /16/1920118 8 0.01 0.01 5.001 0.004 1 I 1 91.5(147.3) MGI 133 .20001116.6000110 /12/192011748 0.01 0.01 5.301 0.017 1 Iv 1 38.2( 61.5) DMG 134.00001117.2500107 /23/19231 73026.01 0.01 6.251 0.019 1 iv 1 64.7(104.2) DMG 134.00001116.0000104 /03/1926120 8 0.01 0.01 5.501 0.006 1 11 1 96.4(155.1) DMG ►34 .00001118.5000108 /04/192711224 0.01 0.01 5.001 0.004 1 I 1 97.2(156.4) DMG 134.00001116.0000109 /05/192811442 0.01 0.01 5.001 0.004 1 I 1 96.4(155.1) ' DMG 132.90001115.7000110 /02/1928119 1 0.01 0.01 5.001 0.004 1 I 1 89.9(144.7) DMG 134.18001116.9200101 /16/19301 02433.91 0.01 5.201 0.006 1 11 1 79.3(127.7) DMG 134.18001116.9200101 /16/19301 034 3.61 0.01 5.101 0.006 1 II 1 79.3(127.7) DMG 133.61701117.9670103 /11/19331 154 7.81 0.01 6.301 0.023 1 iv 1 56.8( 91.4) DMG 133.75001118.0830103 /11/19331 2 9 0.01 0.01 5.001 0.006 1 II 1 67.9(109.3) ' DMG 133.75001118.0830103 /11/19331 230 0.01 0.01 5.101 0.007 1 II 1 67.9(109.3) DMG 133.75001118.0830103 /11/19331 323 0.01 0.01 5.001 0.006 1 II 1 67.9(109.3) DMG 133.70001118.0670103 /11/19331 51022.01 0.01 5.101 0.007 1 II 1 64.9(104.4) ' Page 2 W, ' Timm eqs TEST.OUT ' EARTHQUAKE SEARCH RESULTS ------------------------- ' Page 2 -------------------------------------------------------------------- 1 I 1 I TIME I I I SITE ISITEI APPROX. FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE ' CODEI NORTH I WEST I I H M Sect (km)1 MAG.1 g IINT.1 mi [km) ---+-------+--------+----------+--------+-----+-----+-------+----+------------ DMG 133.57501117.9830103 /11/19331 518 4.01 0.01 5.201 0.010 1 II11 55.6( 89.5) DMG 133.68301118.0500103 /11/19331 658 3.01 0.01 5.501 0.011 1 1111 63.4(102.0) DMG 133.70001118.0670103 /11/19331 85457.01 0.01 5.101 0.007 1 II 1 64.9(104.4) DMG 133.75001118.0830103 /11/19331 910 0.01 0.01 5.101 0.007 1 II 1 67.9(109.3) DMG 133.85001118.2670103 /11/193311425 0.01 0.01 5.001 0.005 1 11 1 80.4(129.3) DMG 133.75001118 .0830103/13/19331131828.01 0.01 5.301 0.008 1 1111 67.9(109.3) DMG 133.61701118.0170103 /14/1933119 150.01 0.01 5.101 0.008 1 1111 59.0( 94.9) ' DMG 133.78301118.1330110 /02/19331 91017.61 0.01 5.401 0.008 1 1111 71.6(115.2) DMG 132.08301116.6670111 /25/19341 818 0.01 0.01 5.001 0.006 1 II 1 75.4(121.3) DMG 134 .10001116.8000110 /24/193511448 7.61 0.01 5.101 0.006 1 II 1 76.0(122.3) DMG 131.86701116.5710102 /27/19371 12918.41 10.01 5.001 0.004 1 I 1 91.3(146.9) DMG 133 .40801116.2610103 /25/193711649 1.81 10.01 6.001 0.017 1 Iv 1 61.4( 98.8) ' DMG 133.69901117.5110105 /31/19381 83455.41 10.01 5.501 0.016 1 Iv 1 46.7( 75.1) DMG 132 .00001117.5000105 /01/193912353 0.01 0.01 5.001 0.006 1 II 1 74.9(120.5) DMG 132 .00001117.5000106 /24/193911627 0.01 0.01 5.001 0.006 1 11 1 74.9(120.5) DMG 134.08301116.3000105 /18/19401 5 358.51 0.01 5.401 0.006 1 II 1 88.8(143.0) DMG 134.06701116.3330105 /18/19401 55120.21 0.01 5.201 0.006 1 II 1 86.8(139.7) DMG 134.06701116.3330105 /18/19401 72132.71 0.01 5.001 0.005 1 11 1 86.8(139.7) DMG 133 .00001116.4330106 /04/194011035 8.31 0.01 5.101 0.011 1 1111 46.9( 75.5) DMG 133.78301118.2500111 /14/19411 84136.31 0.01 5.401 0.008 1 11 1 76.6(123.2) DMG 132. 98301115 .9830105/23/19421154729.01 0.01 5.001 0.006 1 11 1 73.0(117.4) ' DMG 132. 96701116 .0000110/21/19421162213.01 0.01 6.501 0.020 1 Iv 1 72.1(116.0) DMG 132. 96701116 .0000110/21/19421162519.01 0.01 5.001 0.006 1 II 1 72.1(116.0) DMG 132. 96701116 .0000110 /21/19421162654.01 0.01 5.001 0.006 1 11 1 72.1(116.0) DMG 133.23301115.7170110 /22/19421 15038.01 0.01 5.501 0.007 1 11 1 88.8(142.9) ' DMG 132. 96701116 .0000110/22/19421181326.01 0.01 5.001 0.006 1 II 1 72.1(116.0) DMG 134.26701116.9670108 /29/19431 34513.01 0.01 5.501 0.007 1 11 1 84.6(136.2) DMG 133. 97601116 .7210106 /12/19441104534.71 10.01 5.101 0.007 1 II 1 69.8(112.3) DMG 133. 99401116 .7120106/12/19441111636.01 10.01 5.301 0.008 1 II 1 71.1(114.5) DMG 133. 21701116 .1330108/15/19451175624.01 0.01 5.701 0.012 1 IIII 64.9(104.4) ' DMG 133. 00001115 .8330101 /08/19461185418.01 0.01 5.401 0.007 1 II 1 81.6(131.2) DMG 133.95001116.8500109 /28/19461 719 9.01 0.01 5.001 0.007 1 II 1 65.3(105.0) DMG 134. 