SOUTHERN CALIFORNIA EDISON

SOUTHERN CALIFORNIA EDISON Geotechnical Investigation Triton 115/12 KV Substation City of Temecula Riverside County, California September 26, 2008 TDBU Civil/Geotechnical Engineering Group

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California September 26, 2008 Jerry Silva Project Manager T & D Business Unit Project Licensing Southern California Edison Subject: GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California Civil and Geotechnical Engineering Group TDBU has prepared this report to present the findings of the geotechnical investigation performed for the proposed Fogarty Substation to be located east of Terra Cotta Road, Between Hoff Avenue and King Highway Lake Elsinore, California. The subject substation site can be developed from a geotechnical standpoint to support the proposed structures, provided the findings, conclusions, and recommendations presented in this report are incorporated in the preparation of the final grading plan, foundation design, and construction of the project. The recommendations contained herein are contingent upon adequate monitoring of the geotechnical aspects of the construction. If you should have any questions, please feel free to contact the undersigned. Esam Abraham, PE Civil Engineering Group T&D Business Unit 2131 Walnut Grove Ave. Rosemead, CA 91770 Cell : (626) 695-1097 i

TABLE OF CONTENTS 1.0 INTRODUCTION... 1 2.0 PROJECT DESCRIPTION... 1 2.1 SITE LOCATION DESCRIPTION... 1 2.2 PROPOSED DEVELOPMENT... 1 3.0 FIELD EXPLORATION & LABORATORY TESTING... 1 3.1 FIELD EXPLORATION... 1 3.2 GEOTECHNICAL LABORATORY TESTING... 2 3.3 ENVIRONMENTAL TESTING... 2 3.4 PERCOLATION TESTING... 3 3.5 ELECTRICAL RESISTIVITY TESTING... 3 4.0 GEOLOGIC SETTING... 3 5.0 SITE CONDITIONS... 3 5.1 GENERAL... 3 5.2 SUBSURFACE CONDITIONS... 4 5.3 GROUNDWATER... 4 5.4 FLOODING... 4 5.5 GEOTECHNICAL LABORATORY TESTING RESULTS... 4 6.0 FAULTING... 5 6.1 SEISMIC COEFFICIENTS... 6 6.2 SECONDARY EFFECTS OF SEISMIC ACTIVITY... 7 7.0 EARTHWORK/SITE GRADING RECOMMENDATIONS... 8 7.1 GENERAL... 8 7.2 OVER-EXCAVATION/REMOVAL FOR PROPOSED SUBSTATION STRUCTURES... 8 7.3 OVER-EXCAVATION/REMOVAL FOR PAVEMENT AREAS... 8 7.4 STRUCTURAL FILL... 9 7.5 SHRINKAGE AND SUBSIDENCE... 10 7.6 EXCAVATIONS AND TEMPORARY SLOPES... 10 7.7 SITE DRAINAGE... 10 8.0 DESIGN AND CONSTRUCTION RECOMMENDATIONS... 11 8.1 GENERAL EVALUATION... 11 8.2 FOUNDATION TYPES AND BEARING PRESSURES... 11 8.3 DRILLED CAST-IN-PLACE FRICTION PILES... 12 8.4 LATERAL EARTH PRESSURES AND RESISTANCE TO LATERAL LOADS... 12 8.5 SLABS-ON-GRADE... 12 8.6 SOIL CORROSIVITY EVALUATION... 13 ii

8.7 ASPHALT CONCRETE PAVEMENT... 13 8.8 SETTLEMENT... 14 9.0 CLOSURE... 15 10.0 REFERENCES... 16 APPENDICES Appendix A...Field Exploration Appendix B....Laboratory Testing Program Appendix C....Soil Environmental Testing Results Appendix D. Percolation Testing Results Appendix E..... Soil Resistivity Study Appendix F....... Bipile Data iii

ABBREVIATIONS ACI American Concrete Institute ADSC An International Association of Foundation Drilling Contractors ASTM American Standard Testing and Measurement CBC California Building Code EI Expansion Index MSL Mean Sea Level Mw Maximum Moment Magnitude SCE Southern California Edison SE Sand Equivalent SPT Standard Penetration Test pcf Pounds per cubic foot ksf Kips per square foot iv

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California 1.0 INTRODUCTION This report presents the findings of the geotechnical investigation performed for the proposed Triton 115/12 kv Substation to be located southeast of the intersection of Calle Medusa and Nicholas Road, in the city of Temecula, California. For the site location, see Figure 1. Site Location Map. The purposes of this investigation were to determine the nature and engineering properties of the subsurface soils; and to provide preliminary recommendations regarding general site-grading, and foundation design and construction. The site plan is included in this report as Figure 2. Approximate Boring Location Map. No site grading plan was available at the time this report was prepared. The site earthwork and design recommendations provided in this report should be considered preliminary. The final grading plan should be reviewed for compliance with the design recommendations. 2.0 PROJECT DESCRIPTION 2.1 Site Location Description The site is bounded by Nicholas Road to the north, vacant land to the east, residential homes to the south, and Calle Medusa in the west. The site is currently covered by low level grasses and wild flowers. The site is relatively flat with slight gradient to the west. Drainage is by sheet flow to the west. 2.2 Proposed Development The major structures of the substation will consist of 115 KV and 12 KV switchracks and 115/12KV transformer bank, in addition to circuit breakers, capacitor banks, and a mechanical and electrical equipment room (MEER). The units will be supported on shallow or mat foundations, and drilled shafts. 3.0 FIELD EXPLORATION & LABORATORY TESTING The scope of the field investigation and the laboratory testing included a review of existing information, site reconnaissance, subsurface exploration for geotechnical and environmental soil sampling, percolation testing, and electrical resistivity testing. 3.1 Field Exploration A total of five soil borings were drilled on July 22, 2008. These borings were completed under the supervision of a Southern California Edison engineer. The approximate soil boring locations are shown in Figure 2. Approximate Boring Location Map. The borings (B1 to B5) were drilled within the project site using a truck mounted drill rig 1

Site Location SITE LOCATION MAP Project Name: Triton 115/12 KV Substation Source: USGS, Quadrangle Location: City of Temecula, California Figure No. TDBU Civil/Geotechnical Engineering Group 1

APPROXIMATE BORING LOCATION MAP Project Name: Triton 115/12 KV Substation Source: SCE drawing Location: City of Temecula, California TDBU Civil/Geotechnical Engineering Group Figure No. 2

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California equipped with 8-inch diameter hollow-stem augers for soil sampling. The boring depths ranged from 26.5 to 51.5 feet below the existing ground surface (bgs). Relatively undisturbed thin-walled ring and bulk samples of representative subsurface materials were obtained from the borings for laboratory testing. Standard Penetration Tests (SPTs) were performed starting at 7 feet bgs using a standard split-barrel sampler (1.4 inches inside diameter and 2.0 inches outside diameter). For a description of the field exploration and sampling program, see Appendix A, Field Exploration. 3.2 Geotechnical Laboratory Testing Representative samples of the site soils were tested in the laboratory to aid in the soil classification and to evaluate relevant engineering properties of the site soils. These tests included: In situ moisture contents and dry densities (ASTM Standard D2216) Collapse (ASTM Standard D5333) Expansion Index (ASTM Standard D4829) Soil corrosivity tests (Caltrans 643, 422, 417, and 532) Percent passing the #200 sieve (ASTM Standard D1140) Grain size distribution (ASTM Standard D422) Maximum dry density and optimum-moisture content relationship (ASTM Standard D1557) Direct shear (ASTM Standard D3080) Consolidation (ASTM Standard D2435) For in situ moisture content, see the Logs of Borings in Appendix A, Field Exploration. For a description of the laboratory test methods and test results, see Appendix B, Laboratory Testing Program. 3.3 Environmental Testing On July 22, 2008, representative samples were collected for environmental testing concurrently during the geotechnical site exploration. Soil samples were collected in 8 oz jars, labeled and placed on ice in an ice chest for transportation to American Scientific Laboratories, LLC with the chain of custody. Soil samples were collected at 1.0, 3.0, 5.0, and 10.0 feet bgs from each boring. Samples were transported to American Scientific Laboratories, LLC on July 22, 2008. The test results, including chain-of-custody documentation, are included Appendix C, Soil Environmental Testing Results. 2

