Project Site. Plate A-3. Soil Survey Map. Project No.: LE15070

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1 B-4 B-2 B-1 B-5 B-3 N Project No.: LE15070 Boring Location Map Plate A-2

2 N Project Site Project No.: LE15070 Soil Survey Map Plate A-3

9 N Project Site Project No.: LE15070 Topographic Map Plate A-4

10 Project Site N Project No.: LE15070 Regional Geologic Map Plate A-5

11 Project No.: LE15070 Map of Waterline Pothole Locations Plate A-6

12 APPENDIX B

14 DEPTH SAMPLE USCS CLASS. FIELD BLOW COUNT POCKET PEN. (tsf) LOG OF BORING No. B-1 SHEET 1 OF 1 DESCRIPTION OF MATERIAL DRY DENSITY (pcf) LABORATORY MOISTURE CONTENT (% dry wt.) OTHER TESTS SILTY SAND (SM): Tan, moist, medium to fine grained sand CLAY (CH): Reddish brown, moist, stiff to very stiff LL=60% PI=38% c=1.28 tsf some sand layers LL=56% PI=36% some silt layers SILTY CLAY (CL): Dark brown, wet, stiff, some sand layers 55 Total Depth = 51.5' Groundwater encountered at a depth of 44 ft. at time of drilling Backfilled with excavated soil 60 DATE DRILLED: 5/21/15 TOTAL DEPTH: 51.5 Feet DEPTH TO WATER: 44 ft. LOGGED BY: P. LaBrucherie TYPE OF BIT: Hollow Stem Auger DIAMETER: 8 in. SURFACE ELEVATION: Approximately -30' HAMMER WT.: 140 lbs. DROP: 30 in. PROJECT No. LE15070 PLATE B-1

15 DEPTH SAMPLE USCS CLASS. FIELD BLOW COUNT POCKET PEN. (tsf) LOG OF BORING No. B-2 SHEET 1 OF 1 DESCRIPTION OF MATERIAL DRY DENSITY (pcf) LABORATORY MOISTURE CONTENT (% dry wt.) OTHER TESTS SILTY SAND (SM): Brown, dry to moist, fine to medium grained sand SILTY CLAY (CL): Brown, moist, stiff SILTY SAND (SM): Orange-brown, very moist, dense, fine grained sand = 28 o Passing #200 = 18.3% CLAY (CH): Reddish brown, very moist, very stiff Total Depth = 16.5' No groundwater encountered at time of drilling Backfilled with excavated soil 60 DATE DRILLED: 5/22/15 TOTAL DEPTH: 16.5 Feet DEPTH TO WATER: NA LOGGED BY: J. Avalos TYPE OF BIT: Hollow Stem Auger DIAMETER: 8 in. SURFACE ELEVATION: Approximately -30' HAMMER WT.: 140 lbs. DROP: 30 in. PROJECT No. LE15070 PLATE B-2

16 DEPTH SAMPLE USCS CLASS. FIELD BLOW COUNT POCKET PEN. (tsf) LOG OF BORING No. B-3 SHEET 1 OF 1 DESCRIPTION OF MATERIAL DRY DENSITY (pcf) LABORATORY MOISTURE CONTENT (% dry wt.) OTHER TESTS SILTY SAND (SM): Lt. brown, dry to moist, fine grained sand SILTY CLAY (CL): Brown, moist, stiff CLAY (CH/CL): Reddish brown, very moist, very stiff c=1.48 tsf LL=50% PI=31% Total Depth = 16.5' Groundwater encountered at 16 ft. at time of drilling Backfilled with excavated soil 60 DATE DRILLED: 5/22/15 TOTAL DEPTH: 16.5 Feet DEPTH TO WATER: 16 ft. LOGGED BY: J. Avalos TYPE OF BIT: Hollow Stem Auger DIAMETER: 8 in. SURFACE ELEVATION: Approximately -30' HAMMER WT.: 140 lbs. DROP: 30 in. PROJECT No. LE15070 PLATE B-3

17 DEPTH SAMPLE USCS CLASS. FIELD BLOW COUNT POCKET PEN. (tsf) LOG OF BORING No. B-4 SHEET 1 OF 1 DESCRIPTION OF MATERIAL DRY DENSITY (pcf) LABORATORY MOISTURE CONTENT (% dry wt.) OTHER TESTS SILTY SAND (SM): Lt. brown, dry to moist, fine to medium grained sand CLAYEY SAND (SC): Brown, very moist, firm LL=36% PI=21% SILTY CLAY (CL): Brown, moist, stiff LL=24% PI=4% CLAY (CH): Reddish brown, very moist, very stiff Total Depth = 16.5' No groundwater encountered at time of drilling Backfilled with excavated soil 60 DATE DRILLED: 5/22/15 TOTAL DEPTH: 16.5 Feet DEPTH TO WATER: NA LOGGED BY: J. Avalos TYPE OF BIT: Hollow Stem Auger DIAMETER: 8 in. SURFACE ELEVATION: Approximately -30' HAMMER WT.: 140 lbs. DROP: 30 in. PROJECT No. LE15070 PLATE B-4