01701116 .5000107/24/19471221046.01 0.01 5.501 0.008 1 iI11 78.5(126.3) DMG 134.01701116.5000107 /25/19471 04631.01 0.01 5.001 0.005 1 11 1 78.5(126.3) ' DMG 134.01701116.5000107 /25/19471 61949.01 0.01 5.201 0.006 1 II 1 78.5(126.3) DMG 134.01701116.5000107 /26/19471 24941.01 0.01 5.101 0.006 1 II 1 78.5(126.3) DMG 132.50001118.5500102 /24/19481 81510.01 0.01 5.301 0.006 1 11 1 85.4(137.4) DMG 133.93301116 .3830112/04/19481234317.01 0.01 6.501 0.018 1 Iv 1 77.8(125.2) DMG 132. 20001116.5500111 /04/19491204238.01 0.01 5.701 0.011 1 IIII 71.8(115.5) DMG 132.20001116.5500111 /05/19491 43524.01 0.01 5.101 0.007 1 II 1 71.8(115.5) DMG 133. 11701115 .5670107/28/19501175048.01 0.01 5.401 0.006 1 II 1 96.8(155.9) DMG 133. 11701115 .5670107/29/19501143632.01 0.01 5.501 0.006 1 II 1 96.8(155.9) DMG 132.98301115.7330101 /24/19511 717 2.61 0.01 5.601 0.008 1 11 1 87.4(140.7) DMG 132.81701118.3500112 /26/19511 04654.01 0.01 5.901 0.014 1 Iv 1 66.5(107.0) DMG 132.95001115.7170106 /14/19531 41729.91 0.01 5.501 0.007 1 II 1 88.5(142.5) DMG 133.28301116.1830103 /19/19541 95429.01 0.01 6.201 0.019 1 Iv 1 63.0(101.3) DMG 133.28301116.1830103 /19/19541 95556.01 0.01 5.001 0.007 1 II 1 63.0(101.3) DMG 133. 28301116 .1830103/19/19541102117.01 0.01 5.501 0.011 1 IIII 63.0(101.3) DMG 133.28301116.1830103 /23/19541 41450.01 0.01 5.101 0.008 1 11 1 63.0(101.3) DMG 133. 21601115 .8080104/25/19571215738.71 -0.31 5.201 0.006 1 II 1 83.5(134.3) DMG 133. 18301115 .8500104/25/19571222412.01 0.01 5.101 0.006 1 II 1 80.8(130.0) DMG 133. 23101116 .0040105 /26/19571155933.61 15.11 5.001 0.006 1 11 1 72.4(116.5) ' DMG 133. 71001116 .9250109/23/19631144152.61 16.51 5.001 0.010 1 IIII 48.3( 77.7) 'p4 ' Page 3 Timm eqs TEST.OUT ------------------------- ' EARTHQUAKE SEARCH - RESULTS Page 3 ------------------------------------------------------------------------------- ' I I I I TIME I I I SITE ISITEI APPROX. FILET LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODE1 NORTH I WEST 1 I H M SeCI (km)1 MAG.1 g 11NT.1 mi [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ ' DMG 131. 81101117 .1310112/22/19641205433.21 2.31 5.601 0.008 1 II 86.6(139.4) DMG 133.19001116.1290104 /09/19681 22859.11 11.11 6.401 0.021 1 Iv 1 64.8(104.3) DMG 133.11301116.0370104 /09/19681 3 353.51 5.01 5.201 0.007 1 II 1 69.7(112.1) DMG 133. 34301116 .3460104/28/19691232042.91 20.01 5.801 0.016 I Iv 1 55.2( 88.8) DMG 134. 27001117 .5400109/12/19701143053.01 8.01 5.401 0.007 I II 85.2(137.0) ' DMG 133. 03301115 .8210109/30/19711224611.31 8.01 5.101 0.005 1 II 1 82.1(132.2) PAS 134.32701116.4450103 /15/1979121 716.51 2.51 5.201 0.005 1 II 1 98.5(158.6) PAS 132.92701115.5400110 /16/19791 54910.21 10.41 5.101 0.004 1 1 1 98.9(159.1) PAS 132.92801115.5390110 /16/19791 61948.71 9.21 5.101 0.004 1 I 1 98.9(159.2) ' PAS 133.01401115.5550110 /16/19791 65842.81 9.11 5.501 0.006 1 II 1 97.6(157.0) PAS 133. 50101116 .5130102/25/19801104738.51 13.61 5.501 0.014 1 iv 1 51.8( 83.3) PAS 133.09801115.6320104 /26/1981112 928.41 3.81 5.701 0.008 1 II 1 93.1(149.8) PAS 133.99801116.6060107 /08/19861 92044.51 11.71 5.601 0.009 1 1111 74.2(119.4) ' PAS 132 .97101117.8700107 /13/198611347 8.21 6.01 5.301 0.018 1 Iv 1 37.0( 59.6) PAS 134. 06101118 .0790110/01/19871144220.01 9.51 5.901 0.010 1 1111 84.2(135.5) PAS 134. 07301118.0980110 /04/19871105938.21 8.21 5.301 0.006 1 11 1 85.5(137.6) PAS 133.08201115.7750111 /24/19871 15414.51 4.91 5.801 0.009 1 II11 84.8(136.4) PAS 133. 01301115 .8390111/24/19871131556.51 2.41 6.001 0.012 1 IIi1 81.2(130.6) ' PAS 133.91901118.6270101 /19/19891 65328.81 11.91 5.001 0.004 1 I 1 99.4(159.9) GSP 134. 14001117 .7000102/28/19901234336.61 5.01 5.201 0.006 1 11 1 79.0(127.1) GSP 134.26201118.0020106 /28/19911144354.51 11.01 5.401 0.006 1 11 1 93.7(150.8) GSP 133. 96101116 .3180104/23/19921045023.01 12.01 6.101 0.012 1 1111 81.7(131.4) GSN 134. 20101116 .4360106/28/19921115734.11 1.01 7.601 0.036 1 v 1 91.2(146.8) GSP 134. 