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California 3.4 Percolation Testing Percolation tests were conducted in two borings, B1 and B5. The borings were originally drilled to 51.5 and 36.5 feet bgs during our field exploration. The borings were then backfilled to the depth of 11.0 and 8.0 feet bgs, respectively, for percolation testing. Plastic perforated pipes, 2-inch diameter were inserted into the borings. The borings were presoaked on July 29, 2008 and percolation testing was performed on July 30, 2008. For discussion of test procedures and test results, see Appendix D, Percolation Testing Results. 3.5 Electrical Resistivity Testing Electrical resistivity testing was performed by Ocampo-Esta Corporation on August 13, 2008. Ocampo-Esta followed the Grounding Soil Test Requirements as indicated in SCE Engineering Standards under the Electrical Design Station Layout EDSL 33-90-00. The Electrical Resistivity of soils was measured from depth 1 Feet and followed the suggested pin incremental to approximate depth of 150 feet. The soil electrical resistivity test was conducted using the Wenner (Four Point) method. Additional soil corrosivity tests were performed on a selected sample from soil borings by M.J. Schiff & Associates. The results and evaluation of soil field resistivity and laboratory corrosivity testing is presented in a separate report prepared by M. J. Schiff & Associates included in Appendix E, Soil Resistivity Study. 4.0 GEOLOGIC SETTING The project area lies along the southwestern edge of the Perris Block, a northwest-trending structural block that lies between the Elsinore fault zone on the southwest and the San Jacinto fault zone on the northwest. The site is situated within the Peninsular Ranges Geomorphic Province of Southern California, which is an area that extends from the San Gabriel Mountains southeasterly into Baja California. This geomorphic province is characterized by northwesterly trending mountain ranges, bounded by systems of northwesterly trending faults and alluvial-filled basins. Mesozoic metamorphic and plutonic rocks and Cenozoic sedimentary and volcanic rock formations form hills of low to moderate relief. The subject site is located in the Temecula Valley and is underlain by recent alluvium along the Murrieta Creek flood plain. Late Pleistocene Pauba Formation is present beneath and to the southwest of the site and forms the rounded foothills along the higher Santa Rosa Mountains to the southwest. 5.0 SITE CONDITIONS 5.1 General This section contains a general description of the subsurface conditions and various materials encountered at the site during the field exploration and a discussion of site- 3

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California specific geology. 5.2 Subsurface Conditions The subsurface conditions encountered at the site are discussed below. For additional information on the subsurface conditions, see Appendix A, Field Exploration. Based on the field observations and site exploration data, the site for the proposed substation is underlain by alluvial deposits consisting of mainly sandy silt, silty sand, sand and sandy clay, to the maximum depth explored of 51.5 feet bgs. 5.3 Groundwater Groundwater was not encountered in any of the borings drilled to the maximum depth of 51.5 feet bgs. Based on information obtained from the Spring 2008 Cooperative Well Measuring Program Report, produced by Western Municipal Water District, the depth to the groundwater in a well located about ¼ mile south of site (Rancho California Water District Well) was 209 feet bgs. Therefore, groundwater does not need to be considered for design and construction. It should be noted that the groundwater level could vary depending upon the seasonal precipitation, agriculture irrigation and possible groundwater pumping activity in the site vicinity. 5.4 Flooding Based on the review of National Flood Insurance Rate Maps, the site is located within Flood Zones X, Areas determined to be outside of 0.2 % annual chance of floodplain. 5.5 Geotechnical Laboratory Testing Results Laboratory testing was performed to determine the physical characteristics and engineering properties of the subsurface soils. Results of in situ moisture and dry density tests are presented on the Logs of Borings in Appendix A, Field Exploration, and remaining test results are presented in Appendix B, Laboratory Testing Program. Discussion on the various test results is presented below: In situ Moisture and Dry Density In situ dry density at the upper 5 feet ranged from 91 to 122 pcf with corresponding moisture content of 9 and 11 percent, respectively. Collapse Potential The collapse potential of 6 relatively undisturbed samples was tested under a vertical stress of 2.0 ksf in accordance with the ASTM Standard D5333 test method. The test results including collapse potential calculated from two consolidation tests indicated 3.6 % of collapse to 0.7 % of swell, which corresponds between Moderate and None collapse potential 4

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California based on the ASTM Standard D5333. One out of six collapse tests indicated Moderate collapse potential. This test is considered representative of site conditions; therefore, collapse mitigation is not considered necessary. Expansion Index Representative samples from the upper 10 feet of the site soils were tested to evaluate Expansion Index (EI) in accordance with the ASTM Standard D4829. The values of the measured EI within the upper 5 feet of site soils were 10 and 21. These values of EI indicate that the site soils have Very Low to Low expansion potential. The value of measured EI within 5 to 10 feet deep indicated EI of 60 which indicate Medium expansion potential. Soil Corrosivity Two representative samples of the site soils were tested to determine soil corrosivity with respect to common construction materials such as concrete and steel. Evaluation of soil corrosivity is presented in Section 8.6, Soil Corrosivity Evaluation. Percent Passing Sieve #200 The results of seven tests (including results obtained from gradation analysis tests) indicate the soils tested are primarily silty sand (SM), sandy silt (ML), and sandy clay (CL). Gradation Analysis Results of three tests indicated the soils tested are silty sand (SM), sand with silt (SP/SM), and sandy silt (ML). Maximum Dry Density and Optimum Moisture Content A typical moisturedensity relationship of the representative surfacial soils is 133.5 pcf maximum dry density and 7.0% optimum moisture. Direct Shear Seven direct shear tests were performed on representative samples. Tests were performed on relatively undisturbed samples in soaked moisture conditions. Direct shear tests were performed on three ring samples collected at the same depth with a range of normal loads. Results of direct shear tests indicate the soil tested has moderate shear strength. Consolidation Tests Two consolidation tests were performed on relatively undisturbed soil samples in order to evaluate the settlement characteristics of onsite soils under loads and also to evaluate susceptibility to moisture variations upon inundation/saturation under load. The test results indicate the soil tested has moderate compressive potential and moderate moisture sensitivity. 6.0 FAULTING Based on the available geologic data, the site is not in the Alquist-Priolo Earthquake Fault Zone. The potential for surface rupture at the site due to fault plane displacement propagating to the ground surface during the design life of the project is considered low. The nearest known active fault is the Elsinore Fault, Temecula segment, which is 5

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California located approximately about 6.9 kilometers from the site. An active fault is defined as one that has had surface displacement within Holocene time (about the last 11,000 years). Table No. 1 presents a few major active faults near to the site. Although the site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern California and the effects of ground shaking on the structures can be mitigated by proper engineering design and construction in conformance with 2007 CBC, current building codes and engineering practices. Table No. 1, Summary of Regional Faults Fault Name and Section Approximate Source Maximum Slip Rate Distance Type Magnitude (mm/yr) (kilometers) (A, B, C) (M w ) Elsinore-Temecula 6.9 A 6.8 5 Elsinore-Julian 20.6 A 7.1 5 Elsinore-Glen Ivy 24.4 A 6.8 5 6.1 Seismic Coefficients The project site is situated in a seismically active region. As is the case for most areas of Southern California, ground shaking may occur resulting from earthquakes associated with nearby and distant faults. During the life of the project, seismic activity associated with active faults in the area may generate moderate to strong ground shaking at the site. The seismic site coefficients are determined in accordance with the 2007 California Building Code and ASCE 7-05 Standard (ASCE, 2005) using the United States Geological Survey (USGS, 2007) Earthquake Motion Parameters, Version 5.0.8, program. The site location used was Latitude 33.5428 N and Longitude 117.1146 W with a Site Class D. The seismic site coefficients under the new code are presented in the following table: Table 1613.5.2 Site Class Definitions C Maximum Considered Earthquake (MCE) Ground Motion Figure 1613.5 0.2 second Sort Period Spectral Response, Ss 1.500 g Figure 1613.5 1 second Spectral Response, S1 0.600 g Table 1613.5.3(1) Site Coefficient, Fa 1.00 Table 1613.5.3(2) Site Coefficient, Fv 1.50 Design Earthquake Ground Motion Short Period Spectral Response, SDS 1.000 g 1 second Spectral Response, SD1 0.600 g 6

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California 6.2 Secondary Effects of Seismic Activity Secondary effects of seismic activity include surface fault rupture, soil liquefaction, differential settlement and ground lurching, lateral spreading, landslides, earthquakeinduced flooding, and seiches. Site-specific potential for each of these seismic hazards is discussed in the following sections. Surface Fault Rupture: The site is not located within a currently designated State of California Earthquake Fault Zone. Based on review of existing geologic information, no known active fault zone crosses the site. The potential for surface rupture resulting from the movement of the nearby major faults is unknown with certainty but is considered low. Liquefaction: Liquefaction is defined as the phenomenon in which a soil mass due to the development of excess pore pressures, soil mass suffers a substantial reduction in its shear strength. During earthquakes, excess pore pressures may develop in saturated soil deposits as a result of induced cyclic shear stresses, resulting in liquefaction. Soil liquefaction occurs in submerged granular soils during or after strong ground shaking. Due to the absence of shallow groundwater, the project site is not considered susceptible to liquefaction. Differential Settlement and Ground Lurching: The potential of significant differential settlement at the site during earthquakes is considered to be low. The potential for ground lurching during earthquakes cannot be quantified; however, the potential for the ground lurching is considered to be minimal, and should not be an issue for the project. Lateral Spreading: Seismically induced lateral spreading involves lateral movement of earth materials due to ground shaking. It differs from a slope failure in that ground failure involving a large movement does not occur due to the flatter slope of the initial ground surface. Lateral spreading is characterized by near-vertical cracks with predominantly horizontal movement of the soil mass involved over the liquefied soils towards and open face. The potential for lateral spreading at subject site is considered low. Landslides: Seismically induced landslides and other slope failures are common occurrences during or soon after earthquakes. The site topography is relatively level and the absence of nearby slopes precludes any slope stability hazards. The potential for seismically induced landslides is considered low. Earthquake-Induced Flooding: This is flooding caused by failure of dams or other waterretaining structures as a result of earthquakes. The potential of earthquake-induced flooding of the subject site is considered to be low. Seiches: Seiches are large waves generated in enclosed bodies of water in response to ground shaking. Based on the site location, seiches do not pose a hazard. 7