18 DEPTH SAMPLE USCS CLASS. FIELD BLOW COUNT POCKET PEN. (tsf) LOG OF BORING No. B-5 SHEET 1 OF 1 DESCRIPTION OF MATERIAL DRY DENSITY (pcf) LABORATORY MOISTURE CONTENT (% dry wt.) OTHER TESTS SILTY CLAY (CL): Lt. brown, dry SILTY SAND (SM): Lt. brown, dry to moist, fine to medium grained sand SILTY CLAY (CL): Brown, moist, stiff c=0.94 tsf soft to firm CLAY (CH): Reddish brown, very moist, very stiff Total Depth = 16.5' No groundwater encountered at time of drilling Backfilled with excavated soil 60 DATE DRILLED: 5/22/15 TOTAL DEPTH: 16.5 Feet DEPTH TO WATER: NA LOGGED BY: J. Avalos TYPE OF BIT: Hollow Stem Auger DIAMETER: 8 in. SURFACE ELEVATION: Approximately -30' HAMMER WT.: 140 lbs. DROP: 30 in. PROJECT No. LE15070 PLATE B-5

19 DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS Coarse grained soils More than half of material is larger that No. 200 sieve Gravels More than half of coarse fraction is larger than No. 4 sieve Sands More than half of coarse fraction is smaller than No. 4 sieve Clean gravels (less than 5% fines) Gravel with fines Clean sands (less than 5% fines) Sands with fines GW GP GM GC SW SP SM SC Well graded gravels, gravel-sand mixtures, little or no fines Poorly graded gravels, or gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures, non-plastic fines Clayey gravels, gravel-sand-clay mixtures, plastic fines Well graded sands, gravelly sands, little or no fines Poorly graded sands or gravelly sands, little or no fines Silty sands, sand-silt mixtures, non-plastic fines Clayey sands, sand-clay mixtures, plastic fines Silts and clays ML Inorganic silts, clayey silts with slight plasticity Fine grained soils More than half of material is smaller than No. 200 sieve Liquid limit is less than 50% Silts and clays CL OL MH Inorganic clays of low to medium plasticity, gravely, sandy, or lean clays Organic silts and organic clays of low plasticity Inorganic silts, micaceous or diatomaceous silty soils, elastic silts Liquid limit is more than 50% CH OH Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silts Highly organic soils PT Peat and other highly organic soils Silts and Clays GRAIN SIZES Sand Gravel Cobbles Fine Medium Coarse Fine Coarse /4" 3" 12" US Standard Series Sieve Clear Square Openings Boulders Clays & Plastic Silts Strength ** Blows/ft. * Sands, Gravels, etc. Blows/ft. * Very Soft Very Loose 0-4 Soft Loose 4-10 Firm Medium Dense Stiff Dense Very Stiff Very Dense Over 50 Hard Over 4.0 Over 32 * Number of blows of 140 lb. hammer falling 30 inches to drive a 2 inch O.D. (1 3/8 in. I.D.) split spoon (ASTM D1586). ** Unconfined compressive strength in tons/s.f. as determined by laboratory testing or approximated by the Standard Penetration Test (ASTM D1586), Pocket Penetrometer, Torvane, or visual observation. Type of Samples: Ring Sample Standard Penetration Test Shelby Tube Bulk (Bag) Sample Drilling Notes: 1. Sampling and Blow Counts Ring Sampler - Number of blows per foot of a 140 lb. hammer falling 30 inches. Standard Penetration Test - Number of blows per foot. Shelby Tube - Three (3) inch nominal diameter tube hydraulically pushed. 2. P. P. = Pocket Penetrometer (tons/s.f.). 3. NR = No recovery. 4. GWT = Ground Water Table specified time. Plate Project No. LE15070 Key to Logs B-6

20 APPENDIX C

22 LANDMARK CONSULTANTS, INC. CLIENT: SEPV Imperial, LLC PROJECT: Dixieland East Solar Farm - Seeley, CA JOB No.: LE15070 DATE: 06/11/15 ATTERBERG LIMITS (ASTM D4318) Sample Liquid Plastic Plasticity USCS Sample Depth Limit Limit Index Classification Location (ft) (LL) (PL) (PI) B CH B CH B CL-CH B CL B ML PLASTICITY CHART Plasticity Index, % CL-ML 5 ft 15 ft 10 ft 5 ft 10 ft CH CL MH or OH ML or OL Liquid Limit, % Project No.: LE15070 Atterberg Limits Test Results Plate C-1