13901116 .4310106/28/19921123640.61 10.01 5.101 0.005 1 11 1 87.7(141.1) GSP 134. 34101116 .5290106 /28/19921124053.51 6.01 5.201 0.005 1 11 1 97.3(156.5) GSP 134. 16301116 .8550106/28/19921144321.01 6.01 5.301 0.007 1 II 1 79.2(127.4) GSN 134. 20301116 .8270106/28/19921150530.71 5.01 6.701 0.020 1 Iv 1 82.3(132.4) ' GSP 134. 10801116 .4040106 /29/19921141338.81 9.01 5.401 0.006 1 II 1 86.7(139.6) GSP 133. 87601116 .2670106 /29/19921160142.81 1.01 5.201 0.006 1 11 1 79.4(127.7) GSP 134. 33201116 .4620107/01/19921074029.91 9.01 5.401 0.005 1 II 1 98.4(158.4) GSP 134. 23901116 .8370107/09/19921014357.61 0.01 5.301 0.006 1 11 1 84.5(136.0) GSP 133. 90201116 .2840107/24/19921181436.21 9.01 5.001 0.005 1 11 1 80.0(128.7) ' GSP 134. 19501116 .8620108/17/19921204152.11 11.01 5.301 0.007 1 11 1 81.2(130.6) GSP 134. 06401116.3610109 /15/19921084711.31 9.01 5.201 0.006 1 11 1 85.7(137.9) GSP 134. 34001116 .9000111/27/19921160057.51 1.01 5.301 0.006 1 II 1 90.4(145.4) GSP 134. 36901116 .8970112/04/19921020857.51 3.01 5.301 0.006 1 11 1 92.4(148.6) ' GSP 134.02901116.3210108 /21/19931014638.41 9.01 5.001 0.005 1 II 1 85.2(137.0) GSP 134. 26801116 .4020106/16/19941162427.51 3.01 5.001 0.004 1 I 1 96.2(154.8) PDG 134. 29001116 .9460102 /10/20011210505.81 9.01 5.101 0.005 1 II 1 86.4(139.1) -END OF SEARCH- 145 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2003 LENGTH OF SEARCH TIME: 204 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 5.5 MILES (8.9 km) AWAY. ' LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.241 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a- value= 1.558 b- value= 0.389 beta - value= 0.896 1 ' Page 4 Timm eqs TEST.OUT ------------------------------------ TABLE OF MAGNITUDES AND EXCEEDANCES: Earthquake I Number of Times I Cumulative Magnitude I Exceeded I No. / Year -----------+-----------------+------------ 4.0 I 145 I 0.71078 4.S I 145 I 0.71078 5.0 I 145 I 0.71078 5.5 I 51 I 0.25000 6.0 I 26 I 0.12745 6.5 I 10 I 0.04902 7.0 I 3 I 0.01471 7.5 I 1 I 0.00490 Page 5 ' EARTHQUAKE EPICENTER MAP Timm eqs Test Run ' 1100 ' 1000 ' 900 800 ' 700 ' 600 1 ' 500-- 400 ' 300 200 LEGEND y M = 4 100 M =5 0 M =8 e. _ -100 -400 -300 -200 -100 0 100 200 300 400 500 600 64Pt APPENDIX D MODIFIED MERCALLI INTENSITY INDEX � f APPENDIX E ' GENERAL EARTHWORK SPECIFICATIONS SH ' 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 GW Well- graded gravels, gravel and sand mixtures, little (More than half of coarse fraction or no fines. is larger than No. 4 sieve size, but smaller than 3 ") GP Poorly graded gravels, gravel and sand mixtures, little or no fines. GRAVELS WITH FINES GC Clay gravels, poorly graded gravel- sand -silt mixtures (Appreciable amount) ' SANDS, CLEAN SANDS SW Well- graded sand, gravelly sands, little or no fines (More than half of coarse fraction is smaller than a No. 4 sieve) SP Poorly graded sands, gravelly sands, little or no fines. ' SANDS WITH FINES SM Silty sands, poorly graded sand and silty mixtures. (Appreciable amount) SC 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 Inorganic silts and very fine sands, rock flour, sandy silt and clayey -silt sand mixtures with a slight ' plasticity. Liquid Limit Less than 50 CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. ' OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit Greater than 50 CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. ' HIGHLY ORGANIC SOILS PT Peat and other highly organic soils ' APPENDIX D MODIFIED MERCALL/ INTENSITY SCALE OF 1931 (Excerpted from the California Division of Conservation Division of Mines and Geology DMG Note 32) The first scale to reflect earthquake intensities was developed by deRossi of Italy, and Forel of Switzerland, in t ' 1880s, and is known as the Rossi -Fore) Scale. This scale, with values from I to X, was used for about two decade A need for a more refined scale increased with the advancement of the science of seismology, and in 1902, t Italian seismologist Mercalli devised a new scale on a I