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California 7.0 EARTHWORK/SITE GRADING RECOMMENDATIONS 7.1 General This section contains the general recommendations regarding earthwork and site grading for the proposed development. These recommendations are based on the results of the field exploration, laboratory testing, and data evaluation as presented in the preceding sections. These recommendations may need to be modified based on observation of the actual field conditions during grading. Prior to the start of any earthwork, the site should be cleared of all vegetation and debris. The materials resulting from the clearing and grubbing operations should be removed from the site. The final bottom surfaces of all excavations should be observed and approved by the project engineer prior to placing any fill and/or structures. Based on observations, removal of localized areas deeper than those documented may be required during grading. Some variations in the depth and lateral extent of over-excavation recommended in this report should be anticipated. 7.2 Over-excavation/Removal for Proposed Substation Structures As a minimum, the upper 12 inches of surficial soils of the whole site should be excavated, moisture-conditioned, and replaced as compacted fill to at least 90 percent of the maximum dry density to produce a firm and unyielding surface. Continuous or isolated footings should be placed on at least two feet of compacted fill. Over-excavation should provide as a minimum of two feet of structural fill below the bottom of mat foundations and slab-on-grade. Over-excavations should extend at least three feet outside foundation footprints. The bottom of the excavation should be scarified an additional six inches and compacted to at least 95 percent of the maximum dry density in accordance with ASTM D1557. The foundation excavations should be backfilled with approved granular materials which should be placed in eight inch lifts or less and compacted to at least 95 percent of the laboratory maximum dry density in accordance with ASTM D1557. 7.3 Over-Excavation/Removal for Pavement Areas In areas receiving asphalt concrete or Portland cement concrete paving, including 8

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California driveways, street areas, sidewalks, curbs and gutters and other flatwork, the upper two feet of native surficial soils should be excavated. Such over-excavation should extend at least two feet beyond the pavement edges. The pavement sections should be placed on at least one foot of non expansive fill, moisture conditioned if necessary, and recompacted to at least 95 percent of the laboratory maximum dry density. 7.4 Structural Fill The approved bottom of the excavations should be scarified to a depth of at least six inches. The scarified soils should be moisture conditioned to within three percent of optimum moisture content for granular soils and above optimum for fine-grained soils and compacted to at least 90 percent of the laboratory maximum dry density if not specified elsewhere in this report to produce a firm and unyielding surface. All structural fill should be placed on competent, scarified and compacted native materials as determined by the project engineer and in accordance with the specifications presented in this section. Excavated site soils, free of deleterious materials and rock particles larger than three inches in the largest dimension, should be suitable for placement as compacted fill except where non-expansive soils are specified. The import fill should be non-expansive (expansion potential less than 30). The imported materials should contain sufficient fines (binder material) so as to be relatively impermeable and result in a stable subgrade when compacted. Any import fill should be tested and approved by the project engineer. Prior to compaction, fill materials should be thoroughly mixed and moisture conditioned where necessary, to within three percent of optimum moisture content for sandy soils and above optimum for fine-grained soils. All fill, if not specified otherwise elsewhere in this report, should be compacted to at least 90 percent of the laboratory maximum dry density in accordance with the ASTM Standard D1557 test method. The upper two feet of fill under structure foundations and at least three feet outside of foundation perimeter should be compacted to at least 95 percent of the laboratory maximum dry density. The upper two feet of fill under perimeter wall footings and at least two feet outside of footings should be compacted to at least 95 percent of the laboratory maximum dry density. All other fill should be compacted to at least 90 percent of the laboratory maximum dry density in accordance with the ASTM Standard D1557 test method. At the time of the field investigation, in-situ moisture content of the upper five feet of native soils ranged from 4% to 12%. The optimum moisture content was 7%. Therefore, some moisture conditioning/drying may be necessary prior to the material being placed as compacted fill. The amount of processing required for proper moisture conditioning 9

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California at the site will depend on the seasonal variations in the in-situ moisture conditions, the depth of cut, the equipment, and the processing method. 7.5 Shrinkage and Subsidence The shrinkage and/or bulkage would depend on, among other factors, the depth of cut and/or fill, and the grading method and equipment utilized. For preliminary estimation, shrinkage factors for various units of earth material at the site may be taken as presented below: In computing fill quantities, the approximate shrinkage factor for the upper five feet of alluvial soils is estimated to range from 10% to 20% with an average of 15% when excavating and compacting the soils to 90% as recommended. That is, it will require about 1.15 cubic yards of excavation to make 1 cubic yard of compacted fill. Subsidence would depend on the construction methods including type of equipment utilized. For estimation purposes, ground subsidence may be taken as 0.20 feet. Although these values are only approximate, they represent our best estimates of the factors to be used to calculate volume loss that may occur during grading. If more accurate shrinkage and subsidence factors are needed, it is recommended that field-testing using the actual equipment and grading techniques be conducted. 7.6 Excavations and Temporary Slopes Where excavations are deeper than about 4 feet, the sides of the excavations should be sloped back at 2:1 (horizontal to vertical) or shored for safety. Unshored excavations should not extend below a plane drawn at 1½:1 (horizontal to vertical) extending downward from adjacent existing footings. All applicable safety requirements and regulations, including OSHA regulations, should be met. 7.7 Site Drainage Adequate positive drainage should be provided away from graded areas to prevent ponding and to reduce percolation of water into the foundation soils. Structural pads should have a drainage gradient of at least two percent towards drainage facilities. A desirable drainage gradient is one percent for paved areas. Surface drainage should be directed to suitable non-erosive devices. Any slope should be planted as soon as possible after construction. 10

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California 8.0 DESIGN AND CONSTRUCTION RECOMMENDATIONS 8.1 General Evaluation The various design recommendations provided in this section are based on the assumption that the earthwork and grading recommendations will be implemented in preparing the site. 8.2 Foundation Types and Bearing Pressures The proposed substation structure(s) may be supported by shallow spread footings, mat foundations or drill piers. Design recommendations for various types of foundations are presented below. 8.2.1 Shallow Spread Footing Design Parameters Continuous and isolated shallow spread footings should be at least 18 and 24 inches wide, respectively, and embedded at least 18 inches below lowest adjacent soil grade. Footings should be placed on at least two feet of structural fill below the bottom of the footings, compacted as recommended in the grading section, and extending at least four feet beyond the edge of the footings, can be designed to impose a net dead-pluslive load pressure of 1200 pounds per square foot. The excavations should be deepened as necessary to extend into satisfactory soils. The allowable net bearing capacity is defined as the maximum allowable net bearing pressure on the ground. It is obtained by dividing the net ultimate bearing capacity by a safety factor. The ultimate bearing capacity is the bearing stress at which ground fails by shear or experiences a limiting amount of settlement at the foundation. The net ultimate bearing capacity is obtained by subtracting the total overburden pressure on a horizontal plane at the foundation level from the ultimate bearing capacity. Geotechnical design parameters for shallow foundation and drilled pier are presented in Appendix F, Bipile Data. The footings should have a minimum reinforcement equal to two #4 bars-one placed near the top and one placed near the bottom. Structural design may require wider footings and/or more reinforcement. The net allowable bearing values indicated above are for the dead loads and frequently applied live loads and are obtained by applying a factor of safety of 3.0 to the net ultimate bearing capacity. If normal code requirements are applied for design, the above vertical bearing value may be increased by 33 percent for short duration loadings, which will include loadings induced by wind or seismic forces. 8.2.2 Mat Foundations For design of mat foundations founded on native soil or compacted fill, the following 11