23 SIEVE ANALYSIS HYDROMETER ANALYSIS Gravel Sand Silt and Clay Fraction Coarse Fine Coarse Medium Fine Percent Passing by Weight ft. 10 ft Particle Size (mm) L ANDMARK Ge o-enginee rs and Geologists Plate Project No.: LE15070 Grain Size Analysis C-2

24 CLIENT: SEVP Imperial, LLC PROJECT: Dixieland East Solar -- Seeley, CA JOB NO: LE15070 DATE: 6/9/2015 LANDMARK CONSULTANTS, INC. UNCONFINED COMPRESSION TEST (ASTM D2166) Natural Unit Maximum Sample Moisture Dry Compressive Failure Boring Depth Content Weight Strength Cohesion Strain No. (ft) (%) (pcf) (tsf) (tsf) (%) B B B Stress - Strain Plot ft. 10 ft. 5 ft Stress (tsf) Strain (%) Project No.: LE15070 Unconfined Compression Test Results Plate C-3

25 LANDMARK CONSULTANTS, INC. CLIENT: PROJECT: PROJECT No: SEPV Imperial, LLC Dixieland West Solar Project LE15070 DATE: 6/10/2015 DIRECT SHEAR TEST - INSITU (ASTM D3080) SAMPLE LOCATION: SAMPLE DESCRIPTION: 10 ft Sand (SP) Angle of Internal Friction: 28º Initial Dry Density: pcf Cohesion: 0.36 ksf Initial Moisture Content: 9.4% Shear Strees (ksf) Shearing Strees, ksf Shear Strees vs. Rel. Displacement Initial Final Relative Displacement (%) DIRECT SHEAR TEST RESULTS Specimen: Avg. Moisture Content, %: Dry Density, pcf: Saturation, %: Moisture Content, %: Dry Density, pcf: Saturation, %: Normal Stress, ksf: Peak Shear Stress, ksf: Residual Shear Stress, ksf: Deformation Rate, in./min Peak Residual Angle of Internal Friction, deg.: Cohesion, ksf: Normal Strees, ksf PROJECT No: LE15070 Plate Direct Shear Test Results C-4

26 Client: SEPV, LLC Soil Description: Sand (SP) Project: Dixieland Solar East Sample Location: 0 to -5' Project No.: LE15070 Test Method: ASTM D-1557 A Date: 6/15/2015 Maximum Dry Density (pcf): Lab. No.: EC Optimum Moisture Content (%): Dry Density (pcf) 120 Curves of 100% saturation for specific gravity equal to: Moisture Content (%) Project No.: LE15070 Moisture Density Relationship Plate C-5

27 LANDMARK CONSULTANTS, INC. CLIENT: PROJECT: JOB No.: DATE: Charles Dessert Mesquite Industrial Park, Imperial County, CA LE /01/09 CHEMICAL ANALYSIS Boring: B-1 B-2 B-5 Caltrans Sample Depth, ft: Method ph: Electrical Conductivity (mmhos): Resistivity (ohm-cm): Chloride (Cl), ppm: Sulfate (SO4), ppm: General Guidelines for Soil Corrosivity Material Chemical Amount in Degree of Affected Agent Soil (ppm) Corrosivity Concrete Soluble 0-1,000 Low Sulfates 1,000-2,000 Moderate 2,000-20,000 Severe > 20,000 Very Severe Normal Soluble Low Grade Chlorides Moderate Steel 700-1,500 Severe > 1,500 Very Severe Normal Resistivity 1-1,000 Very Severe Grade 1,000-2,000 Severe Steel 2,000-10,000 Moderate > 10,000 Low Project No.: LE09122 Selected Chemical Test Results Plate C-6

