Loading...
HomeMy WebLinkAboutW.O. 2484-A-SC; Magnolia Gardens Development - Pacific Scene Fin; Magnolia Gardens Developement; 1998-08-07Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760)438-3155 • FAX (760) 931-0915 August?, 1998 W.O. 2484-A-SC Pacific Scene Financial, LLC 2505 Congress Street, Suite 220 San Diego, California 92110 Attention: Mr. Dennis M. Ferdig Subject: Preliminary Geotechnical Evaluation, Magnolia Gardens Development, City of Carlsbad, California. Gentlemen, In accordance with your request and authorization, GeoSoils, Inc. (GSI) has performed a geotechnical and geologic evaluation regarding proposed development of the subject property. The purpose of our study was to evaluate the nature of earth materials underlying the site and to provide preliminary recommendations for site preparation, earthwork construction, and foundation design/construction, based on our findings. EXECUTIVE SUMMARY Based on our review of the available reference data (Appendix A), field exploration, laboratory testing, and geologic and engineering analysis, the proposed development appears to be feasible from a geotechnical viewpoint, provide the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below: 1. Soils unsuitable for the support of structures and/or compacted fill in their existing state generally consist of topsoil, slopewash, alluvium, and existing fills. Where observed, topsoils are on the order of 1/2 to 1 feet thick while alluvium varies up to 10 feet in thickness. 2. Planned cut and fill slopes are considered to be generally stable, assuming that these slopes are maintained and/or constructed in accordance with recommendations presented in this report. 3. Traces of subsurface water (i.e., perched groundwater) was encountered locally in the excavations completed during site work. This slight seepage appears to be related to irrigation in active greenhouses onsite, and/or associated with the existing storm drain utility. Perched groundwater conditions may not be precluded from occurring in the future from site irrigation, poor drainage or damaged utilities. 4. Terrace deposits (consisting of moderately friable sands) or granular fills could be encountered during utility main trench construction. Precautions should be incorporated into the construction of trenches into these materials, including, but not limited to: shoring, or laying back excavation slopes. 5. Existing onsite sewage disposal system(s), associated with existing agricultural support structures onsite may be encountered during site grading. 6. Corrosion testing of representative site soils indicates that these soils are generally classified as having a moderate to slight corrosion potential with respect to corrosion potential. 7. Site soils are very low in expansive potential. 8. Based on the soil conditions observed, conventional or post-tensioned foundation systems could likely be used to support any proposed structure. 9. The recommendations presented in this report should be incorporated into the design and construction considerations of the project. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or if we may be of further assistance, please do not hesitate to contact the undersigned at (760) 438-3155^ Respectfully submitted, GeoSoils, Inc. Edward P. Lump Engineering Geologist, C )avid W. Skel Civil Engine/ )hnP. srincipal Geologist, CEG 1 EPL/DWS/JPF/mo Distribution: (4) Addresse m£ No. RCE 47357 » ai*Wj£i!3i/* .c/va.^/^' £«*S Pacific Scene Financial, LLC File:e:\wp7\2400\2484a.pge W.O. 2484-A-SC Page Two GeoSoils, Inc. TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE DESCRIPTION 1 PROPOSED DEVELOPMENT 3 FIELD EXPLORATION 3 EARTH MATERIALS 3 Artificial fill (map symbol Af) 4 Colluvium/Topsoil (not mapped) 4 Alluvium (map symbol Qal) 4 Lindavista Formation (map symbol Qlv) 4 SUBSURFACE WATER 4 FAULTING AND REGIONAL SEISMICITY 5 Seismic Shaking Parameters 5 LABORATORY TESTING General 6 Moisture-Density Relations 6 Laboratory Standard-Maximum Dry Density 6 Expansion Potential 6 Direct Shear Test 7 Soluble Sulfates/pH Resistivity 7 CONCLUSIONS 7 General 7 Earth Materials 8 Existing Fill 8 Terrace Deposits 8 Slope Stability 8 Subsurface Water 9 Seismic Hazards 9 RECOMMENDATIONS-EARTHWORK CONSTRUCTION 9 General Grading 9 Site Preparation 10 Removals 10 Fill Placement 11 Shrinkage/Bulking 11 Overexcavation 11 Slopes 12 Graded Slopes: 12 GeoSoils, Inc. FOUNDATION RECOMMENDATIONS 12 General 12 Design 12 Conventional Foundation Systems 13 Bearing Value 13 Lateral Pressure 13 Foundation Settlement - Structural Loads 13 Construction 13 Setbacks 14 CONVENTIONAL CONCRETE SLABS ON GRADE 14 Conventional Floor Slabs 14 Exterior Flatwork 15 POST-TENSIONED SLAB FOUNDATION SYSTEMS 16 RETAINING WALLS 16 General 16 Restrained Walls 16 Cantilevered Walls 17 Wall Backfill and Drainage :.. 17 Retaining Wall Footing Transitions 18 Landscape Maintenance and Planting 18 Additional Site Improvements 19 Additional Grading 19 Drainage 19 Footing Trench Excavation 19 Trench Backfill 19 PLAN REVIEW 20 LIMITATIONS 20 FIGURES: Figure 1 - Site Location Map 2 ATTACHMENTS: Appendix A - References Rear of Text Appendix B - Test Pit Logs Rear of Text Appendix C - EQFAULT Data Rear of Text Appendix D - Laboratory Test Results Rear of Text Plate 1 - Geotechnical Map Rear of Text in Pocket Pacific Scene Financial, LLC Table of Contents File:e:\wp7\2400\2484a.pge Page ii GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION MAGNOLIA GARDENS CARLSBAD, CALIFORNIA SCOPE OF SERVICES GeoSoils, Inc. has provided the following services in preparation of this evaluation. 1. Literature research and review of available data, including published geologic and geotechnical reports and soils data for the area. 2. A visual reconnaissance of the site to evaluate existing surficial conditions, including access, erosion, drainage, vegetation, etc., and site geologic conditions. 3. Excavation of 7 exploratory test pits with a rubber tire backhoe to evaluate the existing soil conditions. 4. Performance of laboratory testing for the determination of compaction (maximum dry density), density (unit weight), moisture content, direct shear strength and pertinent engineering characteristics of selected materials, as deemed necessary. 5. Analysis of data including general areal site seismicity, settlement, soil expansion, corrosion and soils engineering/earthwork with respect to the suitability for the proposed residential development. 6. Preparation of this geotechnical report. SITE DESCRIPTION The subjectQj^j^ property is an irregular L-shaped site, consisting predominantly of active greenhouses and agricultural support structures. The site, situated east of the San Diego Freeway (1-5) and Highland Avenue, is located west of Valley Street and north of Magnolia Avenue in the City of Carlsbad, California (Figure 1). The property is bounded by existing residential properties and undeveloped parcels. Access to the site is from either Magnolia Avenue or Valley Street. Topographically, the western portion of the site slopes gently east, with a natural gradient of less than 8:1 (horizontal to vertical). Elevations in this area range from 172 feet Mean Sea Level (MSL) along the western site boundary, to 152 feet MSL along the existing storm drain easement. The relatively level eastern portion of the property slopes very gently to the west, with elevations ranging 176 feet MSL near Valley Street, to 152 feet MSL along the existing storm drain easement. GeoSoils, Inc. Base Map: San Luis Rey Quadrangle, California—San Diego Co., 7.5 Minute Series (Topographic), 1968 (photo revised 1975), by USGS, 1"=2000' - 0 •» Scale 2000 4000 Feet W.O. 2484-A-SC SITE LOCATION MAP Figure 1 The site is currently used for agricultural purposes. In addition to cultivated ground within greenhouses that cover the majority of the site, existing improvements include surface/near-surface irrigation systems, agricultural chemical storage structures, and product packing/storage facilities. Trash containers, metal drums and plastic buckets were observed in and around the onsite structures. In addition, an above ground storage tank and numerous parked vehicles (in various stages of repair) were noted in the vicinity of the packing/storage facilities (i.e, Lots 11 and 12). Roadways observed are dirt with local gravel areas. Concrete inlet boxes with manholes onsite delineate an existing storm drain within the central section of the property. General site conditions are shown on the enclosed geotechnical site map (Plate 1), which utilizes a 1"=40' scale tentative map by Crosby Meade Benton and Associates, as a base map (undated). PROPOSED DEVELOPMENT Based upon the above mentioned tentative map, proposed development will consist of site preparation for the construction of^H^ingle family residential lots (Lots 1-14), including underground utilities and street improvements; however, specific grading plans are currently unavailable. It is our understanding that the proposed structures would consist of one and/or two-story buildings, with continuous footings, and slabs-on-grade, utilizing wood-frame construction. Building loads area assumed to be typical for these types of relatively light structures. Cut and fill grading techniques are anticipated to be used to develop building sites for the planned structures and roadways. Based upon existing topography, it is anticipated that planned cuts and fills should be less than 10 feet in height, and should be constructed at gradients of 2:1 (horizontal to vertical) or flatter. FIELD EXPLORATION Subsurface conditions were explored for this study by excavating seven (7) test pits with a rubber tire backhoe to depths ranging from 21/2 to 15 feet below existing grades. Logs of the test excavations are included with this report in Appendix B. Field work was performed on July 16, 1998 by a GSI certified engineering geologist, who logged the excavations, obtained samples of representative materials for laboratory testing and reviewed the site conditions. The approximate locations of the test excavations are indicated on the enclosed Geotechnical Map (Plate 1). EARTH MATERIALS Earth materials encountered during field work consist of artificial fill, colluvium/topsoil (i.e., topsoil and slopewash), alluvium, and native soils composed of Pleistocene-age terrace deposits. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August/, 1998 File:e\wp7\2400\2484a.pge Page 3 GeoSoils, Inc. Artificial fill (map symbol Af) Existing artificial fill primarily occurs within (and adjacent to) the existing storm drain easement in the central portion of the property. Overall, the maximum depth of fill soils associated with this utility main is estimated to be on the order of 10 feet (or less). Based solely on test pit data, fill thickness was on the order of 11/2 feet; however, test pits were not excavated within the utility easement. The general distribution of existing fill is shown on Plate 1. Where encountered in our exploratory test pits, artificial fill consists of light to dark brown silty sand. In general, soil fill materials are moist to wet and loose. Areas where trash and vegetation debris was encountered were in the vicinity of test pits TP-5 and TP-6. Where observed, this material was less than 2 feet thick. Colluvium/Topsoil (not mapped) Colluvium/topsoil consisting of brown silty sands occur throughout the site as a thin surficial layer on the order of 1 to 3 feet thick. These materials are typically dry to moist and loose, and are not suitable for the support of settlement sensitive structures in their present condition. Buried topsoils were also observed to locally underlie existing fills and have similar engineering properties to the surficial topsoils. Alluvium (map symbol Qal) Alluvial sediments encountered onsite consisted predominantly of dark brown, moist, loose to medium dense, silty sands. Locally, seepage was noted near the contact with the underlying terrace materials near the storm drain easement. These materials are typically not suitable for the support of settlement sensitive structures in their present condition. Lindavista Formation (map symbol QM Pleistocene-age terrace deposits of the Lindavista Formation appear to underlie the entire site near the surface and at depth. Where observed in our exploratory test pits, these materials consist of orange brown to brown silty sands and sands. Terrace deposits are typically slightly moist to moist and medium dense. Some discontinuous laminations observed within otherwise massive terrace deposits, are weakly developed and generally subhorizontal. These materials are suitable for support of settlement sensitive structures, provided the highly weathered near-surface portion is removed/reprocessed. SUBSURFACE WATER Subsurface water (perched?) was locally encountered in excavations near the storm drain easement in the lower elevations of the property. Generally, the subsurface water consisted of a slight seepage and/or traces of "free" water (i.e., interstitial). These observations reflect site conditions at the time of our investigation and do not preclude Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August?, 1998 File:e\wp7\2400\2484a.pge Page 4 GeoSofls, Inc. changes in local or perched groundwater conditions in the future from heavy irrigation, precipitation, other factors not obvious at the time of our field work. FAULTING AND REGIONAL SEISMICITY No known active or potentially active faults are shown crossing the site on published maps (Jennings, 1994). No evidence for active or potentially active faulting was encountered in any of the exploratory excavations performed during this evaluation or in our referenced report. There are a number of faults in the Southern California area which are considered active and would have an effect on the site in the form of ground shaking, should they be the source of an earthquake. These include, but are not limited to: the San Andreas fault, the San Jacinto fault, the Elsinore fault, the Coronado Bank fault zone and the Rose Canyon - Newport-lnglewood (RCNI) fault zone. The approximate location of these and other major faults relative to the site are presented in Appendix C. The possibility of ground acceleration, or shaking, at the site may be considered as approximately similar to the southern California region as a whole. The acceleration-attenuation relations of Joyner and Boore (1982) and Campbell et. al. (1994) have been incorporated into EQFAULT (Blake, 1994). EQFAULT is a computer program used for the deterministic evaluation of horizontal accelerations from digitized California faults. Peak horizontal ground site accelerations anticipated at the site were determined, based on the attenuation relations indicated above. The largest probable and credible repeatable peak horizontal ground accelerations anticipated at the site would range from 0.27 g to 0.39 g and 0.48 g to 0.55 g, respectively, assuming maximum probable and upper bound ("maximum credible") events of magnitude 5.9 and 7.0, respectively, on the Rose Canyon- Newport-lnglewood fault zone, located approximately 2.5 miles west of the site. Seismic Shaking Parameters Based on the site conditions, Chapter 16 of the Uniform Building Code (International Conference of Building Officials, 1997), and Peterson and others (1996), the following seismic parameters are provided. Seismic zone (per Figure 1 6-2*) Soil Profile Type (per Table 16-J*) Joyner and Boore Subgrade Type Seismic Source Type (per Table 16-U*) 4 Sc Class B B Pacific Scene Financial, LLC Magnolia Gardens File:e\wp7\2400\2484a.pge W.O. 2484-A-SC August 7, 1998 PageS GeoSoils, Inc. Distance to Seismic Source Upper Bound Earthquake 2.5 mi (1.61 km) 6.9 * Figure and table references from Chapter 16 of the Uniform Building Code (1997). LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics. The test procedures used and results obtained are presented below. Moisture-Density Relations The maximum density and optimum moisture content was determined for the major soil types encountered in the test pits. The laboratory standard used was ASTM D-1557. Results of this testing are presented on the test pit logs log in Appendix B. Laboratory Standard-Maximum Dry Density To determine the compaction character of a representative sample of onsite soil, laboratory testing was performed in accordance with ASTM test method D-1557. Test results are presented in the following table: LOCATION TP-2 (3) 2V2-3V2 TP-5 @ 3'-6' SOIL TYPE Yellow brown clavev SAND Dark brown SAND with silt MAXIMUM DENSITY (PCF) 124.0 130.0 OPTIMUM MOISTURE CONTENT (%) 12.0 9.0 Expansion Potential Expansion index (El) testing was performed on representative samples of site soil in general accordance with Standard 18-2 of the Uniform Building Code. Results were reported to be less than 20 (i.e, very low expansion potential). Pacific Scene Financial, LLC Magnolia Gardens File:e\wp7\2400\2484a.pge W.O. 2484-A-SC August?, 1998 Page 6 GeoSoils, Inc. Direct Shear Test Shear testing was performed on a representative undisturbed sample of terrace materials., in general accordance with ASTM Test Method D 3080. Test results are presented in the following table, and in Appendix D (Plate C-1). LOCATION TP-4 @ 4' COHESION (PSF) Primary - 450 Residual - 395 INTERNAL FRICTION 29 29 Soluble Sulfates/pH Resistivity A typical sample of the site materials was analyzed for soluble sulfate content, pH, and resistivity. The results are as follows: LOCATION TP-2 & 2V2-3V2 TP-5 @ 3'-6' SOLUBLE SULFATES (mg/kg) Not detected 30 PH 6.8 6.5 RESISTIVITY - SATURATED (ohms-cm) 2,700 15,500 Based upon the soluble sulfate test results (UBC range for negligible is 0 to 150 ppm soluble [SO4] in water), UBC Table 19-A-4 indicates sulfate-resistant Type V concrete is not currently required; and Type II, IP (MS), or IS (MS) concrete may be utilized. Based on the above resistivity and pH, site soils are neutral and have a moderate to slight corrosivity based on the range of the test results. Moderately corrosive soils are considered to be between 2,001 and 5,000 ohms-cm. Slightly corrosive soils are considered to be between 10,001 and 25,000 ohms-cm. The laboratory test results for corrosivity testing are presented in Appendix D. CONCLUSIONS General Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that the property appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction Pacific Scene Financial, LLC Magnolia Gardens File:e\wp7\2400\2484a.pge W.O. 2484-A-SC August/, 1998 Page/ Inc. phases of site development. The primary geotechnical concerns with respect to the proposed development are: • Depth to competent material. Overexcavation of cut-fill transitions. Potential for perched groundwater. Corrosion potential of site soils. Regional seismicity. Additional conclusions regarding the site are presented in the following discussions. Earth Materials Existing Fill: Where encountered in test pits onsite, existing undocumented fill materials (map symbol Af) onsite are loose and generally do not appear to meet the current industry minimum standard of 90 percent (or greater) relative compaction. Existing undocumented fill is not suitable for support of settlement sensitive structures unless this material is removed, cleaned of debris, moisture conditioned to at least optimum moisture content, and placed as fill compacted to a minimum 90 percent relative compaction. Existing fill onsite is generally very low in expansive potential. Terrace Deposits: Weathered terrace deposits are loose and porous and are not suitable for the support of settlement sensitive structures unless these materials are removed, cleaned of debris, moisture conditioned to at least optimum moisture content, and placed as fill compacted to a minimum 90 percent relative compaction. Terrace deposits suitable for the support of structure and/or structural fills are present beneath the near surface weathered horizon. Existing terrace deposits onsite are generally very low in expansive potential. Slope Stability Based on our field investigations, laboratory testing and engineering analysis, planned cut and fill slopes should be stable with respect to gross and surficial stability provided that the slopes are constructed in accordance with the minimum requirements of the County of San Diego, City of Carlsbad, the Uniform Building Code, and the recommendations presented in this report. While any proposed slope should be relatively stable, the exposed earth materials at the slope face are considered erosive and should be protected appropriately. Specific recommendations are presented within a later section of this report. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August/, 1998 File:e\wp7\2400\2484a.pge Page 8 GeoSofls, Inc. Subsurface Water Subsurface water, as discussed previously, is not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction, and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along fill/terrace deposit contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions or damaged utilities. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Seismic Hazards The following seismic related hazards have been considered during our evaluation of the site. Based on our evaluation, these hazards are considered low and/or completely mitigated as a result of site location, soil characteristics and typical site development procedures: • Surface Fault Rupture • Ground Lurching or Shallow Ground Rupture • Ridge top shattering • Liquefaction • Tsunami It is important to keep in perspective that in the event of maximum probable or credible earthquake occurring on any of the nearby major faults, intense ground shaking would occur in this general area. Potential damage to any structures would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass, than from those induced by the hazards considered above. This potential would be no greater than that for other structures and improvements developed in the immediate vicinity. RECOMMENDATIONS-EARTHWORK CONSTRUCTION General Grading The following recommendations presented below consider the conclusions discussed above, as well as other aspects of the site (i.e., soil expansion, distribution of soil types, soil strength, etc.). The engineering analyses performed concerning site preparation and the recommendations presented herein, have been completed using the information provided and obtained during our field work. In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August?, 1998 File:e\wp7\2400\2484a.pge Page 9 GeoSofls, Inc. All grading should conform to the guidelines presented in Appendix Chapter A33 of the 1997 Uniform Building Code, the requirements of the City of Carlsbad, and Appendix D of this report, except where specifically superseded in the text of this report. When code references are not equivalent, the more stringent code should be followed. During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GeoSoils, Inc. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Structures may be supported entirely on properly compacted fills or suitable native terrace deposits. Building sites placed directly on terrace deposits should be observed by the project geotechnical engineer or engineering geologist to verify competent and consistent bearing materials are exposed. Based on the soil conditions observed, conventional foundation systems may be used to support any proposed structure. Site Preparation Debris, vegetation and other deleterious material should be removed from building areas prior to the start of construction. Sloping areas to receive fill should be properly benched in accordance with our recommendations and guidelines specified in the Uniform Building Code. Removals Removals in lot areas to receive fill shall consist of all existing fill and near surface weathered terrace deposits. Based on our subsurface exploration, removals are tentatively estimated to be on the order of 11/z to 4 feet below existing grades over a majority of the study area. However, deeper removals, on the order of 8 to 12 feet will likely be realized in alluvial areas along the eastern edge of Lots 1 through 5, 7, and over a majority of Lot 8. Removals of between 10 and 13 feet are estimated within the cul-de-sac street, where the thickest undocumented fills and alluvium occur; however, removals will be limited by the existing storm drain utility along the eastern edge of the street. Once removals are complete, the area to receive fill should be scarified and moisture conditioned to at least optimum moisture content, to a minimum depth of 12 inches, and compacted to a minimum 90 percent relative compaction. Removals should be completed for a minimum lateral distance of five (5) feet outside the extreme exterior foundation elements for any structure or below a 1:1 projection down and away from the exterior foundation elements to the elevation of suitable material, whichever is greater. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August/, 1998 File:e\wp7\2400\2484a.pge Page 10 GeoSoils, Inc. Fill Placement Subsequent to ground preparation, onsite soils may be placed in thin (8± inch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent. If soil importation is planned, a sample of the soil import should be evaluated by this office prior to importing in order to assure compatibility with the onsite site soils and the recommendations presented in this report. Import soils should be relatively sandy and low expansive (i.e., expansion index less than 20). Shrinkage/Bulking Existing site soils are anticipated to either shrink or bulk during grading operations. In general, it may be anticipated that existing fill will shrink 5 percent to 15 percent, colluvium/topsoil and alluvium will shrink approximately 8 percent to 12 percent, and existing terrace deposits will shrink or bulk 1 percent to 3 percent. Overexcavation Planned cut/fill transitions, juxtaposing proposed fill against native terrace deposits are anticipated to daylight at pad grade within some of the building sites. For uniform support, the cut portion of pad should be overexcavated in accordance with Table 1. TABLE 1 FILL DEPTH V.S. OVEREXCAVATION MAXIMUM FILL DEPTH m (feet) <10 10-15 CUT AREA OVEREXCAVATK>N(2) (feet) 3 5 (1> Fill depths as measured below grade within the building footprint. (2) Overexcavations should be completed for a minimum lateral distance of 5 feet outside the extreme exterior foundation elements for the structure, or below a 1 :1 projection from the bottom outside edge of any settlement sensitive improvements. Areas, where proposed fills are less than the recommended overexcavation depth, should be overexcavated in order to provide the recommended minimum fill blanket thickness. Pacific Scene Financial, LLC Magnolia Gardens File:e\wp7\2400\2484a.pge W.O. 2484-A-SC August?, 1998 Page 11 Inc. Once overexcavations are completed, the exposed bottom should be scarified to a minimum depth of eight (8) inches, moisture conditioned, compacted and then brought to grade with compacted fill. Slopes Graded Slopes: Proposed graded slopes may be constructed in accordance with the minimum requirements of the County of San Diego, City of Carlsbad, the Uniform Building Code and the recommendations presented in this report. Placement of an erosion control fabric (e.g., jute netting), or similar protective system, over graded slope faces should be considered in order to minimize erosion of the slope face until a suitable vegetation cover is established. FOUNDATION RECOMMENDATIONS General In the event that the information concerning the proposed development plan is not correct, or any changes in the design, location or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information and recommendations presented in this section are not meant to supersede design by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. Design Our field work and laboratory testing indicates that onsite soils are generally very low in expansion potential. Preliminary recommendations for foundation design and construction are presented below based on the assumption that low expansive materials will be used for support of structures. The foundation system should be designed and constructed in accordance with the guidelines contained in the Uniform Building Code. Final foundation designs should be based upon conditions exposed following earthwork construction. Should higher expansive materials occur at pad grade, revised foundation recommendations would need to be provided by GSI. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August 7, 1998 File:e\wp7\2400\2484a.pge Page 12 GeoSotts, Inc. form No. 1068-1 (Rev. 10/17/92) Exhibit A to Preliminary Report AME Preliminary Report First American Title Insurance Company EXHIBIT A LIST OF PRINTED EXCEPTIONS AND EXCLUSIONS (By Policy Type) 1. CALIFORNIA LAND TITLE ASSOCIATION STANDARD COVERAGE POLICY -1990 SCHEDULE B EXCEPTIONS FROM COVERAGE This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. Proceedings by a public agency which may result in taxes or assessments, or notice of such proceedings, whether or not shown by the records of such agency or by the public records. 2. Any facts, rights, interests or claims which are not shown by the public records but which could be ascertained by an inspection of the land or which may be asserted by persons in possession thereof. 3. Easements, liens or encumbrances, or claims thereof, which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by the public records. 5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the public records. EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees or expenses which arise by reason of: 1. (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, ordinances, or regulations) restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any improvement now or hereafter erected on the land; (iii) a separation in ownership or a change in the dimensions or area of the land or any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. (b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. 2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge. 3. Defects, liens, encumbrances, adverse claims, or other matters: (a) whether or not recorded in the public records at Date of Policy, but created, suffered, assumed or agreed to by the insured claimant; (b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and not disclosed in writing to the Company by the insured claimant prior to the date the insured claimant became an insured under this policy; (c) resulting in no loss or damage to the insured claimant; (d) attaching or created subsequent to Date of Policy; or (e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the insured mortgage or for the estate or interest insured by this policy. 4. Unenforceability of the lien of the insured mortgage because of the inability or failure of the insured at Date of Policy, or the inability or failure of any subsequent owner of the indebtedness, to comply with the applicable "doing business" laws of the state in which the land is situated. 5. Invalidity or unenforceability of the lien of the insured mortgage, or claim thereof, which arises out of the transaction evidenced by the insured mortgage and is based upon usury or any consumer credit protection or truth in lending law. 6. Any claim, which arises out of the transaction vesting in the insured the estate or interest insured by their policy or the transaction creating the interest of the insured lender, by reason of the operation of federal bankruptcy, state insolvency or similar creditors' rights laws. 2. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY FORM B -1970 SCHEDULE OF EXCLUSIONS FROM COVERAGE 1. Any law, ordinance or governmental regulation (including but not limited to building and zoning ordinances) restricting or regulating or prohibiting the occupancy, use or enjoyment of the land, or regulating the character, dimensions or location of any improvement now or hereafter erected on the land, or prohibiting a separation in ownership or a reduction in the dimensions of area of the land, or the effect of any violation of any such law, ordinance or governmental regulation. 2. Rights of eminent domain or governmental rights of police power unless notice of the exercise of such rights appears in the public records at Date of Policy. 3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed or agreed to by the insured claimant; (b) not known to the Company and not shown by the public records but known to the insured claimant either at Date of Policy or at the date such claimant acquired an estate or interest insured by this policy and not disclosed in writing by the insured claimant to the Company prior to the date such insured claimant became an insured hereunder; (c) resulting in no loss or damage to the insured claimant; (d) attaching or created subsequent to Date of Policy; or (e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the estate or interest insured by this policy. 3. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY FORM B -1970 WITH REGIONAL EXCEPTIONS When the American Land Title Association policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy the exclusions set forth in paragraph 2 above are used and the following exceptions to coverage appear in the policy. SCHEDULE B This policy does not insure against loss or damage by reason of the matters shown in parts one and two following: Part One: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. 2. Any facts, rights, interests, or claims which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of persons in possession thereof. 3. Easements, claims of easement or encumbrances which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. 5. Unpatented mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, claims or title to water. 6. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the public records. , I • » ORDER NO. 1179518-2 FIRST AMERICAN TITLE INSURANCE COMPANY 411 IVY STREET, SAN DIEGO, CALIFORNIA 92101 P.O. BOX 808, SAN DIEGO, CALIFORNIA 92112 (619) 238-1776 JULY 29, 1998 UPDATED FIRST AMERICAN TITLE 411 IVY ST. SAN DIEGO, CA 92101 ATTN: JUANITA DREW YOUR REF: 98-5944JF OUR ORDER NO. 1179518-2 BUYER: PACIFIC SCENE FINANCIAL IN RESPONSE TO THE HEREIN REFERENCED APPLICATION FOR A POLICY OF TITLE INSURANCE, THIS COMPANY HEREBY REPORTS THAT IT IS PREPARED TO ISSUE, OR CAUSE TO BE ISSUED, AS OF THE DATE HEREOF, A POLICY OR POLICIES OF TITLE INSURANCE DESCRIBING THE LAND AND THE ESTATE OR INTEREST THEREIN HEREINAFTER SET FORTH, INSURING AGAINST LOSS WHICH MAY BE SUSTAINED BY REASON OF ANY DEFECT, LIEN OR ENCUMBRANCE NOT SHOWN OR REFERRED TO AS OR NOT EXCLUDED FROM COVERAGE PURSUANT TO THE PRINTED SCHEDULES, CONDITIONS AND STIPULATIONS OF SAID POLICY FORMS. THE PRINTED EXCEPTIONS AND EXCLUSIONS FROM THE COVERAGE OF SAID POLICY OR POLICIES ARE SET FORTH HEREIN. COPIES OF THE POLICY FORMS SHOULD BE READ. THEY ARE AVAILABLE FROM THE OFFICE WHICH ISSUED THIS REPORT. PLEASE READ THE EXCEPTIONS SHOWN OR REFERRED TO BELOW AND THE EXCEPTIONS AND EXCLUSIONS SET FORTH IN EXHIBIT A OF THIS REPORT CAREFULLY. THE EXCEPTIONS AND EXCLUSIONS ARE MEANT TO PROVIDE YOU WITH NOTICE OF MATTERS WHICH ARE NOT COVERED UNDER THE TERMS OF THE TITLE INSURANCE POLICY AND SHOULD BE CAREFULLY CONSIDERED. IT IS IMPORTANT TO NOTE THAT THIS PRELIMINARY REPORT IS NOT A WRITTEN REPRESENTATION AS TO THE CONDITION OF TITLE AND MAY NOT LIST ALL LIENS, DEFECTS, AND ENCUMBRANCES AFFECTING TITLE TO THE LAND. THIS REPORT (AND ANY SUPPLEMENTS OR AMENDMENTS HERETO) IS ISSUED SOLELY FOR THE PURPOSE OF FACILITATING THE ISSUANCE OF A POLICY OF TITLE INSURANCE AND NO LIABILITY IS ASSUMED HEREBY. IF IT IS DESIRED THAT LIABILITY BE ASSUMED PRIOR TO THE ISSUANCE OF A POLICY OF TITLE INSURANCE, A BINDER OR COMMITMENT SHOULD BE REQUESTED. DATED AS OF JULY 20, 1998 AT 7:30 A.M. *OWN - TITLE OFFICER PHONE 231-4625 FAX NO. 231-4629 PAGE 1 ORDER NO. 1179518-2 THE FORM OF POLICY TITLE INSURANCE CONTEMPLATED BY THIS REPORT IS: TO BE DETERMINED TITLE TO SAID ESTATE OR INTEREST AT THE DATE HEREOF IS VESTED IN: LUIS AGUILERA GOITIA AND GLORIA AGUILERA GOITIA, HUSBAND AND WIFE AS JOINT TENANTS, AS TO PARCEL A AND LUIS AGUILERA AND GLORIA AGUILERA TRUSTEES UNDER DECLARATION OF TRUST DATED OCTOBER 7, 1997 A.K.A. AGUILERA FAMILY TRUST, AS TO PARCELS B AND C. THE ESTATE OR INTEREST IN THE LAND HEREINAFTER DESCRIBED OR REFERRED TO COVERED BY THIS REPORT IS: FEE AND EASEMENT THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: (SEE ATTACHED LEGAL DESCRIPTION) AT THE DATE HEREOF EXCEPTIONS TO COVERAGE IN ADDITION TO THE PRINTED EXCEPTIONS AND EXCLUSIONS CONTAINED IN SAID POLICY FORM WOULD BE AS FOLLOWS: 1. GENERAL AND SPECIAL TAXES FOR THE FISCAL YEAR 1998-99, A LIEN, NOT YET PAYABLE. 2. DELINQUENT, GENERAL AND SPECIAL TAXES FOR THE FISCAL YEAR 1997-98 AND SUBSEQUENT DELINQUENCIES. AMOUNT TO REDEEM FOR THE MONTH OF JULY, 1998, IS $518.94. AFFECTS PARCEL NO. 205-220-42 3. DELINQUENT, GENERAL AND SPECIAL TAXES FOR THE FISCAL YEAR 1997-98 AND SUBSEQUENT DELINQUENCIES. AMOUNT TO REDEEM FOR THE MONTH OF JULY, 1998, IS $907.82. AFFECTS PARCEL NO. 205-220-45 4. THE LIEN OF SUPPLEMENTAL TAXES OR ASSESSMENTS, IF ANY, ASSESSED PURSUANT TO CHAPTER 3.5 COMMENCING WITH SECTION 75 OF THE CALIFORNIA REVENUE AND TAXATION CODE AND ANY OTHER APPLICABLE STATUTES OF THE CALIFORNIA REVENUE AND TAXATION CODE. PAGE 2 ORDER NO. 1179518-2 SUPPLEMENTAL TAXES: THE REQUIREMENT THAT THIS COMPANY BE FURNISHED WITH ALL SUPPLEMENTAL TAX BILLS, IF ANY, FROM THE OWNER OF THE HEREIN DESCRIBED PROPERTY BEFORE CLOSE OF ESCROW. A NOTICE OF VIOLATION OF THE SUBDIVISION MAP ACT EXECUTED BY THE CITY OF CARLSBAD, RECORDED OCTOBER 10, 1975 AS FILE NO. 75-293756 OF OFFICIAL RECORDS. . AFFECTS PARCEL C. \/t ^ U A ^ - ^^ &Q £ // A NOTICE OF VIOLATION OF TH& SUBDIVISION MAP ACT EXECUTED BY THE CITY OF CARLSBAD, RECORDED OCTOBER 23, 1975 AS FILE NO. 75-293757 OF OFFICIAL RECORDS. AFFECTS PARCEL B. NOTE: A CERTIFICATE OF COMPLIANCE AFFECTING THE HEREIN DESCRIBED PROPERTY WAS RECORDED AUGUST 16, 1982 AS FILE NO. 82-252393 OF OFFICIAL RECORDS. "tAFFECTS PARCEL A. ./Q. AN EASEMENT FOR STORM DRAIN AND INCIDENTAL PURPOSES IN FAVOR OF THE CITY OF CARLSBAD, A MUNICIPAL CORPORATION, RECORDED MARCH 20, 1990 AS FILE NO. 90-147319 OF OFFICIAL RECORDS, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTH WESTERLY CORNER OF TRACT 245 OF MAP 1681, THUMLANDS, THENCE ALONG THE WESTERLY BOUNDARY OF SAID TRACT 245, SOUTH 28°39/00" EAST 287.10 FEET; THENCE NORTH 61°21/00" EAST 402.78 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 28°33/36" EAST 617.10 FEET; THENCE SOUTH 61°21'00" WEST 15.00 FEET; THENCE NORTH 2 8 ° 3 3'3 6" WEST 617.10 FEET; THENCE NORTH 61°21/00" EAST 15.00 FEET TO THE TRUE POINT OF BEGINNING, CONTAINING 0.2125 ACRES, MORE OR LESS. REFERENCE IS MADE TO SAID INSTRUMENT FOR FURTHER PARTICULARS. AFFECTS PARCEL A. ANY EASEMENTS AND/OR SERVITUDES AFFECTING EASEMENT PARCEL B-l HEREIN DESCRIBED. PAGE 3 ORDER NO. 1179518-2 10. THE REQUIREMENT THAT THIS COMPANY BE FURNISHED A STATEMENT OF INFORMATION, AT LEAST 10 WORKING DAYS PRIOR TO CLOSE OF ESCROW, TO ASCERTAIN THE EXISTENCE OF DOCUMENTS, PROCEEDINGS, LIENS, DECREES OR OTHER MATTERS WHICH DO NOT SPECIFICALLY DESCRIBE SAID LAND BUT WHICH MAY AFFECT THE TITLE OR IMPOSE LIENS OR ENCUMBRANCES THEREON, FROM LUIS AGUILERA GOITIA AND GLORIA AGUILERA GOITIA. 11. THE TERMS, COVENANTS, AND PROVISIONS OF THE TRUST AGREEMENT REFERRED TO IN THE VESTING HEREIN, AND THE EFFECT OF ANY FAILURE TO COMPLY WITH SUCH TERMS, COVENANTS, AND PROVISIONS. 12. THE REQUIREMENT THAT THIS COMPANY BE FURNISHED A COPY OF THE TRUST AGREEMENT REFERRED TO IN THE VESTING HEREIN. NOTE I: THE ONLY FEE CONVEYANCES IN THE PAST SIX (6) MONTHS ARE: QUITCLAIM DEED RECORDED APRIL 16, 1998 AS FILE NO. 1998-0215130 OF OFFICIAL RECORDS. (AFFECTS PARCEL B) QUITCLAIM DEED RECORDED APRIL 16, 1998 AS FILE NO. 1998-0215131 OF OFFICIAL RECORDS. (AFFECTS PARCEL C) NOTE II: THIS REPORT IS PREPARATORY TO THE ISSUANCE OF AN ALTA LENDER'S POLICY OF TITLE INSURANCE. WE HAVE NO KNOWLEDGE OF ANY FACT WHICH WOULD PRECLUDE THE ISSUANCE OF SAID ALTA LENDER'S POLICY WITH INDORSEMENT NO. 100 (MODIFIED) ATTACHED. THERE IS LOCATED ON SAID LAND THE FOLLOWING: VACANT LAND 1997-1998 TAX INFORMATION: CODE AREA: 09000 PARCEL NO.: 205-220-42-00 1ST INSTALLMENT: $221.50 DEFAULTED 2ND INSTALLMENT: $221.50 DEFAULTED LAND VALUE: $25,238.00 IMPROVEMENTS: $8,930.00 EXEMPT: $-0- PAGE 4 ORDER NO. 1179518-2 CODE AREA: PARCEL NO. : 1ST INSTALLMENT; 2ND INSTALLMENT; LAND VALUE: IMPROVEMENTS: EXEMPT: 09000 205-220-43-00 $164.84 PAID $164.84 PAID $19,851.00 $3,538.00 $-0- CODE AREA: PARCEL NO.: 1ST INSTALLMENT; 2ND INSTALLMENT; LAND VALUE: IMPROVEMENTS: EXEMPT: 09000 205-220-45-00 $395.89 DEFAULTED $395.89 DEFAULTED $54,181.00 $9,068.00 $-0- PAGE 5 ORDER NO. 1179518-2 LEGAL DESCRIPTION THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF SAN DIEGO, AND IS DESCRIBED AS FOLLOWS: PARCEL A: THAT PORTION OF TRACT 245 OF THUM LANDS, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1681, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, DECEMBER 9, 1915, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE SOUTHWESTERLY LINE OF SAID TRACT 245, DISTANT THEREON SOUTH 28°39/00" EAST 287.10 FEET FROM THE MOST WESTERLY CORNER OF SAID TRACT 245; THENCE NORTH 61°21'00" EAST PARALLEL WITH THE NORTHWESTERLY LINE OF SAID TRACT 245, A DISTANCE OF 402.80 FEET TO THE MOST NORTHERLY CORNER OF LAND DESCRIBED IN DEED TO HERBERT C. SCHULTZE, ET UX, RECORDED AUGUST 6, 1959 IN BOOK 7812, PAGE 26 OF OFFICIAL RECORDS; THENCE PARALLEL WITH THE SOUTHWESTERLY LINE OF SAID TRACT 245, BEING ALSO ALONG THE NORTHEASTERLY LINE OF SAID SCHULTZE'S LAND AND THE SOUTHEASTERLY PROLONGATION THEREON SOUTH 28039'00" EAST, 617.10 FEET TO THE SOUTHEASTERLY LINE OF SAID TRACT 245; THENCE ALONG SAID SOUTHEASTERLY LINE SOUTH 61°21000" WEST, 402.80 FEET TO THE MOST SOUTHERLY CORNER OF SAID TRACT 245; THENCE ALONG THE SOUTHEASTERLY LINE OF SAID TRACT 245, NORTH 28039'00" WEST, 617.10 FEET TO THE POINT OF BEGINNING. EXCEPTING THEREFROM THE NORTHWESTERLY 140.00 FEET OF THE SOUTHWESTERLY 162.00 FEET. ALSO EXCEPTING THEREFROM THAT PORTION DESCRIBED AS FOLLOWS: BEGINNING AT THE POINT OF INTERSECTION OF THE EASTERLY LINE OF HIGHLAND STREET, NOW KNOWN AS HIGHLAND DRIVE, WITH THE NORTHERLY LINE OF MAGNOLIA AVENUE; THENCE NORTH 28°39'00" WEST, ALONG SAID EASTERLY LINE OF HIGHLAND STREET, 135.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 28°39'00H WEST ALONG SAID EASTERLY LINE 317.10 FEET; THENCE NORTH 61°21'00" EAST PARALLEL WITH THE NORTHERLY LINE OF SAID MAGNOLIA AVENUE, 150.00 FEET; THENCE SOUTH 28°39'00" EAST PARALLEL WITH SAID EASTERLY LINE 317.10 FEET; THENCE SOUTH 61°21'00H WEST PARALLEL WITH SAID NORTHERLY LINE 150.00 FEET TO THE TRUE POINT OF BEGINNING. AND ALSO EXCEPTING THEREFROM THE SOUTHEASTERLY 135.00 FEET OF THE SOUTHWESTERLY 350.00 FEET. PAGE 6T:03/23/98 08:49:15 V: / / : ; DM 00 ORDER NO. 1179518-2 PARCEL B: THE SOUTHWESTERLY 374.88 FEET OF THE SOUTHEASTERLY 111.73 FEET OF THAT PORTION OF TRACT 245 OF THUM LANDS, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1681, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, DECEMBER 9, 1915, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE CENTER LINE OF VALLEY STREET, DISTANT THEREON NORTH 28°39' WEST 466.88 FEET FROM THE INTERSECTION OF THE CENTER LINE OF SAID VALLEY STREET AND MAGNOLIA AVENUE; THENCE CONTINUING ALONG SAID CENTER LINE OF VALLEY STREET, NORTH 28°39' WEST A DISTANCE OF 218.00 FEET TO THE MOST EASTERLY CORNER OF THAT PORTION OF SAID TRACT 245 CONVEYED TO ILA SPENCER BY DEED DATED FEBRUARY 18, 1927 AND RECORDED IN BOOK 1335, PAGE 123 OF DEEDS, RECORDS OF SAID COUNTY; THENCE SOUTH 61°21' WEST ALONG THE SOUTHEASTERLY LINE OF THE LAND SO CONVEYED TO SAID SPENCER AND ALONG THE SOUTHEASTERLY LINES OF THE LAND CONVEYED TO WM. M. KOLP AND FLORA E. KOLP BY DEED DATED FEBRUARY 18, 1927 AND RECORDED IN BOOK 1335, PAGE 121 OF DEEDS AND THE LAND CONVEYED TO EMMA C. MCCULLOCH AND MYRTLE MCCULLOCH BY DEED DATED DECEMBER 9, 1925 AND RECORDED IN BOOK 1121, PAGE 427 OF DEEDS AND ALONG THE SOUTHWESTERLY PROLONGATION OF THE SOUTHEASTERLY LINE OF SAID MCCULLOCH' S LAND, 779.75 FEET TO AN INTERSECTION WITH THE EASTERLY LINE OF THAT PORTION OF SAID TRACT 245 CONVEYED TO J. A. HINRICHER AND IDA M. HINRICHER, BY DEED DATED NOVEMBER 23, 1927 AND RECORDED IN BOOK 1435, PAGE 39 OF DEEDS; THENCE SOUTH 28°39' EAST ALONG THE NORTHEASTERLY LINE OF THE LAND SO CONVEYED TO SAID HINRICHER AND ALONG THE NORTHEASTERLY LINES OF THE LAND CONVEYED TO JOHN S. REYNOLDS AND OLIVE M. REYNOLDS, BY DEED DATED NOVEMBER 23, 1927 AND RECORDED IN BOOK 1435, PAGE 41 OF DEEDS, AND THE LAND CONVEYED TO DE. C. A. PUTNEY AND HATTIE L. PUTNEY BY DEED DATED SEPTEMBER 21, 1927 AND RECORDED IN BOOK 1393, PAGE 253 OF DEEDS 218.00 FEET; THENCE NORTH 61°21' EAST 779.75 FEET TO THE POINT OF BEGINNING. PARCEL Bl: AN EASEMENT AND RIGHT OF WAY FOR INGRESS AND EGRESS OVER A STRIP OF LAND 12.00 FEET WIDE IN TRACT 245 OF THUM LANDS, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1681, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY, DECEMBER 9, 1915, THE NORTHWESTERLY LINE OF SAID 12.00 FOOT STRIP BEING DESCRIBED AS FOLLOWS: BEGINNING AT THE MOST NORTHERLY CORNER OF PARCEL B DESCRIBED ABOVE; THENCE ALONG THE PROLONGATION OF THE NORTHWESTERLY LINE OF SAID PARCEL B, NORTH 61°21' EAST 374.87 FEET TO THE SOUTHWEST LINE OF SAID VALLEY STREET . PAGE 7 ORDER NO. 1179518-2 PARCEL C: THE SOUTHEASTERLY 111.73 FEET OF THAT PORTION OF TRACT 245 OF THUM LANDS, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1681, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, DECEMBER 9, 1915, DESCRIBED , ' AS FOLLOWS: « * ' \:'"' BEGINNING AT A POINT ON THE CENTER LINE OF VALLEY STREET DISTANT THEREON NORTH 28°39' WEST, 466.88 FEET FROM THE INTERSECTION OF THE CENTER LINES OF SAID VALLEY STREET AND MAGNOLIA AVENUE; THENCE CONTINUING ALONG SAID CENTER LINE OF VALLEY STREET, NORTH 28°39' WEST, A DISTANCE OF 218.0 FEET TO THE MOST EASTERLY CORNER OF THAT PORTION OF. SAID'yTRACT 24ff?CONVEYED TO ILA SPENCER BY DEED DATED FEBRUARY 18, 192T~AWD RECORDED IN BOOK 1335, PAGE 123 OF DEEDS, RECORDS OF SAN DIEGO COUNTY; THENCE SOUTH 61°21' WEST ALONG THE SOUTHEASTERLY LINES OF THE LAND CONVEYED TO SAID SPENCER ALONG THE SOUTHEASTERLY LINES OF THE LAND CONVEYED TO WILLIAM M. KOLP AND FLORA E. KOLP BY DEED DATED FEBRUARY 18, 1927 AND RECORDED IN BOOK 1335, PAGE 121 OF DEEDS, AND THE LAND CONVEYED TO EMMA C. MC CULLOCH AND MYRTLE MC CULLOCH BY DEED DATED DECEMBER 9, 1925 AND RECORDED IN BOOK 1121, PAGE 427 OF DEEDS AND ALONG THE SOUTHWESTERLY PROLONGATION OF THE SOUTHEASTERLY LINE OF SAID MC CULLOCH'S LAND, 779.75 FEET TO AN INTERSECTION WITH THE EASTERLY LINE OF THAT PORTION OF SAID TRACT 245 CONVEYED TO J. A. HINRICHER AND IDA M. HINRICHER BY DEED DATED NOVEMBER 23, 1927 AND RECORDED IN BOOK 1435, PAGE 39 OF DEEDS; THENCE SOUTH 28°59' EAST ALONG THE NORTHEASTERLY LINE OF THE LAND SO CONVEYED TO SAID HINRICHER AND ALONG THE NORTHEASTERLY LINES OF THE LAND CONVEYED TO JOHN S.. REYNOLDS AND OLIVE M. REYNOLDS BY DEED DATED NOVEMBER 23, 1927 AND RECORDED IN BOOK 1435, PAGE 41 OF DEEDS AND IN THE LAND CONVEYED TO DE. C. A. PUTNEY AND HATTIE L. PUTNEY BY DEED DATED SEPTEMBER 21, 1927 -AND RECORDED IN BOOK 1393, PAGE 253 OF DEEDS, 218.0 FEET; THENCE NORTH 61°21' EAST 779.75 FEET TO THE POINT OF BEGINNING. SAVING AND EXCEPTING THEREFROM THAT PARCEL DESCRIBED IN DEED EXECUTED A BY THE SOUTHEASTERN CALIFORNIA ASSOCIATION OF SEVENTH-DAY ADVENTISTS -k •• IN FAVOR OF LUIS AGUILERA GOITIA AND GLORIA AGUILERA GOITIA, RECORDED A FEBRUARY 25, 1971 AS FILE NO. 35306 OF OFFICIAL RECORDS OF SAN DIEGO COUNTY RECORDS. PAGE 8 4. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY -1970 WITH A.L.T.A. ENDORSEMENT FORM 1 COVERAGE SCHEDULE OF EXCLUSIONS FROM COVERAGE 1. Any law, ordinance or governmental regulation (including but not limited to building and zoning ordinances) restricting or regulating or prohibiting the occupancy, use or enjoyment of the land, or regulating the character, dimensions or location of any improvement now or hereafter erected on the land, or prohibiting a separation in ownership or a reduction in the dimensions or area of the land, or the effect of any violation ot any such law ordinance or governmental regulation. 2. Rights of eminent domain or governmental rights of police power unless notice of the exercise of such rights appears in the public records at Date ol Policy. 3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed or agreed to by the insured claimant, (b) not known to the Company and not shown by the public records but known to the insured claimant either at Date of Policy or at the date such claimant acquired an estate or interest insured by this policy or acquired trie insured mortgage and not disclosed in writing by the insured claimant to the Company prior to the date such insured claimant became an insured hereunder; (c) resulting in no loss or damage to the insured claimant; (d) attaching or created subsequent to Date of Policy (except to the extent insurance is afforded herein as to any statutory lien for labor or material or to the extent insurance is afforded herein as to assessments for street improvements under construction or completed at Date of Policy). 4. Unenforceability of the lien ol the insured mortgage because of failure of the insured at Date of Policy or of any subsequent owner of the indebtedness to comply with applicable "doing business" laws of the state in which the land is situated. 5. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY -1970 WITH REGIONAL EXCEPTIONS When the American Land Title Association Lenders Policy is used as a Standard Coverage Policy and not as an Extended Coverage Policy, the exclusions set forth in paragraph 4 above are used and the following exceptions to coverage appear in the policy. SCHEDULE B This policy does not insure against loss or damage by reason ol the matters shown in parts one and two following: Part One: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. 2. Any facts, rights, interests, or claims which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of persons in possession thereof. 3. Easements, claims of easement or encumbrances which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. 5. Unpatented mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, claims or title to water. 6. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public records. 6. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY -1992 WITH A.L.T.A. ENDORSEMENT FORM 1 COVERAGE EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy and the Company will not pay loss or damage, costs, attorneys' fees or expenses which arise by reason of: 1. (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, ordinances, or regulations) restricting, regulating, prohibiting or relating to (I) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any improvement now or hereafter erected on the land; (iii) a separation in ownership or a change in the dimensions or area of the land or any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. (b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a delect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. 2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge. 3. Defects, liens, encumbrances, adverse claims or other matters: (a) created, suffered, assumed or agreed to by the insured claimant; (b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and not disclosed in writing to the Company by the insured claimant prior to the date the insured claimant became an insured under this policy; (c) resulting in no loss or damage to the insured claimant; (d) attaching or created subsequent to Date of Policy (except to the extent that this policy insures the priority of the lien of the insured mortgage over any statutory lien for services, labor or material or the extent insurance is afforded herein as to assessments for street improvements under construction or completed at date of policy); or (e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the insured mortgage. 4. Unenforceabilily of the lien of the insured mortgage because of the inability or failure of the insured at Date of Policy, or the inability or failure of any subsequent owner of the indebtedness, to comply with applicable "doing business" laws of the state in which the land is situated. 5. Invalidity or unenforceability of the lien of the insured mortgage, or claim thereof, which arises out ot the transaction evidenced by the insured mortgage and is based upon usury or any consumer credit protection or truth in lending law. 6. Any statutory lien for services, labor or materials (or the claim of priority of any statutory lien for services, labor or materials over the lien of the insured mortgage) arising from an improvement or work related to the land which is contracted for and commenced subsequent to Date of Policy and is not financed in whole or in part by proceeds of the indebtedness secured by the insured mortgage which at Date of Policy the insured has advanced or is obligated to advance. 7. Any claim, which arises out of the transaction creating the interest of the mortgagee insured by this policy, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that is based on: (i) the transaction creating the interest of the insured mortgagee being deemed a fraudulent conveyance or fraudulent transfer; or (ii) the subordination of the interest of the insured mortgagee as a result of the application of the doctrine of equitable subordination; or (iii) the transaction creating the interest of the insured mortgagee being deemed a preferential transfer except where the preferential transfer results from the failure: (a) to timely record the instrument of transfer; or (b) of such recordation to impart notice to a purchaser for value or a judgment or lien creditor. 7. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY -1992 WITH REGIONAL EXCEPTIONS appear in the policy. SCHEDULE B This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records 2. Any facts, rights, interests, or claims which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of persons in possession thereof. 3. Easements, claims of easement or encumbrances which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. 5. Unpatented mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, claims or title to water. 6. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public records. 8. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY -1992 EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage ot this policy and the Company will not pay loss or damage, costs, attorneys' fees or expenses which arise by reason of: 1. (a) Any law, ordinance or governmental regulation (including but not limited to building and zoning laws, ordinances, or regulations) restricting, regulating, prohibiting or relating to (i) the occupancy, use, or enjoyment of the land; (ii) the character, dimensions or location of any improvement now or hereafter erected on the land; (iii) a separation in ownership or a change in the dimensions or area of the land or any parcel of which the land is or was a part; or (iv) environmental protection, or the effect of any violation of these laws, ordinances or governmental regulations, except to the extent that a notice of the enforcement thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. (b) Any governmental police power not excluded by (a) above, except to the extent that a notice of the exercise thereof or a notice of a defect, lien or encumbrance resulting from a violation or alleged violation affecting the land has been recorded in the public records at Date of Policy. 2. Rights of eminent domain unless notice of the exercise thereof has been recorded in the public records at Date of Policy, but not excluding from coverage any taking which has occurred prior to Date of Policy which would be binding on the rights of a purchaser for value without knowledge. 3. Defects, liens, encumbrances, adverse claims or other matters: (a) created, suffered, assumed or agreed to by the insured claimant; (b) not known to the Company, not recorded in the public records at Date of Policy, but known to the insured claimant and not disclosed in writing to the Company by the insured claimant prior to the date the insured claimant became an insured under this policy; (c) resulting in no loss or damage to the insured claimant; (d) attaching or created subseguent to Date of Policy; or (e) resulting in loss or damage which would not have been sustained if the insured claimant had paid value for the estate or interest insured by this policy. 4. Any claim, which arises out of the transaction vesting in the Insured the estate or interest insured by this policy, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that is based on: (i) the transaction creating the estate or interest insured by this policy being deemed a fraudulent conveyance or fraudulent transfer; or (ii) the transaction creating the estate or interest insured by this policy being deemed a preferential transfer except where the preferential transfer results from the failure: (a) to timely record the instrument of transfer; or (b) of such recordation to impart notice to a purchaser for value or a judgment or lien creditor. 9. AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY -1992 WITH REGIONAL EXCEPTIONS appear in the policy. SCHEDULE B This policy does not nsure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason of: Part One: 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. 2. Any facts, rights, interests, or claims which are not shown by the public records but which could be ascertained by an inspection of said land or by making inquiry of persons in possession thereof. 3. Easements, claims of easement or encumbrances which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by public records. 5. Unpatented mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof; water rights, claims or title to water. 