to XII range. The Mercalli Scale was modified in 1931 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 perhaps much more meaningful to the layman because it is based on actual observations of earthquake effects specific places. It should be noted that because the damage used for assigning intensities can be obtained only frc direct firsthand reports, considerable time -- weeks or months -- is sometimes needed before an intensity map can assembled for a particular earthquake. On the Modified Mercalli Intensity Scale, values range from I to XII. The most commonly used adaptation covers 1 range of intensity from the conditions of "l -- not felt except by very few, favorably situated," to 'XII -- damage toe lines of sight disturbed, objects thrown into the air." While an earthquake has only one magnitude, it can have me ' 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 structL ' conditions of a given area, as well as distance from the earthquake epicenter, while magnitude depends on the enei 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 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 disturbe walls m ake 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 plaste ' unstable objects overturned. Disturbances of trees, poles, and other tall objects sometimes noticed. Pendulum clot' may stop. VI Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few instances of fallen plaster i ' damaged chimneys. Damage slight. VII Everybody runs outdoors. Damage negligible in building of good design and construction; slight to moderate in we built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticf by persons driving motor cars. VIII Damage slight in specially designed structures; considerable in ordinary substantial buildings, with partial collapse; gre in poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, column monuments, walls. Heavy furniture overturned. Sand and mud ejected in small amounts. Changes in well Ovate ' Persons driving motor cars disturbed. IX Damage considerable in specially designed structures; well - designed frame structures thrown out of plumb; great substantial buildings with partial collapse. Buildings shifted off foundations. Ground cracked conspicuous) ' Underground pipes broken. X Some well -built wooden structures destroyed; most masonry and frame structures destroyed with foundations; grou► badly cracked. Rails bent. Landslides considerable from river banks and steep slopes. Shifted sand and mud. Wat ' splashed (slopped) over banks. XI Few, if any, masonry structures remain standing. Bridges destroyed. Broad fissures in ground. Undergroui 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 surfac ' Lines of sight and level are distorted. Objects thrown upward into the air. 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 gooc workmanlike manner all the grades of the filled areas shown in the plans. The major items of work covered in thi: 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. The contractor shall visit the site and carefully study it, and make all inspections necessary in order tc ' determine the full extent of the work required to complete all grading in conformance with the drawings anc specifications. The contractor shall satisfy himself as to the nature, location, and extent of the worN 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 tc the character, quality, and quantity of surface and subsurface materials or obstacles to be encountered. And inaccuracies or discrepancies between the actual field conditions and the drawings, or between the drawing: and specifications, must be brought to the engineer's attention in order to clarify the exact nature of th( work to be performed. 