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California equation may be used to calculate the modulus of subgrade reaction, k: k = 200[(B+1)/2B] 2 k = modulus of subgrade reaction, kips per cubic feet B = foundation width, feet 8.3 Drilled Cast-In-Place Friction Piles 8.3.1 Vertical Capacity Soil density and strength parameters from direct shear tests presented in Appendix B, Laboratory Testing Program, were used. The minimum center-to-center spacing between piles should be no less than three pile diameters. No group efficiency factors are considered necessary. Pile group efficiencies at other pile spacing should be evaluated on a case-by-case basis. Vertical uplift capacities for intermittent loads can be calculated from the friction capacities following the procedures by Poulos and Davis (1980) and Tomlinson (1981), where the allowable vertical uplift capacity can be taken as two-thirds of the downward shaft friction capacity and limited to the available dead weight of a potential group wedge. The allowable uplift capacities obtained using these procedures generally compared favorable with 60 percent of the total downward capacity. Geotechnical design parameters for shallow foundation and drilled pier are presented Appendix F, Bipile Data. 8.3.2 Pile Construction Pile drilling and concrete placement should be performed in accordance the recommendations presented in the Standards and Specifications of ADSC, An International Association of Foundation Drilling Contractors. 8.4 Lateral Earth Pressures and Resistance to Lateral Loads The lateral earth pressures and resistance to lateral loads are estimated by using on-site native soils compacted to an average of 92 percent of the laboratory maximum dry density. Geotechnical design parameters for lateral earth pressures are presented in Appendix F, Bipile Data. 8.5 Slabs-On-Grade The design of the slabs-on-grade will depend on, among other factors, the expansive potential of the pad soils. Based on the soil classification the expansive potential of the pad soils is expected to be variable, ranging from Very Low to Low. 12

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California The slabs-on-grade should be at least four inches thick. Care should be taken to avoid slab curling if slabs are poured in hot weather. Moisture sensitive slabs-on-grade should be protected by 6-mil-thick polyethylene vapor barriers. The barrier should be overlain by two inches of sand to minimize punctures and to aid in the concrete curing. Subgrade for slabs-on-grade should be firm and uniform. All slab subgrade should be moisture-conditioned between optimum and two percent above optimum at subgrade soils prior to the placement of concrete. All loose or disturbed soils including under slab utility trench backfills should be recompacted prior to the placement of clean sand underneath the moisture barrier. 8.6 Soil Corrosivity Evaluation One bulk soil sample obtained from the site was tested. The test includes normal electrical resistivity, ph, soluble sulfates, and chloride content. The results are included in Appendix E, Soil Resistivity Study. The sulfate content of the samples tested was 0.0039 percent by weight, which indicated that site soils are not deleterious to concrete. Type II Portland Cement may be used for the construction of the foundations or slabs. The chloride content was 5.5 mg/kg by weight. The ph value of the site soil was 7.3. The measured value of the electrical resistivity when saturated was 4400 Ohm-cm. These values indicate a mildly corrosive therefore, potential for ferrous metals in contact with these soils is considered low. 8.7 Asphalt Concrete Pavement At or near the completion of grading, subgrade samples should be tested to evaluate the actual subgrade for final pavement design. Prior to placement of aggregate base, at least the upper 6 inches of subgrade soils should be scarified, moisture-conditioned, if necessary, and recompacted to at least 95 percent of the laboratory maximum dry density as defined by ASTM Standard D1557 test method. The base course for asphaltic paving should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the latest edition of the State of California, Department of Transportation, Standard Specifications. Alternatively, the base course could meet the specifications for untreated base as defined in Section 200-2.2 "Crushed Aggregate Base," of the current Standard Specifications for Public Works Construction (SSPWC) and should be placed in accordance with Section 301.2 of the SSPWC. Asphaltic concrete materials should conform to Section 203 of the SSPWC and should be placed in accordance with Section 302.5 of the SSPWC. 13

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California 8.8 Settlement Total settlement of the proposed structures placed on compacted fill, designed as recommended above, from structural load-induced settlements should be 1-inch or less. The differential settlement can be taken as equal to one half of the total settlement over a distance of 50 feet. 14

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California 9.0 CLOSURE This report has been prepared to aid in the evaluation of the site, to prepare site precise grading recommendations, and to assist the civil and structural engineers in the design of the proposed substation structures and associated foundations. Recommendations presented herein, are based upon the assumption that adequate earthwork monitoring will be provided. Excavation bottoms should be observed, any imported fill materials should be tested and approved by the project engineer prior to the delivery to the site. Structural fill and backfill should be placed and compacted during continuous observation and testing. Footing excavations and drilling for drill pier foundations should be observed prior to placement of steel and concrete so that footings are founded on satisfactory materials and excavations are free of loose and disturbed materials. The findings and recommendations of this report were prepared in accordance with the generally accepted professional engineering and engineering geologic principles and practice within our profession in effect at this time in Southern California. 15

GEOTECHNICAL INVESTIGATION REPORT Triton 115/12 kv Substation City of Temecula, Riverside County, California 10.0 REFERENCES CALIFORNIA BUILDING CODES (CBC 2007). BOWLES, J. E., 1982, Foundation Analysis and Design, McGraw-Hill, Inc. FLOOD INSURANCE RATE MAP (FIRM), Riverside County, California, Map No. 06065C2740G, Federal Emergency Management Agency, dated August 28, 2008. SOUTHERN CALIFORNIA EARTHQUAKE CENTER, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California, March 1999. STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (SSPWC, 2006), Joint Committee of the Southern California Chapter, American Public Works Association and Southern California Districts Associated General Contractors of California. USGS, Earthquake Ground Motion Parameters, Computer Program Version 5.0.8, dated November 20, 2007. 16

APPENDIX A FIELD EXPLORATION

1 SOIL CLASSIFICATION CHART MAJOR DIVISIONS GRAVEL AND GRAVELLY SOILS CLEAN GRAVELS (LITTLE OR NO FINES) SYMBOLS GRAPH LETTER GW GP TYPICAL DESCRIPTIONS WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) GM GC SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE CLEAN SANDS (LITTLE OR NO FINES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SW SP SM SC WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES FINE GRAINED SOILS SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 ML CL OL INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 MH CH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS BORING LOG SYMBOLS SAMPLE TYPE STANDARD PENETRATION TEST Split barrel sampler in accordance with ASTM D-1586-84 Standard Test Method DRIVE SAMPLE 2.42" I.D. sampler. DRIVE SAMPLE No recovery BULK SAMPLE GROUNDWATER WHILE DRILLING TEST TYPE (Results shown in Appendix B) CLASSIFICATION Plasticity Grain Size Analysis Passing No. 200 Sieve Sand Equivalent Expansion Index Compaction Curve Hydrometer LABORATORY TESTING ABBREVIATIONS pi ma wa se ei max h STRENGTH Pocket Penetrometer Direct Shear Direct Shear (single point) Unconfined Compression Triaxial Compression Vane Shear Consolidation Collapse Test Resistance (R) Value Chemical Analysis Electrical Resistivity p ds ds* uc tx vs c col r ca er GROUNDWATER AFTER DRILLING UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS Converse Consultants TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. A - 1 Project ID: 08-81-203-01.GPJ; Template: KEY

Log of Boring No. BH - 1 Dates Drilled: 7/22/2008 Logged by: CG Checked By: RJR Equipment: CME/ 8" HSA Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 1161 Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS/ 6" MOISTURE (%) DRY UNIT WT. (pcf) OTHER ALLUVIUM (Qal): SANDY SILT (ML): fine- to coarse-grained sand, roots, trace clay, dark brown. 12/16/12 9 96 4/4/8 9 92 wa 5 6/8/8 9 91 ds 8/12/16 10 104 10 SILTY SAND (SM): fine- to coarse-grained, trace clay, brown. 13/12/14 8 101 wa 15 SANDY SILT (ML): fine-grained sand, brown. 6/8/20 21 103 20 CLAYEY SAND/SANDY CLAY (SC/CL): fine- to coarse-grained sand, brown. 4/3/2 25 SILTY SAND (SM): fine- to medium-grained, brown. 12/15/23 8 97 ds, wa 30 2/2/3 ma Converse Consultants TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. A - 2a Project ID: 08-81-203-01.GPJ; Template: LOG

Log of Boring No. BH - 1 Dates Drilled: 7/22/2008 Logged by: CG Checked By: RJR Equipment: CME/ 8" HSA Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 1161 Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS/ 6" MOISTURE (%) DRY UNIT WT. (pcf) OTHER SILTY SAND (SM): fine- to medium-grained, brown. 4/8/13 9 95 40 SAND WITH SILT (SM): fine- to coarse-grained, gray. 9/14/18 ma 45 CLAY (CL): fine-grained sand, brown. 7/9/24 36 86 ds 50 SILTY SAND (SM): fine- to coarse-grained, brown. 4/12/19 End of boring at 51.5 feet. No groundwater encountered. Hole backfilled loose with soil cuttings and perforated pipe installed for percolation testing on 7/22/08. Converse Consultants TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. A - 2b Project ID: 08-81-203-01.GPJ; Template: LOG

Log of Boring No. BH - 2 Dates Drilled: 7/22/2008 Logged by: CG Checked By: RJR Equipment: CME/ 8" HSA Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 1162 Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS/ 6" MOISTURE (%) DRY UNIT WT. (pcf) OTHER ALLUVIUM (Qal): SILTY SAND (SM): fine- to coarse-grained, trace clay, dark brown. 4/5/5 12 98 ca, er, ei 4/4/8 11 122 5 SANDY SILT (ML): fine- to coarse-grained sand, trace gravel, dark brown. 3/7/9 10 120 c 3/3/4 10 SANDY CLAY (CL): fine- to coarse-grained sand, brown. 5/6/4 15 115 ds 15 SILTY SAND (SM): fine- to coarse-grained, brown. 3/4/4 20 8/7/14 11 118 25 1/3/2 30 SAND (SP): fine- to medium-grained, brown. 8/10/18 9 99 Converse Consultants TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. A - 3a Project ID: 08-81-203-01.GPJ; Template: LOG