6. Any lien, or right to a lien, for services, labor or material theretofore or hereafter furnished, imposed by law and not shown by the public records. 10. AMERICAN LAND TITLE ASSOCIATION RESIDENTIAL TITLE INSURANCE POLICY -1987 EXCLUSIONS In addition to the Exceptions in Schedule B, you are not insured against loss, costs, attorneys' fees and expenses resulting from: 1. Governmental police power, and the existence or violation of any law or government regulation. This includes building and zoning ordinances and also laws and regulations concerning: • land use • land division • improvements on the land • environmental protection This exclusion does not apply to violations or the enforcement of these matters which appear in the public records at Policy Date. This exclusion does not limit the zoning coverage described in Items 12 and 13 of Covered Title Risks. 2. The right to take the land by condemning it, unless: • a notice of exercising the right appears in the public records on the Policy Date • the taking happened prior to the Policy Date and is binding on you if you bought the land without knowing of the taking. 3. Title Risks: • that are created, allowed, or agreed to by you • that are known to you, but not to us, on the Policy Date - unless they appeared in the public records • that result in no loss to you • that first affect your title after the Policy Date - this does not limit the labor and material lien coverage in Item 8 of Covered Title Risks 4. Failure to pay value for your title. 5. Lack of a right: • to any land outside the area specifically described and referred to in item 3 of Schedule A, or • in streets, alleys, or waterways that touch your land TWs exclusion does not limit the access coverage in Item 5 of Covered Title Risks. Conventional Foundation Systems Conventional spread and continuous strip footings may be used to support the proposed structure, provided they are founded entirely in properly compacted fill or suitable terrace deposits. Bearing Value: An allowable bearing value of 2000 pounds per square foot should be used for design of continuous footings 12 inches wide and 12 inches deep and for design of isolated pad footings 24 inches square and 18 inches deep, entirely into compacted fill or terrace deposits. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 2500 pounds per square foot. The above values may be increased by one-third when considering short duration seismic or wind loads. No increase, in bearing, for footing width is recommended. Residential footings should not simultaneously bear directly on suitable native and fill soils. Lateral Pressure Passive earth pressure may be computed as an equivalent fluid having a density of 275 pounds per cubic foot per foot of depth, to a maximum earth pressure of 2500 pounds per square foot. An allowable coefficient of friction between earth material (fill) and concrete of 0.35 may be used with the dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Foundation Settlement - Structural Loads Provided that the recommendations contained in this report are incorporated into final design and construction phase of development, a majority (>50 percent) of the anticipated foundation settlement is expected to occur during construction. Maximum settlement is not expected to exceed approximately Vfc-inch and should occur below the heaviest loaded columns. Differential settlement is not anticipated to exceed 1/4-inch between similar elements, in a 20 foot span. Construction: The following preliminary recommendations are for the proposed construction, in consideration of our field investigation, laboratory testing and engineering analysis. These construction recommendations are meant as minimums and are not intended to supersede the recommendations of the structural engineer or corrosion specialist: Due to the very low expansive soil conditions identified onsite, foundations should be constructed to a minimum depth of 12 inches below lowest adjacent grade. Foundation widths may be constructed per Uniform Building Code (UBC) guidelines. All footings Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August 7, 1998 File:e\wp7\2400\2484a.pge Page 13 GeoSoils, Inc. should be minimally reinforced with two No. 4 reinforcing bars, one placed near the top and one placed near the bottom of the footing. Exterior post supports should be founded at a depth of 18 inches below the lowest adjacent grade and tied to the main foundation system with a grade beam in two directions. Reinforcement should be properly designed by the project structural engineer. A grade beam, reinforced as above, and a minimum of 1 square foot in cross section at least 12 inches wide should be utilized across large entrances, such as garages or double wide doorways. The base of the reinforced grade beam should be at the same elevation as the bottom of adjoining footings. Setbacks: Foundations for any structure (including pools, etc.) should be set back from the top of any adjacent descending slope, a distance equal to one-third the height of the slope. This distance shall be in accordance with previously noted setbacks and need not be greater than 40 feet. Foundations for any adjacent structures, including retaining walls, should be deepened (as necessary) to below a 1:1 projection upward and away from any proposed lower foundation system. This recommendation may not be considered valid, if the additional surcharge imparted by the upper foundation on the lower foundation has been incorporated into the design of the lower foundation. Additional setbacks, not discussed or superseded herein, and presented in the UBC are considered valid. CONVENTIONAL CONCRETE SLABS ON GRADE Conventional Floor Slabs The following criteria are considered minimum design parameters for the slab and they are in no way intended to supersede design by the structural engineer. Slab criteria provided do not account for concentrated loads from heavy machinery. Floors in slab areas are assumed to be designed for typical residential floor slabs. Slabs subject to higher or concentrated loads (e.g., columns, walls, etc.) should be properly designed by the project structural engineer. The subgrade soil should be compacted to a minimum 90 percent of the laboratory maximum density. Moisture conditioning is recommended for these soil conditions. The moisture content of the subgrade soils should be equal to or greater than the soils optimum moisture, to a depth of 18 inches below pad grade in the slab areas and verified Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August 7, 1998 File:e\wp7\2400\2484a.pge Page 14 GeoSoils, Inc. by this office within 72 hours of pouring slabs and prior to placing visqueen or reinforcement. Slabs should be a minimum of 4 inches thick and be minimally reinforced with No. 3 reinforcing bars on 18 inches centers both ways, or equivalent reinforcement. Reinforcing should be properly supported on chairs or blocks to ensure placement near the vertical midpoint of the slab. Concrete slab weakened plane or expansion joints should be placed in accordance with current standards of practice and no greater than 12 feet apart. Concrete slabs should be underlain with a minimum of four inches of sand. In addition, where moisture condensation is undesirable, a vapor barrier consisting of a minimum 6-mil thick, polyvinyl chloride or equivalent membrane, with all laps sealed, should be provided at the mid-point of the sand layer. Exterior Flatwork Exterior walkways, sidewalks, or patios, using concrete slab on grade construction (excluding traffic pavements), should be designed and constructed in accordance with the following criteria. 1. Slabs should be a minimum 4 inches in thickness. A thickened edge should be considered (12 inches in depth and 4 to 6 inches in thickness) for all flatwork adjacent to landscape areas. 2. Slab subgrade should be compacted to a minimum 90 percent relative compaction and moisture conditioned to at or above the soils optimum moisture content. 3. The use of transverse and longitudinal control joints should be considered to help control slab cracking due to concrete shrinkage or expansion. Two of the best ways to control this movement is; 1) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab, and/or 2) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. We would suggest that the maximum control joint spacing be placed on 5 to 8 foot centers or the smallest dimension of the slab, whichever is least. 4. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. 5. Positive site drainage should be maintained at all times. Adjacent landscaping should be graded to drain into the street, parking area, or other approved area. All surface water should be appropriately directed to areas designed for site drainage. 6 In areas directly adjacent to a continuous source of moisture (i.e. irrigation, planters, etc.), all joints should be sealed with flexible mastic. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August 7,1998 File:e\wp7\2400\2484a.pge Page 15 GeoSofls, Inc. 7. Concrete used to construct flatwork should be at least ASTM 520-C-2500. POST-TENSIONED SLAB FOUNDATION SYSTEMS PT slabs may be utilized for construction of typical one (1) and two (2) story residential structures onsite. Upon request, GSI could provide additional data/consultation regarding soil parameters as related to post-tensioned slab design. RETAINING WALLS General Foundations may be designed using parameters provided in the "Design" section of Foundation Recommendations presented herein. Wall sections should adhere to the County of San Diego and/or City of Carlsbad guidelines. All wall designs should be reviewed by a qualified structural engineer for structural capacity, overturning and stability, and be designed as seismically resistant, per the latest edition of the Uniform Building Code. The design parameters provided assume that onsite (or equivalent) low expansive soils are used to backfill retaining walls. If expansive soils are used to backfill the proposed walls within this wedge, increased active and at-rest earth pressures will need to be utilized for retaining wall design. Heavy compaction equipment should not be used above a 1:1 projection up and away from the bottom of any wall. The following recommendations are not meant to apply to specialty walls (cribwalls, loffel, earthstone, etc.). Recommendations for specialty walls will be greater than those provided herein, and can be provided upon request. Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking dependent upon the materials used to construct the wall. To reduce wall cracking due to settlement, walls should be internally grouted and/or reinforced with steel. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male comers, should be designed for an at-rest equivalent fluid pressures of 60 pcf, plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Building walls below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. Refer to the following section for preliminary recommendations from surcharge loads. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August 7, 1998 File:e\wp7\2400\2484a.pge Page 16 GeoSoils, Inc. Cantilevered Walls These recommendations are for cantilevered retaining walls up to ten (10) feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An empirical equivalent fluid pressure (EFP) approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events or adverse geologic conditions. SURFACE SLOPE OF RETAINED MATERIAL HORIZONTAL TO VERTICAL Level 2tol EQUIVALENT FLUID WEIGHT P.C.F. ( native soill 35 55 The equivalent fluid density should be increased to 65 pounds per cubic foot for level backfill at the angle point of the wall (comer or male re-entrant) and extended a minimum lateral distance of 2H (two times the wall height) on either side of the corner. Traffic loads within a 1:1 projection up from the wall heel, due to light trucks and cars should be considered as a load of 100 psf per foot in the upper 5 feet of wall in uniform pressure. For preliminary design purposes, footing loads within a 1:1 backfill zone behind wall will be added to the walls as 1/s of the bearing pressure for one footing width, along the wall alignment. Wall Backfill and Drainage All retaining walls should be provided with an adequate gravel and pipe backdrain and outlet system (a minimum 2 outlets per wall), to prevent buildup of hydrostatic pressures and be designed in accordance with minimum standards presented herein. Pipe should consist of schedule 40 perforated PVC pipe. Gravel used in the backdrain systems should be a minimum of 3 cubic feet per lineal foot of 3/a to 11/2-inch clean crushed rock encapsulated in filter fabric (Mirafi 140 or equivalent). Perforations in pipe should face down. The surface of the backfill should be sealed by pavement or the top 18 inches compacted to 90 percent relative compaction with native soil. Proper surface drainage should also be provided. As an alternative to gravel backdrains, panel drains (Miradrain 6000, Tensar, etc.) may be used. Panel drains should be installed per manufacturers guidelines. Regardless of the backdrain used, walls should be water proofed where they would impact living areas or where staining would be objectionable. Pacific Scene Financial, LLC Magnolia Gardens File:e\wp7\2400\2484a.pge W.O. 2484-A-SC August?, 1998 Page 17 GeoSoils, Inc. Retaining Wall Footing Transitions Site walls are anticipated to be supported on footings designed in accordance with the recommendations in this report. Wall footings may transition from competent terrace materials to fill. If this condition is present the civil designer may specify either: a) A minimum of a 2-foot, overexcavation and recompaction of bedrock materials, as measured for a distance of two times the height of the wall from the transition in the direction of the wall. Overexcavations should be completed for a minimum lateral distance of 2 feet beyond the footing, measured perpendicular to the wall. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible grout. c) Embed the footings entirely into native formationai material. If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided. Graded slopes constructed within and utilizing onsite materials would be potentially erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. It order to minimize erosion on the slope face, an erosion control fabric (i.e. jute matting) should be considered. From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent minimum relative compaction. Moisture sensors, embedded into fill slopes, should be considered to reduce the potential of over- watering from automatic landscape watering systems. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August 7,1998 File:e\wp7\2400\2484a.pge Page 18 GeoSoils, Inc. Additional Site Improvements If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request this includes but not limited to appurtenant structures, A/C support pads, pools and spas. Additional Grading This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills. Drainage Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of five feet from proposed structures or tightlined into a subsurface drainage system. We recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. Drainage behind top of walls should be accomplished length paved channel drainage v-ditch or substitute. Footing Trench Excavation All footing trench excavations should be observed and approved by a representative of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenches exposing sandy material can be relatively unstable. Excavations exposing sandy soil should be observed by this office prior to workers entering the excavation. Trench Backfill All excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes. Exterior trenches should not be excavated below a 1:1 projection from the bottom of any adjacent foundation system. If excavated, these trenches would undermine support for the foundation system potentially creating adverse conditions. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August?, 1998 Ftle:e\wp7\2400\2484a.pge Page 19 GeoSoils, Inc. 1. All utility trench backfill in slopes, structural areas and beneath hardscape features should be brought to near optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Observations, probing and, if deemed necessary, testing should be performed by a representative of this office to verify compactive efforts of the contractor. 2. Soils generated from utility trench excavations should be compacted to a minimum of 90 percent if not removed from the site. 3. Jetting of backfill is not recommended. 4. The use of pipe jacking to place utilities is not recommended on this site. 5. Bottoms of utility trenches should be sloped away from structures. PLAN REVIEW Final site development, grading, and foundation plans should be submitted to this office for review and comment, as the plans become available, for the purpose of minimizing any misunderstandings between the plans and recommendations presented herein. In addition, foundation excavations and any additional earthwork construction performed on the site should be observed and tested by this office. If conditions are found to differ substantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site grading and construction. Site conditions may vary due to seasonal changes or other factors. GeoSoils, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others. Since our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. Pacific Scene Financial, LLC W.O. 2484-A-SC Magnolia Gardens August 7.1998 File:e\wp7\2400\2484a.pge Page 20 GeoSoiIs, Inc. E E E E E APPENDIX A * REFERENCES E E E E E E E E E E E APPENDIX REFERENCES Blake, Thomas F., (1994) EQ FAULT Computer Program For The Deterministic Prediction of Horizontal Accelerations From Digitized California faults. Campbell, K.W. and Bozorgnia, Y., 1994, Near-Source attenuation of peak horizontal acceleration from worldwide accelerograms recorded from 1957 to 1993; Proceedings, Fifth U.S. National Conference on Earthquake Engineering, Vol. Ill, Earthquake Engineering Research Institute, pp. 293-292. Frankel, Arthur D., Perkins, David M., and Mueller, Charles S., 1996, Preliminary and working versions of draft 1997 seismic shaking maps for the United States showing peak ground acceleration (PGA) and spectral acceleration response at 0.3 and 1.0- second site periods for the Design Basis Earthquake (10 percent chance of exceedance in 50 years) for the National Earthquake Hazards Reduction Program (NEHRP): U.S. Geological Survey, Denver, Colorado. Jennings, C.W., (1994) Fault Activity Map of California, Scale 1:750,000, DMG Map No. 6. Joyner, W.B, and Boore, D.M., 1982a, Estimation of response-spectral values as functions of magnitude, distance and site conditions, in eds., Johnson, J.A., Campbell, K.W., and Blake, T.F.: AEG short course, seismic hazard analysis, June 18,1994. , 1982b, Prediction of earthquake response spectra, in eds., Johnson, J.A., Campbell, K.W., and Blake, T.F.: AEG short course, seismic hazard analysis, June 18,1994. Krinitzsky, Ellis L, Gould, J.P., and Edinger, P.H., 1993, Fundamentals of earthquake resistant construction: John H. Wiley & Sons, Inc., 299 pp. Naval Facilities Engineering Command (NAVFAC), 1982, Soil mechanics design manual 7.1. Naval Facilities Engineering Command (NAVFAC), 1982, Foundation design manual 7.2. Petersen, Mark D., Bryant, W.A., and Cramer, C.H., 1996, Interim table of fault parameters used by the California Division of Mines and Geology to compile the probabilistic seismic hazard maps of California. State of California, 1992, Construction Safety Orders, Sections 1504, 1539-1547, Title 8, California Code of Regulations, excavation, trenches, earthwork, March edition. GeoSoils, Inc. E E E E c APPENDIX B TEST PIT LOGSE c c E E E E E E E E C \ f i I I I I I I f 1 C I i f i i I i I I f W.O. 2484-A-SC Pacific Scene Financial, LLC July 16, 1998 LOG OF EXPLORATORY TEST PITS TEST PIT NO. TP-1 TP-2 DEPTH <ft.) 0-1/2± 1/2 + -21/2 GROUP SYMBOL SM SAMPLE DEPTH (ft) MOISTURE (%) FIELD DRY DENSITY (pcf) 0-1 Vz± 1V2+-3 + SM 2V2 11.8 118.1 DESCRIPTION TOPSOIL: SILTY SAND, light brown, dry, loose; porous, occasional rootlets. TERRACE DEPOSITS(LINDAVISTA FORMATION): SILTY SAND, orange brown, moist, medium dense; moderately friable, occasional relict rootlets to 1'±. Total Depth = 21/2' No seepage Backfilled 7-1 fi-9fl ARTIFICIAL FILL: SILTY SAND, light brown, dry, loose; porous, occasional glass, wood, and plastic fragments, occasional rootlets. TERRACE DEPOSITS: SILTY SAND, orange brown, moist, medium dense; friable, localized coarse grained sandy gravel layer at upper contact, trace relict rootlets to 2'±. Total Depth = 3' No seepage Backfilled 7-1 6-98 PLATE B-1 iiiitififiiir r i firiftfiiiffiiifiti W.O. 2484-A-SC Pacific Scene Financial, LLC July 16, 1998 LOG OF EXPLORATORY TEST PITS TEST PIT NO. TP-3 DEPTH (ft.) 0-1 1-31/2 31/2-4 4-5 GROUP SYMBOL SM SM SAMPLE DEPTH (ft.) MOISTURE (%) FIELD DRY DENSITY (pcf) DESCRIPTION ARTIFICIAL FILL: SILTY SAND, dark brown, moist, loose; occasional trash/debris. TOPSOIL/ALLUVIUM: SILTY SAND, medium to dark brown, moist, loose; occasional charcoal fragments. WEATHERED TERRACE DEPOSITS: SILTY CLAYEY SAND. mottled orange brown to brown gray, very moist with localized free water along upper contact, loose to medium stiff. TERRACE DEPOSITS: SILTY SAND, mottled orange brown to brown, moist, medium dense. Total Depth = 5' Localized seepage at 3Vz Backfilled 7-1 fi-98 PLATE B-2 i i i i i r i i I i I 1 I 9 I I I 1 W.O. 2484-A-SC Pacific Scene Financial, LLC July 16, 1998 LOG OF EXPLORATORY TEST PITS TEST PIT NO. TP-4 DEPTH (ft.) 0-Vfe V2-3± 3±-41/2 GROUP SYMBOL SM/GM SM SAMPLE DEPTH (ft-) 4.0 MOISTURE (*) 8.8 FIELD DRY DENSITY (pel) 112.0 DESCRIPTION TOPSOIL: SILTY SAND WITH GRAVEL, light brown, slightly moist, porous and brittle; occasional rootlets. SLOPEWASH: SILTY SAND, brown, slightly moist, loose; porous, brittle/crumbly, common relict rootlets. TERRACE DEPOSITS: SILTY SAND, orange brown, moist, medium dense; massive. Total Depth =41/2' No seepage Backfilled 7-1 fi-98 PLATE B-3 I 1 I I I I 1 I 1 I 1 I i i r i r r i i i i i i i i i i i i t i i i W.O. 2484-A-SC Pacific Scene Financial, LLC July 16, 1998 LOG OF EXPLORATORY TEST PITS TEST PIT NO. TP-5 DEPTH (ft.) 0-1 1/2 1/2-7± 7±-10± 10±-12± 12±-14 GROUP SYMBOL SM SM SM SAMPLE DEPTH (ft-) MOISTURE (%) FIELD DRY DENSITY (pcf) DESCRIPTION ARTIFICIAL FILL: SILTY SAND, light brown, slightly moist, loose; porous, occasional lumber fragments. ALLUVIUM: SILTY SAND, dark brown, moist, loose. SILTY SAND, orange brown, moist with traces of free water, loose. WEATHERED TERRACE DEPOSITS: CLAYEY SILTY SAND, orange brown with occasional black inclusions, moist, loose to medium dense. TERRACE DEPOSITS: SILTY SAND, brown to orange brown, medium dense. Total Depth = 14' Slight localized seepage at 7-10' Backfiller! 