2. A soils investigation report has been prepared for this project by GEL It is available for review and should br used as a reference to the surface and subsurface soil and bedrock conditions on this project. Am ' recommendations made in the report of the soil investigation or subsequent reports shall become at 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 any ' the placing of fill shall be under the observation of the soils engineer and his /her representative, and he /she sha give a written opinion regarding conformance with the specifications upon completion of grading. The soil engineer shall have the authority to cause the removal and replacement of porous topsoils, uncompacted o improperly compacted fills, disturbed bedrock materials, and soft alluvium, and shall have the authority to approv 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 th ' preparation of natural ground and toe -of -fill benches to receive fill material. The engineering geologist shall hav the authority to evaluate the stability of the existing or proposed slopes, and to evaluate the necessity of remedi,- measures. If any unstable condition is being created by cutting or filling, the engineering geologist and /or soil ' engineer shall advise the contractor and owner immediately, and prohibit grading in the affected area until suc time as corrective measures are taken. The owner shall decide all questions regarding: (1) the interpretation of the drawings and specifications, (2) th ' acceptable fulfillment of the contract on the part of the contractor, and (3) the matter of compensation. Appendix E Page 2 Clearing and Grubbing 1 . Clearing and grubbing shall consist of the removal from all areas to be graded of all surface trash, abandonec 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). 2. 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 o ' combustible materials on -site shall not be permitted unless allowed by local regulations, and at such time: and in such a manner to prevent the fire from spreading to areas adjoining the property or cleared area. ' 3. It is understood that minor amounts of organic materials may remain in the fill soils due to the nea impossibility of complete removal. The amount remaining, however, must be considered negligible, and in n( case can be allowed to occur in concentrations or total quantities sufficient to contribute to settlement upoi decomposition. Preparation of Areas to be Filled 1. 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 compactei fill as indicated in the soils investigation report or by our field representative. Where the unsuitable material are exposed in final graded areas, they shall be removed and replaced as compacted fill. 2. The ground surface exposed after removal of unsuitable soils shall be scarified to a depth of at least i inches, brought.to the specified moisture content, and then the scarified ground compacted to at least th specified density. Where undisturbed bedrock is exposed at the surface, scarification and recompaction sha not be required. ' 3. All areas to receive compacted fill, including all removal areas and toe -of -fill benches, shall be observed an approved by the soils engineer and /or engineering geologist prior to placing compacted fill. ' 4. Where fills are made on hillsides or exposed slope areas with gradients greater than 20 percent, horizonv benches shall be cut into firm, undisturbed, natural ground in order to provide both lateral and vertic� stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizonti plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm, undisturbed, nature ground at the elevation of the toe stake placed at the bottom of the design slope. The engineer sha determine the width and frequency of all succeeding benches, which will vary with the soil conditions an the steepness of the slope. Ground slopes flatter than 20 percent (5.0:1.0) shall be benched whe 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 c backfill, provided that all organic material, rubbish, debris, and other objectionable material contained therein is fir, removed. In the event that expansive materials are encountered during foundation excavations within 3 feet c ' finished grade and they have not been properly processed, they shall be entirely removed