Log of Boring No. BH - 2 Dates Drilled: 7/22/2008 Logged by: CG Checked By: RJR Equipment: CME/ 8" HSA Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 1162 Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS/ 6" MOISTURE (%) DRY UNIT WT. (pcf) OTHER SAND (SP): fine- to medium-grained, brown. 10/10/10 End of boring at 36.5 feet. No groundwater encountered. Hole backfilled loose with soil cuttings on 7/22/08. Converse Consultants TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. A - 3b Project ID: 08-81-203-01.GPJ; Template: LOG

Log of Boring No. BH - 3 Dates Drilled: 7/22/2008 Logged by: CG Checked By: RJR Equipment: CME/ 8" HSA Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 1161 Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS/ 6" MOISTURE (%) DRY UNIT WT. (pcf) OTHER ALLUVIUM (Qal): SANDY SILT (ML): fine- to coarse-grained, brown. 11/12/15 7 104 8/8/14 8 92 ma 5 8/10/10 8 98 col 7/8/10 6 96 c 10 2/4/4 15 CLAYEY SAND (SC): fine-grained, brown. 8/7/10 19 107 ds 20 1/2/4 25 SILTY SAND (SM): fine- to coarse-grained, brown. 5/13/17 6 90 30 4/13/23 Converse Consultants TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. A - 4a Project ID: 08-81-203-01.GPJ; Template: LOG

Log of Boring No. BH - 3 Dates Drilled: 7/22/2008 Logged by: CG Checked By: RJR Equipment: CME/ 8" HSA Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 1161 Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS/ 6" MOISTURE (%) DRY UNIT WT. (pcf) OTHER SILTY SAND (SM): fine- to coarse-grained, brown. 8/11/17 13 99 End of boring at 36.5 feet. No groundwater encountered. Hole backfilled loose with soil cuttings on 7/22/08. Converse Consultants TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. A - 4b Project ID: 08-81-203-01.GPJ; Template: LOG

Log of Boring No. BH - 4 Dates Drilled: 7/22/2008 Logged by: CG Checked By: RJR Equipment: CME/ 8" HSA Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 1161 Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS/ 6" MOISTURE (%) DRY UNIT WT. (pcf) OTHER ALLUVIUM (Qal): SILTY SAND (SM): fine- to coarse-grained, brown. 9/9/4 4 106 max, ca, er, ei 5 SANDY CLAY (CL): fine- to coarse-grained sand, dark brown. 7/8/8 10/8/11 11 12 115 117 col, wa ei 5/7/9 11 120 col 10 CLAYEY SAND (SC): fine- to coarse-grained, brown. 8/5/14 15 SILTY SAND (SM): fine- to coarse-grained, brown. 2/2/2 20 SANDY CLAY (CL): fine- to coarse-grained sand, brown. 13/15/20 15 119 ds 25 SILTY SAND (SM): fine- to coarse-grained, brown. 4/5/5 End of boring at 26.5 feet. No groundwater encountered. Hole backfilled loose with soil cuttings on 7/22/08. Converse Consultants TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. A - 5 Project ID: 08-81-203-01.GPJ; Template: LOG

Log of Boring No. BH - 5 Dates Drilled: 7/22/2008 Logged by: CG Checked By: RJR Equipment: CME/ 8" HSA Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 1161 Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS/ 6" MOISTURE (%) DRY UNIT WT. (pcf) OTHER ALLUVIUM (Qal): SILTY SAND (SM): fine- to coarse-grained, dark brown. 8/9/14 4 105 5 SANDY SILT (ML): fine- to coarse-grained sand, dark brown. 7/9/12 8/4/11 5 8 104 103 col CLAYEY SAND (SC): fine- to coarse-grained, brown. 16/13/15 13 122 ds 10 4/5/5 15 SILTY SAND (SM): fine- to coarse-grained, brown. 10/10/14 6 112 20 2/5/6 25 12/11/13 7 105 30 3/2/5 TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Converse Consultants Drawing No. A - 6a Project ID: 08-81-203-01.GPJ; Template: LOG

Log of Boring No. BH - 5 Dates Drilled: 7/22/2008 Logged by: CG Checked By: RJR Equipment: CME/ 8" HSA Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 1161 Depth to Water (ft): NOT ENCOUNTERED Depth (ft) Graphic Log SUMMARY OF SUBSURFACE CONDITIONS This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the boring and at the time of drilling. Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered. SAMPLES DRIVE BULK BLOWS/ 6" MOISTURE (%) DRY UNIT WT. (pcf) OTHER SANDY CLAY (CL): fine- to coarse-grained sand, brown. 11/10/14 24 104 End of boring at 36.5 feet. No groundwater encountered. Hole backfilled loose with soil cuttings on 7/22/08. Converse Consultants TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. A - 6b Project ID: 08-81-203-01.GPJ; Template: LOG

APPENDIX B LABORATORY TESTING PROGRAM

100 95 90 85 80 75 70 U.S. SIEVE OPENING IN INCHES 6 U.S. SIEVE NUMBERS 4 2 1 1/2 3 6 10 16 3 1.5 3/4 3/8 4 8 14 20 30 50 40 60 100 140 200 HYDROMETER PERCENT FINER BY WEIGHT 65 60 55 50 45 40 35 30 25 20 15 10 5 0 COBBLES 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND coarse fine coarse medium fine SILT OR CLAY Boring No. BH - 1 BH - 1 BH - 3 Depth (ft) 30.0-31.5 40.0-41.5 3.0-4.5 Description Silty Sand (SM) Sand With Silt (SP/SM) Sandy Silt (ML) LL PL PI Cc 1.40 Cu 6.07 Boring No. BH - 1 BH - 1 BH - 3 Depth (ft) 30.0-31.5 40.0-41.5 3.0-4.5 D100 2.36 2.36 2.36 D60 0.128 0.685 D30 0.329 D10 0.113 %Gravel 0.0 0.0 0.0 %Sand 53.8 91.2 22.8 %Silt %Clay 45.3 6.7 76.9 GRAIN SIZE DISTRIBUTION RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. Converse Consultants 08-81-203-01 Drawing No. B - 1 Project ID: 08-81-203-01.GPJ; Template: GRAIN SIZE

5,000 4,000 SHEAR STRENGTH, psf 3,000 2,000 1,000 0 0 1,000 2,000 3,000 SURCHARGE PRESSURE, psf 4,000 5,000 BORING NO. : BH - 1 DEPTH (ft) : 5.0-6.5 DESCRIPTION : Sandy Silt (ML) COHESION (psf) : 100 FRICTION ANGLE (degrees) : 28 MOISTURE CONTENT (%) : 8.7 DRY DENSITY (pcf) : 91.2 NOTE: Ultimate Strength. Converse Consultants DIRECT SHEAR TEST RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. B - 3 Project ID: 08-81-203-01.GPJ; Template: DIRECT SHEAR

5,000 4,000 SHEAR STRENGTH, psf 3,000 2,000 1,000 0 0 1,000 2,000 3,000 SURCHARGE PRESSURE, psf 4,000 5,000 BORING NO. : BH - 1 DEPTH (ft) : 25.0-26.5 DESCRIPTION : Silty Sand (SM) COHESION (psf) : 300 FRICTION ANGLE (degrees) : 31 MOISTURE CONTENT (%) : 7.9 DRY DENSITY (pcf) : 96.9 NOTE: Ultimate Strength. Converse Consultants DIRECT SHEAR TEST RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. B - 4 Project ID: 08-81-203-01.GPJ; Template: DIRECT SHEAR

7,000 6,000 5,000 SHEAR STRENGTH, psf 4,000 3,000 2,000 1,000 0 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 SURCHARGE PRESSURE, psf BORING NO. : BH - 1 DEPTH (ft) : 45.0-46.5 DESCRIPTION : Clay (CL) COHESION (psf) : 600 FRICTION ANGLE (degrees) : 9 MOISTURE CONTENT (%) : 35.7 DRY DENSITY (pcf) : 86.3 NOTE: Ultimate Strength. Converse Consultants DIRECT SHEAR TEST RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. B - 5 Project ID: 08-81-203-01.GPJ; Template: DIRECT SHEAR

5,000 4,000 SHEAR STRENGTH, psf 3,000 2,000 1,000 0 0 1,000 2,000 3,000 SURCHARGE PRESSURE, psf 4,000 5,000 BORING NO. : BH - 2 DEPTH (ft) : 10.0-11.5 DESCRIPTION : Sandy Clay (CL) COHESION (psf) : 400 FRICTION ANGLE (degrees) : 28 MOISTURE CONTENT (%) : 15.3 DRY DENSITY (pcf) : 114.7 NOTE: Ultimate Strength. Converse Consultants DIRECT SHEAR TEST RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. B - 6 Project ID: 08-81-203-01.GPJ; Template: DIRECT SHEAR