7-1 fi-98 PLATE B-4 r i i i i i i i t i i )E 1 I ) I i i i i i i i i i § i i i i W.O. 2484-A-SC Pacific Scene Financial, LLC July 16, 1998 LOG OF EXPLORATORY TEST PITS TEST PIT NO. TP-6 DEPTH (ft.) 0-1 •+• 1±-6± 6±-10± 10±-13± 13+-15 GROUP SYMBOL SM SM SC SAMPLE DEPTH (ft.) MOISTURE (%) FIELP DRY DENSITY (pcf) DESCRIPTION ARTIFICIAL FILL: SILTY SAND, light brown, dry. loose: porous, occasional common debris and landscaping waste. ALLUVIUM: SILTY SAND, dark brown, moist, loose. SILTY CLAYEY SAND, mottled orange brown and gray with locally common dark brown to black inclusions (sand grains?), moist, loose. WEATHERED TERRACE DEPOSITS: CLAYEY SILTY SAND, orange brown with occasional black inclusions, moist, loose to medium dense. TERRACE DEPOSITS: CLAYEY SILTY SAND, mottled orange brown and gray, moist, medium dense. Total Depth = 15' No seepage Refilled 7-16-98 PLATE B-5 r i i i t i t i i i r r i r r i i i i i i i i i i i i i i i W.O. 2484-A-SC Pacific Scene Financial, LLC July 16, 1998 LOG OF EXPLORATORY TEST PITS TEST PIT NO. TP-7 DEPTH <tt.) 0-1 1-4V2-*- 4n/2±-6± 6±-8 GROUP SYMBOL SM SM SM SAMPLE DEPTH (ft-) MOISTURE (%) FIELD DRY DENSITY (pcf) DESCRIPTION TOPSOIL: SILTY SAND, light brown, dry, loose; porous, occasional rootlets. ALLUVIUM: SILTY SAND, dark brown, moist, loose. SILTY SAND, mottled brown to gray to orange brown, moist, loose. TERRACE DEPOSITS: SILTY CLAYEY SAND, orange brown, moist with traces of free water, medium dense; platy cleavage. Total Depth = 8' Traces of free water at 6-8' Backfilled 7-1 fi-98 PLATE B-6 c E E E E E E C C c E C E E E E E E APPENDIX C EQFAULTDATA ,DATE: Tuesday, August 4, 1998 ************************************* * * * EQFAULT * * * Ver. 2.20 * * (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: PACIFIC SCENE **-« JOB NUMBER: 2484-A-SC JOB NAME: MAGNOLIA GARDENS*>•« «SITE COORDINATES: LATITUDE: 33.1586 N - LONGITUDE: 117.3778 W **SEARCH RADIUS: 100 mi "ATTENUATION RELATION: 10) Joyner & Boore (1982) Horiz. - Random UNCERTAINTY (M^Mean, S=Mean+l-Sigma): M _ SCOND: 0MH> _ COMPUTE PEAK HORIZONTAL ACCELERATION •"•FAULT-DATA FILE USED: CALIFLT.DAT "SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File) : A Plate C-1 Page DETERMINISTIC SITE PARAMETERS ABBREVIATED FAULT NAME ANACAPA BLUE CUT BORREGO MTN. (San Jacinto) CAMP ROCK- EMER.- COPPER MTN CASA LOMA- CLARK (S.Jacin.) CATALINA ESCARPMENT CHINO CLAMSHELL - SAWP I T CORONADO BANK-AGUA BLANCA COYOTE CREEK (San Jacinto) CUCAMONGA ELSINORE ELYSIAN PARK SEISMIC ZONE GLN. HELEN -LYTLE CR-CLREMNT HELENDALE HOMESTEAD VALLEY HOT S-BUCK RDG. (S. Jacinto) JOHNSON VALLEY LA NACION LENWOOD-OLD WOMAN SPRINGS MALIBU COAST DISTANCE mi (km) 97 (156) 83 (133) 69 (111) 97 (156) 48 ( 78) 33 ( 53) 45 ( 73) 79 (127) 19 ( 31) 53 ( 86) 70 (113) 26 ( 41) 74 (119) 51 ( 82) 85 (136) 96 (154) 52 ( 83) 88 (142) 26 ( 42) 92 (147) 91 (146) MAX. C MAX. CRED. MAG. 7.00 7.00 6.50 7.00 7.00 7.00 7.00 6.60 7.50 7.00 6.90 7.50 7.10 7.00 7.30 7.50 7.00 7.50 6.50 7.30 6.90 :REDIBLE PEAK SITE ACC. g 0.011 0.015 0.016 0.011 0.036 0.061 0.040 0.013 0.152 0.031 0.019 0.109 0.019 0.033 0.017 0.015 0.033 0.017 0.064 0.014 0.012 ] EVENT SITE INTENS MM III IV IV III V VI V III VIII V IV VII IV V IV IV V IV VI IV III MAX. I MAX. PROB. MAG. 5.70 6.00 6.20 5.80 7.00 6.10 5.40 4.90 6.70 6.10 6.10 6.60 5.80 6.70 5.50 4.80 6.10 5.20 4.20 5.50 5.60 3ROBABLE PEAK SITE ACC. g 0.006 0.009 0.013 0.006 0.036 0.038 0.017 0.005 0.099 0.019 0.012 0.068 0.010 0.028 0.006 0.004 0.020 0.005 0.019 0.006 0.0061 ] EVENT SITE INTENS MM II III III II V V IV II VII IV III VI III-'* V II I IV II IV II II. Plate I' T. NEWPORT - INGLEWOOD ( NORTH ) NEWPORT - INGLEWOOD- OFFSHORE NORTH FRONTAL FAULT ZONE NORTHRIDGE HILLS 64 (104) 6 { 9) 77 (124) 97 (156) 6.70 7.10 7.70 6.50 0.020 0.372 0.025 0.009 IV IX V III 4 .20 5.90 6.00 5.50 0 .005 0.197 0.010 0.005 II VIII III IIT DETERMINISTIC SITE PARAMETERS •rage ]ABBREVIATED FAULT NAME •f .[OAK RIDGE (Eastern Blind) «yPALOS VERDES HILLS ^PINTO MOUNTAIN - MORONGO }RAYMOND _ ROSE CANYON JsAN ANDREAS (Coachella V.) _SAN ANDREAS (Mojave) JsAN ANDREAS (S. Bern.Mtn.) *7SAN CLEMENTS - SAN ISIDRO SAND HILLS JSAN DIEGO TRGH.-BAHIA SOL. SAN GABRIEL JsAN GORGON I O - BANNING '"TSAN JOSE J " ~SANTA MONICA - HOLLYWOOD 1 SANTA MONICA MTNS . THRUST SIERRA MADRE-SAN FERNANDO JsUPERSTITION HLS . (S . Jacin) DISTANCE mi (km) 98 (158) 39 ( 63) 74 (120) 77 (125) 3 { 4) 74 (120) 78 (126) 68 (110) 54 ( 86) 98 (157) 29 ( 46) 82 (132) 61 ( 97) 67 (107) 83 (133) 84 (136) 69 (112) 89 (143) MAX. C MAX. CRED. MAG. 7.00 7.20 7.30 7.50 7.00 8.00 8.00 8.00 8.00 8.00 7.50 7.40 7.50 6.70 7.00 7.20 7.30 7.00 :REDIBLI PEAK SITE ACC. g 0.016 0.054 0.021 0.022 0.482 0.031 0.028 0.036 0.052 0.019 0.095 0.019 0.033 0.019 0.015 0.024 0.024 0.013 : EVENT SITE INTENS MM IV VI IV IV X V V V VI IV VII IV V IV IV V IV III MAX. I MAX. PROB. MAG. 5.50 6.20 5.80 4.90 5.90 6.80 7.40 6.70 6.50 6.60 6.20 5.60 6.60 5.00 5.80 6.30 6.30 6.10 ^ROBABLE PEAK SITE ACC. g 0.007 0.032 0.010 0.006 0.269 0.016 0.021 0.018 0.024 0.009 0.048 0.007 0.021 0.008 0.008 0.015 0.014 0.008 ] EVENT SITE INTENS MM II V III II IX IV IV IV IV III-' VI II IV II II IV IV III (SUPERSTITION MTN. {s. Jacin) ^VERDUGO1 IwHITTIER - NORTH ELSINORE TWILSHIRE ARCH 84 '(135) 80 (128) 50 ( 80} 79 (128) 7.00 6.70 7.10 5.70 0.015 0.014 0.036 0.012 IV III V III 6.20 5.20 6.00 5.00 0. 010 0.006 0.020 0.008 III II IV III *************************************************************** Page -END OF SEARCH- 47 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS HE ROSE CANYON FAULT IS CLOSEST TO THE SITE. TT IS ABOUT 2.5 MILES AWAY. ""ARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.482 g LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.269 g Plate C-4 *JDATE: Tuesday, August 4, 1998 ************************************* * * * EQFAULT * * * * Ver. 2.20 * * * * * ************************************* (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: PACIFIC SCENE JOB NUMBER: 2484-A-SC NAME: MAGNOLIA GARDENS —SITE COORDINATES: LATITUDE: 33.1586 N ~" LONGITUDE: 117.3778 W ""SEARCH RADIUS: 100 mi ATTENUATION RELATION: 2) Campbell & Bozorgnia (1994) Horiz . - Soft Rockto* UNCERTAINTY (M=Mean, S=Mean+l-Sigma) : M rf« ^. SCOND : 0 COMPUTE PEAK HORIZONTAL ACCELERATION ""FAULT -DATA FILE USED: CALIFLT.DAT '"SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File) : A Plate C-5 Page 1 DETERMINISTIC SITE PARAMETERS • ABBREVIATED FAULT NAME [ ANACAPA BLUE CUT BORREGO MTN. (San Jacinto) P SCAMP ROCK-EMER. -COPPER MTN •CASA LOMA-CLARK (S.Jacin.)__ "CATALINA ESCARPMENT "CHINO CLAMSHELL-SAWPIT CORONADO BANK-AGUA BLANCA -COYOTE CREEK {San Jacinto) -CUCAMONGA fELSINORE I - - - - - - - ELYSIAN PARK SEISMIC ZONE GLN. HELEN- LYTLE CR-CLREMNT HELENDALE .HOMESTEAD VALLEY 'HOT S-BUCK ROC. {S. Jacinto) JOHNSON VALLEY LA NACIONi LENWOOD-OLD WOMAN SPRINGS LMALIBU COAST DISTANCE mi (km) 97 (156) 83 (133) 69 (111) 97 (156) 48 ( 78) 33 ( 53) 45 ( 73) 79 (127) 19 ( 31) 53 ( 86) 70 (113) 26 ( 41) 74 (119) 51 ( 82) 85 (136) 96 (154) 52 ( 83) 88 (142) 26 { 42) 92 (147) 91 (146) MAX. C MAX. CRED. MAG. 7.00 7.00 6.50 7.00 7.00 7.00 7.00 6.60 7.50 7.00 6.90 7.50 7.10 7.00 7.30 7.50 7.00 7.50 6.50 7.30 6.90 :REDIBLI PEAK SITE ACC. g 0.012 0.017 0.014 0.013 0.037 0.064 0.040 0.012 0.190 0.032 0.018 0.135 0.020 0.035 0.021 0.021 0.034 0.024 0.064 0.019 0.012 ] EVENT SITE INTENS MM III IV IV III V VI V III VIII V IV VIII IV V IV IV V IV VI IV III MAX. I MAX. PROB. MAG. 5.70 6.00 6.20 5.80 7.00 6.10 5.40 4.90 6.70 6.10 6.10 6.60 5.80 6.70 5.50 4.80 6.10 5.20 4.20 5.50 5.60 3ROBABLE PEAK SITE ACC. g 0.004 0.007 0.011 0.005 0.037 0.029 0.011 0.003 0.105 0.014 0.010 0.065 0.007 0.026 0.004 0.002 0.015 0.003 0.010 0.004 0.004 : EVENT SITE INTENS MM I II III I V V III I VII IV III VI II, V I - IV I III I I Plate C-6 T T NEWPORT- INGLEWOOD (NORTH) NEWPORT - INGLEWOOD- OFFSHORE NORTH FRONTAL FAULT ZONE NORTHRIDGE HILLS 64 (104) 6 ( 9) 77 (124) 97 (156) 6.70 7.10 7.70 6.50 0.019 0.432 0.035 0.008 IV X V III 4.20 5.90 6.00 5.50 0 . 002 0.241 0.008 0.004 - IX II I DETERMINISTIC SITE PARAMETERS Tage ] Ml J 1J ] *m *" m J m mm •M mm M •** ton » ABBREVIATED FAULT NAME -_ OAK RIDGE (Eastern Blind) PALOS VERDES HILLS PINTO MOUNTAIN - MORONGO RAYMOND ROSE CANYON SAN ANDREAS (Coachella V.) SAN ANDREAS (Mojave) SAN ANDREAS (S. Bern.Mtn.) SAN CLEMENTE - SAN ISIDRO SAND HILLS SAN DIEGO TRGH.-BAHIA SOL. SAN GABRIEL SAN GORGONIO - BANNING SAN JOSE SANTA MONICA - HOLLYWOOD SANTA MONICA MTNS . THRUST SIERRA MADRE-SAN FERNANDO SUPERSTITION HLS . (S.Jacin) DISTANCE mi (km) 98 (158) 39 ( 63) 74 (120) 77 (125) 3 ( 4) 74 (120) 78 (126) 68 (110) 54 ( 86) 98 (157) 29 { 46) 82 (132) 61 ( 97) 67 (107) 83 (133) 84 (136) 69 (112) 89 (143) MAX. C MAX. CRED. MAG. 7.00 7.20 7.30 7.50 7.00 8.00 8.00 8.00 8.00 8.00 7.50 7.40 7.50 6.70 7.00 7.20 7.30 7.00 :REDIBLI PEAK SITE ACC. g 0.018 0.060 0.026 0.025 0.554 0.048 0.044 0.054 0.076 0.032 0.117 0.024 0.037 0.018 0.015 0.026 0.026 0.015 : EVENT SITE INTENS MM IV VI V V X VI VI VI VII V VII V V IV IV V V IV MAX. I MAX. PROB. MAG. 5.50 6.20 5.80 4.90 5.90 6.80 7.40 6.70 6.50 6.60 6.20 5.60 6.60 5.00 5.80 6.30 6.30 6.10 3ROBABLE PEAK SITE ACC. g 0.005 0.025 0.007 0.003 0.393 0.017 0.026 0.017 0 .021 0.009 0.039 0,005 0.018 0.004 0.006 0.013 0.012 0 .007 Plate C : EVENT SITE INTENS MM II V II I X IV V IV IV III1' V II IV I II III III II wf" I ^SUPERSTITION MTN. (S.Jacin) IVERDUGO WHITTIER - NORTH ELSINORE TwiLSHIRE ARCH 84 (135) 80 {128} 50 ( 80) 79 (128) 7.00 6 .70 7.10 5.70 0.017 0.013 0.039 0.009 IV III V III 6.20 5.20 6 .00 5.00 0.008 0.004 0.015 0.005 III I IV II ******************************************************************** -END OF SEARCH- 47 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUSMM .JHE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 2.5 MILES AWAY. nm ARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.554 g LARGEST MAXIMUM-PROBABLE SITS ACCELERATION: 0.393 gI** •-* Plate C-8 i r e i i r i r I I I J I } I 1 I I I I I 1 I 1 I COMPARISON OF MAXIMUM EARTHQUAKES MAXIMUM CREDIBLE EARTHQUAKES MAXIMUM PROBABLE EARTHQUAKES o o: UJ UJo oN O S CL 0.1 0.01 0.001 1 1 1 Mi 1 1 1 1 Xx 0. 1 1 10 100 DISTANCE (mi) 1 000 O UJ Ld O ^ 0.1 o N 01 O X 0.01 D_ 0.001 X*XX 0.1 10 100 DISTANCE (mi) 1 000 0)r*n> O to JOB NO.: 2484-A-SC LATITUDE: 33.1586 N - LONGITUDE: 117.3778 W 100 SAN FRANCISCO SITE LOCATION (+): Latitude - 33.1586 N Longitude - 117.3778 W MAGNOLIA GARDENS CALFORNIA FAULT Plate C-10 E C E E E APPENDIX D *• LABORATORY TEST RESULTS E E E E E E E E E E E E 3000 2S0Q 2030 1500 1900 533 ^ X/^JjS.s \ ^ 1 < 1 X^ ^ * //^ \/y- XX* ^ 3 500 1000 1500 2000 2500 3003 NORMAL STRESS CPSF) ation: TP-4 Depth (ft): 4 Legend: Resu 1 ts : • Primary Cohesion Cpsf): 4S4 Test Method: Und i sturbed R i n9 Sample Innundated Prior To Testing Res i duaI Friction Angle: 29 Cohesion (psf): 398 Friction Angle: 29 GaoSo i Is, Inc. DIRECT SHEAR TEST RESULTS PACIFIC SCENE July 1798 U.O.: 2484-SC Plata: D-1 M. J. Schiff & Associates, Inc. Consulting Corrosion Engineers - Since 1959 1291 N. Indian Hill Boulevard Claremont, CA 91711-3897 Phone 909.626.0967 Table 1 - Laboratory Tests on Soil Samples GeoSoils, Inc. Your H2484-A-SC, MJS&A #98311 22-Jul-98 Sample ID Soil Type Resistivity as-received saturated pH Electrical Conductivity Chemical Analyses Cations calcium Ca"+ magnesium Mg + sodium Na + Anions carbonate CO3 2" bicarbonate HCO3'~ chloride Cl1" sulfate SO42" Other Tests sulfide S2" Redox ammonium NH4 + nitrate NO3'" Units ohm-cm ohm-cm mS/cm mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg mg/kg qual mv mg/kg mg/kg TP-2 @2.5'-3.5' clayey sand 4,200 2,700 6.8 0.06 ND 10 ND ND ND ND ND na na na na TP-5 @ 3' - 6' silty sand 34,000 15,500 6.5 0.07 28 12 ND ND ND 14 30 na na na na Electrical conductivity in millisiemens/cm and chemical analysis were made on a 1:5 soil-to-water extract. mg/kg = milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed Pasie 1 of I Plate D-2