or thoroughly mixed wit good, granular material before incorporating them in fills. No footing shall be allowed to bear on soils which, in th opinion of the soils engineer, are detrimentally expansive -- unless designed for this clayey condition. ' However, rocks, boulders, broken Portland cement concrete, and bituminous -type pavement obtained from tl project excavations may be permitted in the backfill or fill with the following limitations: ' Appendix E Page 3 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 will 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 fill 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. When the moisture content of the fill material is below that specified by the engineer, water shall be added to it until the moisture content is as specified. 3. 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. 4. 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 ' to inaccessibility of rolling compacting equipment, fill layers shall be compacted to the specified requirements by hand - directed compaction equipment. S H N 11 Appendix E Page 4 5. When soil types or combination of soil types are encountered which tend to develop densely packed surface: 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, fil slopes shall be finished in conformance with the lines and grades shown on the plans. The surface of fil slopes shall be overfilled to a distance from finished slopes such that it will allow compaction equipment tc 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 with sheepsfoot roller: in increments of 3 to 5 feet in elevation gain. Alternate methods may be used by the contractor, but the) 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 o approximately 2 to 4 percent above the optimum moisture content. Nonexpansive fill shall be compacted a' ' near - optimum moisture content. All fill shall be compacted, unless otherwise specified, to a relativf compaction not less than 95 percent for fill in the upper 12 inches of subgrades under areas to be pave( with asphalt concrete or Portland concrete, and not less than 90 percent for other fill. The relativf compaction is the ratio of the dry unit weight of the compacted fill to the laboratory maximum dry uni weight of a sample of the same soil, obtained in accordance with A.S.T.M. D -1557 test method. 8. The observation and periodic testing by the soils engineer are intended to provide the contractor with ar ' ongoing measure of the quality of the fill compaction operation. It is the responsibility of the gradin( 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 engineerinc representatives. Trench Backfill 1. Trench excavations which extend under graded lots, paved areas, areas under the influence of structure loading, in slopes or close to slope areas, shall be backfilled under the observations and testing of the soil: ' engineer. All trenches not falling within the aforementioned locations shall be backfilled in accordance wits the City or County regulating agency specifications. 2. Unless otherwise specified, the minimum degree of compaction shall be 90 percent of the laborator maximum dry density. 3. 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 any 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 fu bearing on the bottom segment. After the needed testing of the pipe is accomplished, the bedding shall bi completed to at least 1 foot on top of the pipe. The bedding shall be properly densified before backfill i placed. Bedding shall consist of granular material with a sand equivalent not less than 30, or other materi� ' approved by the engineer. 4. No rocks greater than 6 inches in diameter will be allowed in the backfill placed between 1 foot above th pipe and 1 foot below finished subgrade. Rocks greater than 2.5 inches in any dimension will not be allowe in the backfill placed within 1 foot of pavement subgrade. ' Appendix E ' Page 5 5. Material 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 materia 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. ' 6. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tir( 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 us( specific compaction equipment shall not be construed as guaranteeing or implying that the use of sucl equipment will not result in damage to adjacent ground, existing improvements, or improvements installec under the contract. The contractor shall make his /her own determination in this regard. 7. Jetting shall not be permitted as a compaction method unless the soils engineer allows it in writing. ' 8. Clean granular material shall not be used as backfill or bedding in trenches located in slope areas or within ; distance of 10 feet of the top of slopes unless provisions are made for a drainage 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 tha they can state their opinion as to whether or not the fill was constructed in accordance with thl specifications. ' 2. The soils engineers or their representatives shall take sufficient density tests during the placement o compacted fill. The contractor should assist the soils engineer and /or his /her representative by digging tes pits for removal determinations and /or for testing compacted fill. In addition, the contractor should cooperat with the soils engineer by removing or shutting down equipment from the area being tested. 3. Fill shall be tested for compliance with the recommended relative compaction and moisture conditions. Fiel density testing should be performed by using approved methods by A.S.T.M., such as A.S.T.M. D155E ' D2922, and /or D2937. Tests to evaluate density of compacted fill should be provided on the basis of nc less than one test for each 2 -foot vertical lift of the fill, but not less than one test for each 1,000 cubic yard of fill placed. Actual test intervals may vary as field conditions dictate. In fill slopes, approximately half c ' the tests shall be made at the fill slope, except that not more than one test needs to be made for each 51 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 otherwis ' 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 maintai adequate safety measures and working conditions, and to provide erosion - control devices for the protection c ' excavated areas, slope areas, finished work on the site and adjoining properties, from storm damage and floo hazard originating on the project. It shall be the contractor's responsibility to maintain slopes in their as -grade form until all slopes are in satisfactory compliance with the job specifications, all berms and benches have bee properly constructed, and all associated drainage devices have been installed and meet the requirements of th specifications. ' Appendix E ' Page 6 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 shall be done except under his /her observations. Adverse Weather Conditions 1. Precautions shall be taken by the contractor during the performance of site clearing, excavations, and grading to protect the worksite from flooding, ponding, 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 worksite. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. ' 2. During periods of rainfall, 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. 3. 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.). 4. Following periods of rainfall, the contractor shall contact the soils engineer and arrange a walk -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. ' 5. Rain - related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, 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 ' with compacted fill or other remedial grading, as recommended by the soils engineer. 6. 