5,000 4,000 SHEAR STRENGTH, psf 3,000 2,000 1,000 0 0 1,000 2,000 3,000 SURCHARGE PRESSURE, psf 4,000 5,000 BORING NO. : BH - 3 DEPTH (ft) : 15.0-16.5 DESCRIPTION : Clayey Sand (SC) COHESION (psf) : 100 FRICTION ANGLE (degrees) : 30 MOISTURE CONTENT (%) : 18.6 DRY DENSITY (pcf) : 106.5 NOTE: Ultimate Strength. Converse Consultants DIRECT SHEAR TEST RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. B - 7 Project ID: 08-81-203-01.GPJ; Template: DIRECT SHEAR

5,000 4,000 SHEAR STRENGTH, psf 3,000 2,000 1,000 0 0 1,000 2,000 3,000 SURCHARGE PRESSURE, psf 4,000 5,000 BORING NO. : BH - 4 DEPTH (ft) : 20.0-21.5 DESCRIPTION : Sandy Clay (CL) COHESION (psf) : 1350 FRICTION ANGLE (degrees) : 24 MOISTURE CONTENT (%) : 14.9 DRY DENSITY (pcf) : 118.9 NOTE: Ultimate Strength. Converse Consultants DIRECT SHEAR TEST RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. B - 8 Project ID: 08-81-203-01.GPJ; Template: DIRECT SHEAR

5,000 4,000 SHEAR STRENGTH, psf 3,000 2,000 1,000 0 0 1,000 2,000 3,000 SURCHARGE PRESSURE, psf 4,000 5,000 BORING NO. : BH - 5 DEPTH (ft) : 7.0-8.5 DESCRIPTION : Clayey Sand (SC) COHESION (psf) : 650 FRICTION ANGLE (degrees) : 30 MOISTURE CONTENT (%) : 12.7 DRY DENSITY (pcf) : 122.0 NOTE: Ultimate Strength. Converse Consultants DIRECT SHEAR TEST RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. B - 9 Project ID: 08-81-203-01.GPJ; Template: DIRECT SHEAR

0 ^ ^ 2 STRAIN, % 4 6 8 10 100 1,000 10,000 10 5 STRESS, ksf BORING NO. : BH - 2 DEPTH (ft) : 5.0-6.5 DESCRIPTION : Sandy Silt (ML) MOISTURE CONTENT (%) DRY DENSITY (pcf) PERCENT SATURATION VOID RATIO INITIAL 10 121.8 75 0.490 FINAL 12.9 128.8 120 0.409 NOTE: SOLID CIRCLES INDICATE READINGS AFTER ADDITION OF WATER Converse Consultants CONSOLIDATION TEST RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. B - 10 Project ID: 08-81-203-01.GPJ; Template: CONSOLIDATION

^ 0 ^ 5 STRAIN, % 10 15 20 100 1,000 10,000 STRESS, ksf 10 5 BORING NO. : BH - 3 DEPTH (ft) : 7.0-8.5 DESCRIPTION : Sandy Silt (ML) MOISTURE CONTENT (%) DRY DENSITY (pcf) PERCENT SATURATION VOID RATIO INITIAL 7.3 100.5 30 0.805 FINAL 17.5 119.9 120 0.513 NOTE: SOLID CIRCLES INDICATE READINGS AFTER ADDITION OF WATER Converse Consultants CONSOLIDATION TEST RESULTS TRITON 115/12 KV SUBSTATION City of Temecula, Riverside County, California For: Southern California Edison Project No. 08-81-203-01 Drawing No. B - 11 Project ID: 08-81-203-01.GPJ; Template: CONSOLIDATION

APPENDIX C SOIL ENVIRONMENTAL TESTING RESULTS

APPENDIX C ENVIRONMENTAL INVESTIGATION Soil samples were collected at 1.0, 3.0, 5.0, and 10.0 feet bgs from each boring on July 22, 2008. Soil samples were collected in 8 oz or 4 oz jars, capped with plastic lids, labeled and placed on ice in an ice chest for transportation to American Scientific Laboratories, LLC for environmental characterization. Samples collected at depths 1.0, 3.0 and 5.0 feet bgs, were analyzed for Total Recoverable Petroleum Hydrocarbons (TRPH) using EPA 1664 (Oil and Grease). Two composite samples identified as Composite (1) and Composite (2) consisted of a representative mix of selected samples collected at depths of 1.0, 3.0 and 5.0 feet bgs. Composite samples were analyzed for: Organochlorine pesticides (Pesticides) using EPA 8081A Polychlorinated biphenyls (PCBs) using EPA 8082 California Code of Regulations (CCR) Title 22 metals (California Assessment Manual CAM 17 metals) using EPA 6010B and EPA 7471A Four soil samples had detectible TRPH (Oil and Grease) at a maximum of 70 mg/kg at the Practical Quantitation Limit (PQL) of 20 mg/kg. Organochlorine pesticides were not detected in the composite samples. Analytical results indicate no detectable concentrations of PCBs in all composite soil samples. Analytical results indicate that CCR Title 22/CAM 17 Metals were not detected in composite samples at concentration exceeding either the TTLC or ten times STLC limits. RECOMMENDATIONS Based on the analytical results of the sampled soil, no further environmental evaluation is recommended and no special handling and disposal is anticipated to be required for excavated soils in these areas. A limited number of soil samples were collected and analyzed for this environmental study. The conclusions and recommendations provided in this report were based on site conditions existing at the time of soil sample collection. If any discolored and/or impacted soils with an oily appearance or unusual odors are encountered during excavation and construction activities, additional soil characterization and handling recommendations will be necessary. The laboratory report from American Scientific Laboratories, LLC including Chain of Custody documentation is attached.

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone (626)302-8325 Attn Esam Abraham Number of Pages 14 Date Received 07/23/2008 Date Reported 08/01/2008 Job Number Ordered Client 38649 07/23/2008 SCEDI Project ID: Project Name: Site: TRITON 115/12 KV SUB Triton 115/12 KV Substation Temecula, California Enclosed are the results of analyses on 21 samples analyzed as specified on attached chain of custody. Amolk MOLKY Brar Laboratory Manager Rojert G. Araghi Laboratory Director American Scientific Laboratories, LLC (ASL) accepts sample materials from clients for analysis with the assumption that all of the information provided to ASL verbally or in writing by our clients (and/or their agents), regarding samples being submitted to ASL, is complete and accurate. ASL accepts all samples subject to the following conditions: 1) ASL is not responsible for verifying any client-provided information regarding any samples submitted to the laboratory. 2) ASL is not responsible for any consequences resulting from any inaccuracies, omissions, or misrepresentations contained in client-provided information regarding samples submitted to the laboratory.

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone: (626)302-8325 Esam Abraham Attn: Page: Project ID: Project Name: 2 TRITON 115/12 KV SUB Triton 115/12 KV Substation ANALYTICAL RESULTS Site Temecula, California Method: 1664, Oil and Grease (SGT-HEM) ASL Job Number Submitted Client 38649 07/23/2008 SCEDI QC Batch No: 072808-1 Our Lab I.D. 222092 222093 222094 222095 222096 Client Sample I.D. B1@1.0' B2@1.0' B3@1.0' B4@1.0' B5@1.0' Date Sampled 07/22/2008 07/22/2008 07/22/2008 07/22/2008 07/22/2008 Date Prepared 07/28/2008 07/28/2008 07/28/2008 07/28/2008 07/28/2008 Preparation Method Date Analyzed 07/28/2008 07/28/2008 07/28/2008 07/28/2008 07/28/2008 Matrix Soil Soil Soil Soil Soil Units mg/kg mg/kg mg/kg mg/kg mg/kg Dilution Factor 1 1 1 1 1 Analytes PQL Results Results Results Results Results Conventionals TPH 20.0 ND ND 36.0 ND ND LCS LCS/LCSD Analytes % REC % Limit Conventionals TPH 86 80-120 QUALITY CONTROL REPORT QC Batch No: 072808-1

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone: (626)302-8325 Esam Abraham Attn: Page: Project ID: Project Name: 3 TRITON 115/12 KV SUB Triton 115/12 KV Substation ANALYTICAL RESULTS Site Temecula, California Method: 1664, Oil and Grease (SGT-HEM) ASL Job Number Submitted Client 38649 07/23/2008 SCEDI QC Batch No: 072808-1 Our Lab I.D. 222097 222098 222099 222100 222101 Client Sample I.D. B1@3.0' B2@3.0' B3@3.0' B4@3.0' B5@3.0' Date Sampled 07/22/2008 07/22/2008 07/22/2008 07/22/2008 07/22/2008 Date Prepared 07/28/2008 07/28/2008 07/28/2008 07/28/2008 07/28/2008 Preparation Method Date Analyzed 07/28/2008 07/28/2008 07/28/2008 07/28/2008 07/28/2008 Matrix Soil Soil Soil Soil Soil Units mg/kg mg/kg mg/kg mg/kg mg/kg Dilution Factor 1 1 1 1 1 Analytes PQL Results Results Results Results Results Conventionals TPH 20.0 ND ND ND ND 40.0 LCS LCS/LCSD Analytes % REC % Limit Conventionals TPH 86 80-120 QUALITY CONTROL REPORT QC Batch No: 072808-1