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. ' 7. In slope areas, where saturated soils and /or erosion gullies exist to depths of greater than 1 .0 foot, they shal be overexcavated and replaced as compacted fill in accordance with 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 gradinc guidelines herein presented may be attempted. If materials shall be overexcavated and replaced as ' compacted fill, it shall be done in accordance with the slope- repair recommendations herein. As fielc conditions dictate, other slope- repair procedures may be recommended by the soils engineer. ' ' 1 r�+ N Sampo Engineering, Inc. W' '-E Land Planning, Civil Engineering. Sun eN ing. Mapping • s DRAINAGE STUDY k.____ FOR TIMM RESIDENCE GRADING PLAN 2162 MOUNTAIN VISTA DRIVE ENCINITAS, CA APN: 265- 401 -01 u Q?`N S � January 22, 2004 F j.n.04 -101 Z5 No. 44173 m Uj Exp:6 -30 -0 z s�gTF F 10 C 682 Second Street, Suite B ♦ Encinitas, CA 92024 ♦ phone: 760-43 6-0660 ♦ fax:760- 436 -0659 sampoengineering @sbcglobal.net N W _ _ Sampo Engineering, Inc. Land Planning, Civil Engineering, Surveying, Mapping s j.nm -ioi DRAINAGE STUDY FOR: Timm residence grading plan, 2162 Mountain Vista Drive, Encinitas CA, APN: 265- 401 -01 Criteria: 1. Use the County of San Diego current Hydrology Manual "Rational Method ". 2. Design for a 100 -year frequency storm using the County of San Diego 6 hour and 24 hour precipitation isopluvials. 3. Runoff coefficients are based on soil type "D ". "C" factors have been weighted based on the individual "C" factors for different surfaces (i.e. concrete= 0.95), and the areas of the individual surfaces. 4. Times of concentration (Tc) are determined from the urban overland flow formula. 5. Refer to the attached drainage map for basin areas and locations. Introduction: 1. The subject property is located at 2162 Mountain Vista Drive in Encinitas. The property is currently developed with a single - family residence and garage, hardscape, retaining walls and planters. The westerly portion of the property is vacant, consisting of an existing slope that descends in an easterly direction toward the existing driveway of the subject property. The area between the existing residence and the slope consists of the existing driveway and concrete parking areas, retaining walls, and landscaping. The majority of the subject property drains in a southerly direction to Mountain Vista Drive. The northerly and northwesterly portions of the subject property currently drain across the northerly property line to a natural drainage course that is highly vegetated. This project proposes to collect the storm water along the westerly and northwesterly portion of the property in on -site private catch basins and to convey the storm water in a pipe to the Mountain Vista Drive Public right -of -way. That is, the existing runoff along the northwesterly portion of the site will no longer drain across the northerly property line. The existing residence and yard areas north, east and south of the residence will remain in place without modifications to the existing drainage patterns. Refer to the attached drainage map. 2. Proposed erosion control measures and Best Management Practices (BMP's) include the use of grass and/or landscaped surface swales, temporary silt fences, and gravel bag inlet protection and velocity check dams. Refer to the grading and erosion control plan. 682 Second Street, Suite B ♦ Encinitas, CA 92024 ♦ phone:760- 436 -0660 ♦ fax:760- 436 -0659 sampoengineering @sbcglobal.net I+ F �� byz7vom s oij —1 1 1 1 4 - vf3 ( i J (7 J 1 _ ., 0 ✓' 1 _ t 0 Ye—LA rwra ice/ S� ,1 ' ? 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OF ,FLOW z 40C) 41 ,: GAFF l'CI EN'[' of RvNoF� c _ , 70 .�.+.:(....,• ..`f�..•� D fiLOVy_T-� rn_E�= 1 ',S /vt riv�.u� ... ... 5 �. ;.. . 86 . .�. •: �� '. � � ,.� � is �S RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Land Use Coefficient C Soil Type 1 Residential: Single Family .55 Multi -Units .70 Mobile Homes .65 Rural (lots greater than 1/2 acre) .45 Commercial (2) 80% Impervious .85 Industrial (2) 90% Impervious .95 NOTES; (1) Type D soll to be used for all areas. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual Imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil. Actual Imperviousness = 50% Tabulated Imperviousness = 80% Revised C = x 0.85 = 0.53 82