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone: (626)302-8325 Esam Abraham Attn: Page: Project ID: Project Name: 4 TRITON 115/12 KV SUB Triton 115/12 KV Substation ANALYTICAL RESULTS Site Temecula, California Method: 1664, Oil and Grease (SGT-HEM) ASL Job Number Submitted Client 38649 07/23/2008 SCEDI QC Batch No: 072808-1 Our Lab I.D. 222102 222103 222104 222105 222106 Client Sample I.D. B1@5.0' B2@5.0' B3@5.0' B4@5.0' B5@5.0' Date Sampled 07/22/2008 07/22/2008 07/22/2008 07/22/2008 07/22/2008 Date Prepared 07/28/2008 07/28/2008 07/28/2008 07/28/2008 07/28/2008 Preparation Method Date Analyzed 07/28/2008 07/28/2008 07/28/2008 07/28/2008 07/28/2008 Matrix Soil Soil Soil Soil Soil Units mg/kg mg/kg mg/kg mg/kg mg/kg Dilution Factor 1 1 1 1 1 Analytes PQL Results Results Results Results Results Conventionals TPH 20.0 ND ND ND 44.0 70.0 LCS LCS/LCSD Analytes % REC % Limit Conventionals TPH 86 80-120 QUALITY CONTROL REPORT QC Batch No: 072808-1

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone: (626)302-8325 Esam Abraham Attn: Page: Project ID: Project Name: 5 TRITON 115/12 KV SUB Triton 115/12 KV Substation ANALYTICAL RESULTS Site QC Batch No: 072908-2 Our Lab I.D. 222107 Client Sample I.D. Comp 1@1.0'(B1&B Temecula, California Method: 6010B/7471A, CCR Title 22 Metals (TTLC) ASL Job Number Submitted Client 38649 07/23/2008 SCEDI 222108 222109 222110 222111 Comp Comp 1@5.0'(B1&B 2@1.0'(B3-5) Comp 1@3.0'(B1&B Comp 2@3.0'(B3-5) 2) 2) 2) Date Sampled 07/22/2008 07/22/2008 07/22/2008 07/22/2008 07/22/2008 Date Prepared 07/29/2008 07/29/2008 07/29/2008 07/29/2008 07/29/2008 Preparation Method Date Analyzed 07/29/2008 07/29/2008 07/29/2008 07/29/2008 07/29/2008 Matrix Soil Soil Soil Soil Soil Units mg/kg mg/kg mg/kg mg/kg mg/kg Dilution Factor 1 1 1 1 1 Analytes PQL Results Results Results Results Results AA Metals Mercury 0.0500 ND ND ND ND ND ICP Metals Antimony 0.500 ND ND ND ND ND Arsenic 0.250 ND ND 0.765 ND ND Barium 0.500 182 256 264 163 170 Beryllium 0.500 ND ND ND ND ND Cadmium 0.500 0.538 0.569 0.703 ND ND Chromium 0.500 12.6 15.1 16.5 11.9 11.5 Cobalt 0.500 7.84 9.30 10.1 7.56 7.34 Copper 0.500 14.4 10.3 13.6 15.1 13.8 Lead 0.250 ND ND ND ND ND Molybdenum 0.500 ND ND ND ND ND Nickel 0.500 5.52 6.00 7.35 5.13 4.74 Selenium 0.500 ND ND ND ND ND Silver 0.500 1.62 0.831 0.584 0.926 1.16 Thallium 0.500 ND ND ND ND ND Vanadium 0.500 35.8 45.0 46.6 31.1 32.6 Zinc 0.500 55.3 70.7 75.5 53.3 53.2 LCS LCS/LCSD Analytes % REC % Limit AA Metals Mercury 107 80-120 ICP Metals QUALITY CONTROL REPORT QC Batch No: 072908-2

ANALYTICAL RESULTS Page: Project ID: Project Name: 6 TRITON 115/12 KV SUB Triton 115/12 KV Substation ASL Job Number Submitted Client 38649 07/23/2008 SCEDI Method: 6010B/7471A, CCR Title 22 Metals (TTLC) QUALITY CONTROL REPORT LCS LCS/LCSD Analytes % REC % Limit ICP Metals Antimony 113 80-120 Arsenic 112 80-120 Barium 113 80-120 Beryllium 112 80-120 Cadmium 110 80-120 Chromium 111 80-120 Cobalt 111 80-120 Copper 100 80-120 Lead 111 80-120 Molybdenum 112 80-120 Nickel 112 80-120 Selenium 99 80-120 Silver 90 80-120 Thallium 108 80-120 Vanadium 108 80-120 Zinc 104 80-120 QC Batch No: 072908-2

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone: (626)302-8325 Esam Abraham Attn: Page: Project ID: Project Name: 7 TRITON 115/12 KV SUB Triton 115/12 KV Substation ANALYTICAL RESULTS Site QC Batch No: 072908-2 Our Lab I.D. 222112 Client Sample I.D. Comp 2@5.0'(B3-5) Date Sampled 07/22/2008 Date Prepared 07/29/2008 Preparation Method Date Analyzed 07/29/2008 Matrix Soil Units mg/kg Dilution Factor 1 Analytes PQL Results AA Metals Temecula, California Method: 6010B/7471A, CCR Title 22 Metals (TTLC) Mercury 0.0500 ND ICP Metals Antimony 0.500 ND Arsenic 0.250 0.708 Barium 0.500 273 Beryllium 0.500 ND Cadmium 0.500 0.661 Chromium 0.500 16.0 Cobalt 0.500 9.95 Copper 0.500 17.8 Lead 0.250 ND Molybdenum 0.500 ND Nickel 0.500 8.22 Selenium 0.500 ND Silver 0.500 ND Thallium 0.500 ND Vanadium 0.500 47.9 Zinc 0.500 74.5 LCS LCS/LCSD Analytes % REC % Limit AA Metals Mercury 107 80-120 ICP Metals Antimony 113 80-120 QUALITY CONTROL REPORT QC Batch No: 072908-2 ASL Job Number Submitted Client 38649 07/23/2008 SCEDI

ANALYTICAL RESULTS Page: Project ID: Project Name: 8 TRITON 115/12 KV SUB Triton 115/12 KV Substation ASL Job Number Submitted Client 38649 07/23/2008 SCEDI Method: 6010B/7471A, CCR Title 22 Metals (TTLC) QUALITY CONTROL REPORT LCS LCS/LCSD Analytes % REC % Limit ICP Metals Arsenic 112 80-120 Barium 113 80-120 Beryllium 112 80-120 Cadmium 110 80-120 Chromium 111 80-120 Cobalt 111 80-120 Copper 100 80-120 Lead 111 80-120 Molybdenum 112 80-120 Nickel 112 80-120 Selenium 99 80-120 Silver 90 80-120 Thallium 108 80-120 Vanadium 108 80-120 Zinc 104 80-120 QC Batch No: 072908-2

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone: (626)302-8325 Esam Abraham Attn: Page: Project ID: Project Name: 9 TRITON 115/12 KV SUB Triton 115/12 KV Substation ANALYTICAL RESULTS Site QC Batch No: 073108-1 Our Lab I.D. 222107 Client Sample I.D. Comp 1@1.0'(B1&B Temecula, California Method: 8081A, Organochlorine Pesticides ASL Job Number Submitted Client 38649 07/23/2008 SCEDI 222108 222109 222110 222111 Comp Comp 1@5.0'(B1&B 2@1.0'(B3-5) Comp 1@3.0'(B1&B Comp 2@3.0'(B3-5) 2) 2) 2) Date Sampled 07/22/2008 07/22/2008 07/22/2008 07/22/2008 07/22/2008 Date Prepared 07/31/2008 07/31/2008 07/31/2008 07/31/2008 07/31/2008 Preparation Method Date Analyzed 07/31/2008 07/31/2008 07/31/2008 07/31/2008 07/31/2008 Matrix Soil Soil Soil Soil Soil Units ug/kg ug/kg ug/kg ug/kg ug/kg Dilution Factor 1 1 1 1 1 Analytes PQL Results Results Results Results Results Aldrin 2.00 ND ND ND ND ND alpha-hexachlorocyclohexane (Alpha-BHC) 2.00 ND ND ND ND ND Beta-Hexachlorocyclohexane (Beta-BHC) 2.00 ND ND ND ND ND Gamma-Chlordane 2.00 ND ND ND ND ND alpha-chlordane 2.00 ND ND ND ND ND 4,4'-DDD (DDD) 4.00 ND ND ND ND ND 4,4'-DDE (DDE) 4.00 ND ND ND ND ND 4,4'-DDT (DDT) 4.00 ND ND ND ND ND delta-hexachlorocyclohexane (Delta-BHC) 2.00 ND ND ND ND ND Dieldrin 4.00 ND ND ND ND ND Endosulfan 1 2.00 ND ND ND ND ND Endosulfan 11 4.00 ND ND ND ND ND Endosulfan sulfate 4.00 ND ND ND ND ND Endrin 4.00 ND ND ND ND ND Endrin aldehyde 4.00 ND ND ND ND ND Endrin ketone 4.00 ND ND ND ND ND gamma-hexachlorocyclohexane (Gamma-BHC, Lindane) 2.00 ND ND ND ND ND Heptachlor 2.00 ND ND ND ND ND Heptachlor epoxide 2.00 ND ND ND ND ND Methoxychlor 17.0 ND ND ND ND ND Toxaphene 170 ND ND ND ND ND. Our Lab I.D. 222107 222108 222109 222110 222111 Surrogates % Rec.Limit % Rec. % Rec. % Rec. % Rec. % Rec. Surrogate Percent Recovery Decachlorobiphenyl 43-169 114 112 112 99 89

ANALYTICAL RESULTS Page: Project ID: Project Name: 10 TRITON 115/12 KV SUB Triton 115/12 KV Substation ASL Job Number Submitted Client 38649 07/23/2008 SCEDI Analytes Method: 8081A, Organochlorine Pesticides QUALITY CONTROL REPORT QC Batch No: 073108-1 LCS LCS DUP LCS RPD LCS/LCSD LCS RPD % REC % REC % REC % Limit % Limit Aldrin 119 111 7.0 42-122 <30 4,4'-DDT (DDT) 94 116 21.0 25-160 <30 Dieldrin 123 116 5.9 36-146 <30 Endrin 132 112 16.4 30-147 <30 gamma-hexachlorocyclohexane 121 116 4.2 32-127 <30 (Gamma-BHC, Lindane) Heptachlor 108 109 <1 34-111 <30

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone: (626)302-8325 Esam Abraham Attn: Page: Project ID: Project Name: 11 TRITON 115/12 KV SUB Triton 115/12 KV Substation ANALYTICAL RESULTS Site QC Batch No: 073108-1 Our Lab I.D. 222112 Client Sample I.D. Comp 2@5.0'(B3-5) Date Sampled 07/22/2008 Date Prepared 07/31/2008 Preparation Method Date Analyzed 07/31/2008 Matrix Soil Units ug/kg Dilution Factor 1 Analytes PQL Results Temecula, California Method: 8081A, Organochlorine Pesticides Aldrin 2.00 ND alpha-hexachlorocyclohexane (Alpha-BHC) 2.00 ND Beta-Hexachlorocyclohexane (Beta-BHC) 2.00 ND Gamma-Chlordane 2.00 ND alpha-chlordane 2.00 ND 4,4'-DDD (DDD) 4.00 ND 4,4'-DDE (DDE) 4.00 ND 4,4'-DDT (DDT) 4.00 ND delta-hexachlorocyclohexane (Delta-BHC) 2.00 ND Dieldrin 4.00 ND Endosulfan 1 2.00 ND Endosulfan 11 4.00 ND Endosulfan sulfate 4.00 ND Endrin 4.00 ND Endrin aldehyde 4.00 ND Endrin ketone 4.00 ND gamma-hexachlorocyclohexane (Gamma-BHC, Lindane) 2.00 ND Heptachlor 2.00 ND Heptachlor epoxide 2.00 ND Methoxychlor 17.0 ND Toxaphene 170 ND. Our Lab I.D. 222112 Surrogates % Rec.Limit % Rec. Surrogate Percent Recovery Decachlorobiphenyl 43-169 98 ASL Job Number Submitted Client 38649 07/23/2008 SCEDI

ANALYTICAL RESULTS Page: Project ID: Project Name: 12 TRITON 115/12 KV SUB Triton 115/12 KV Substation ASL Job Number Submitted Client 38649 07/23/2008 SCEDI Analytes Method: 8081A, Organochlorine Pesticides QUALITY CONTROL REPORT QC Batch No: 073108-1 LCS LCS DUP LCS RPD LCS/LCSD LCS RPD % REC % REC % REC % Limit % Limit Aldrin 119 111 7.0 42-122 <30 4,4'-DDT (DDT) 94 116 21.0 25-160 <30 Dieldrin 123 116 5.9 36-146 <30 Endrin 132 112 16.4 30-147 <30 gamma-hexachlorocyclohexane 121 116 4.2 32-127 <30 (Gamma-BHC, Lindane) Heptachlor 108 109 <1 34-111 <30

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone: (626)302-8325 Esam Abraham Attn: Page: Project ID: Project Name: 13 TRITON 115/12 KV SUB Triton 115/12 KV Substation ANALYTICAL RESULTS Site QC Batch No: 073108-1 Our Lab I.D. 222107 Client Sample I.D. Comp 1@1.0'(B1&B Temecula, California ASL Job Number Submitted Client 38649 07/23/2008 SCEDI Method: 8082, Polychlorinated Biphenyls(PCBs) by Gas Chromatography 222108 222109 222110 222111 Comp Comp 1@5.0'(B1&B 2@1.0'(B3-5) Comp 1@3.0'(B1&B Comp 2@3.0'(B3-5) 2) 2) 2) Date Sampled 07/22/2008 07/22/2008 07/22/2008 07/22/2008 07/22/2008 Date Prepared 07/31/2008 07/31/2008 07/31/2008 07/31/2008 07/31/2008 Preparation Method Date Analyzed 07/31/2008 07/31/2008 07/31/2008 07/31/2008 07/31/2008 Matrix Soil Soil Soil Soil Soil Units ug/kg ug/kg ug/kg ug/kg ug/kg Dilution Factor 1 1 1 1 1 Analytes PQL Results Results Results Results Results Aroclor-1016 (PCB-1016) 33.0 ND ND ND ND ND Aroclor-1221 (PCB-1221) 67.0 ND ND ND ND ND Aroclor-1232 (PCB-1232) 33.0 ND ND ND ND ND Aroclor-1242 (PCB-1242) 33.0 ND ND ND ND ND Aroclor-1248 (PCB-1248) 33.0 ND ND ND ND ND Aroclor-1254 (PCB-1254) 33.0 ND ND ND ND ND Aroclor-1260 (PCB-1260) 33.0 ND ND ND ND ND. Our Lab I.D. 222107 222108 222109 222110 222111 Surrogates % Rec.Limit % Rec. % Rec. % Rec. % Rec. % Rec. Surrogate Percent Recovery Decachlorobiphenyl 43-169 114 112 112 99 89 Analytes QUALITY CONTROL REPORT QC Batch No: 073108-1 LCS LCS DUP LCS RPD LCS/LCSD LCS RPD % REC % REC % REC % Limit % Limit Aroclor-1260 (PCB-1260) 111 111 <1 39-150 <30

Ordered By Southern California Edison 2131 Walnut Grove Ave. Rosemead, CA 91770- Telephone: (626)302-8325 Esam Abraham Attn: Page: Project ID: Project Name: 14 TRITON 115/12 KV SUB Triton 115/12 KV Substation ANALYTICAL RESULTS Site QC Batch No: 073108-1 Our Lab I.D. 222112 Client Sample I.D. Comp 2@5.0'(B3-5) Date Sampled 07/22/2008 Date Prepared 07/31/2008 Preparation Method Date Analyzed 07/31/2008 Matrix Soil Units ug/kg Dilution Factor 1 Analytes PQL Results Temecula, California ASL Job Number Submitted Client 38649 07/23/2008 SCEDI Method: 8082, Polychlorinated Biphenyls(PCBs) by Gas Chromatography Aroclor-1016 (PCB-1016) 33.0 ND Aroclor-1221 (PCB-1221) 67.0 ND Aroclor-1232 (PCB-1232) 33.0 ND Aroclor-1242 (PCB-1242) 33.0 ND Aroclor-1248 (PCB-1248) 33.0 ND Aroclor-1254 (PCB-1254) 33.0 ND Aroclor-1260 (PCB-1260) 33.0 ND. Our Lab I.D. 222112 Surrogates % Rec.Limit % Rec. Surrogate Percent Recovery Decachlorobiphenyl 43-169 98 Analytes QUALITY CONTROL REPORT QC Batch No: 073108-1 LCS LCS DUP LCS RPD LCS/LCSD LCS RPD % REC % REC % REC % Limit % Limit Aroclor-1260 (PCB-1260) 111 111 <1 39-150 <30

APPENDIX D PERCOLATION TESTING RESULTS

APPENDIX E SOIL RESISTIVITY STUDY