28 APPENDIX D

30 Liquefaction Evaluation and Settlement Calculation Project Name: Dixieland East Solar Farm -- Seeley, CA Project No.: LE15070 Location: B-1 Maximum Credible Earthquake 7 Design Ground Motion 0.50 g Total Unit Weight, 110 pcf Water Unit Weight, 62.4 pcf Depth to Groundwater 20 ft Hammer Effenciency 90 Required Factor of Safety 1.3 Boring Data Sampling Corrections Corrected Fines SPT Clean Cyclical Cyclical Factor Volumetric Induced Depth Blow Counts Liquefiable Overburden Sampler SPT Energy Borehole Rod Liner Overburden SPT Content Sands Resistance Stress of Strain (%) Subsidence (ft) (m) SPT Mod. Cal. Soil (0 / 1) Pressure Diameter N m C E C B C R C L C N (N 1 ) 60 % (N 1 ) 60CS CRR M7.5 CSR Safety (inch) Non-Liq Non-Liq Non-Liq Non-Liq Non-Liq Non-Liq #N/A 1 #DIV/0! #N/A 7.8 #N/A #N/A #DIV/0! #N/A #N/A 1 #DIV/0! #N/A 74 #N/A #N/A #DIV/0! #N/A #N/A 1 #DIV/0! #N/A 95 #N/A #N/A #DIV/0! #N/A #N/A 1 #DIV/0! #N/A 95 #N/A #N/A #DIV/0! #N/A 0.00 Based on Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Technical Report NCEER , December 31, Total Settlement 0.00 Corrections to SPT (Modified from Skempton, 1986) as listed by Robertson and Wride. Factor Equipment Variable Term Correction Overburden Pressure C N (P a / VO ) 0.5 C N <=2 Energy Ratio Donut Hammer C E 0.5 to 1.0 Safety Hammer 0.7 to 1.2 Automatic-trip Donut type Hammer 0.8 to 1.3 Borehole Diameter 2.6 inch to 6 inch C B 1 6 inch inch 1.15 Rod Length 10 feet to 13 feet C R feet to 19.8 ft ft. to 33 ft ft. to 98 ft. 1 > 98 ft. <1.0 Sampling Method Standard Sampler C L 1 Sampler without liners 1.1 to 1.3

32 APPENDIX E

34 Project No.: LE15070 Pipe Bedding and Trench Backfill Recommendations Plate E-1

36 APPENDIX F

38 June 16, 2015 Steve Williams Landmark Consultants 780 N. 4 th Street El Centro, California SUBJECT: DIXIELAND SOLAR EAST - THERMAL RESISTIVITY DATA SUMMARY REPORT RFYeager Engineering Project No.: Dear Steve, On June 16, 2015, RFYeager Engineering conducted laboratory thermal resistivity testing on one soil sample for the Dixieland Solar East project. The cylindrical sample, as prepared by Landmark, had a dimension of 2½ inch (diameter) by 6 inch (length). The sample is identified as LE15070 EC The thermal resistivity was determined using a Decagon KD2 Pro Portable Thermal Properties Analyzer (KD2 Pro) outfitted with the 100 mm long, 2.4 mm diameter TR-1 sensor. Testing was conducted in general accordance with the standard method ASTM D which calculates thermal resistivity by monitoring the dissipation of heat from a line heat source. The test consists of inserting a thermal sensor into the soil sample with a known current and voltage applied. The thermal resistivity is obtained from an analysis of the time series temperature data during the heating and cooling cycle of the sensor. The corresponding temperature rise in the soil over a period of time is recorded The soil thermal resistivity is provided in Table 1 below. The corresponding Time vs. Temperature graph for the sample is provided in Appendix A. For the purposes of this report, the thermal resistivity value is provided as data only in order to assist others in the project design Winter Gardens, Suite D-151 or PO Box Lakeside, CA Ph: Fx: RGeving@RFYeager.com

39 Dixieland Solar East - Soil Thermal Resistivity Date: June 16, 2015 Page 2 of 2 Table 1 Dixieland Solar East Soil Thermal Resistivity Data Prepared by: RFYeager Engineering Sample ID Thermal Resistivity 1 (C-cm/W) LE15070 EC ASTM D Thank you for this opportunity to provide our professional services. have any questions. Please call if you With best regards, Randy J. Geving, PE Registered Professional Engineer Corrosion No Winter Gardens, Suite D-151 or PO Box Lakeside, CA Ph: Fx: RGeving@RFYeager.com

40 APPENDIX A THERMAL RESISTIVITY CURVE

41 A-1

42 APPENDIX G

44 REFERENCES American Society of Civil Engineers (ASCE), 2005, Minimum Design Loads for Buildings and Other Structures: ASCE Standard Arango I., 1996, Magnitude Scaling Factors for Soil Liquefaction Evaluations: ASCE Geotechnical Journal, Vol. 122, No. 11. Bennett, M. J., McLaughlin, P. V., Sarmiento, J. S., and Youd, T. L., Geotechnical Investigation of Liquefaction Sites, Imperial Valley, California. U.S. Geological Survey Open-File Report Bray, J. D., Sancio, R. B., Riemer, M. F. and Durgunoglu, T., (2004), Liquefaction Susceptibility of Fine-Grained Soils: Proc. 11th Inter. Conf. in Soil Dynamics and Earthquake Engineering and 3 rd Inter. Conf. on Earthquake Geotechnical Engineering., Doolin, Kammerer, Nogami, Seed, and Towhata, Eds., Berkeley, CA, Jan. 7-9, V.1, pp California Building Standards Commission, 2010, 2010 California Building Code. California Code of Regulations, Title 24, Part 2, Vol. 2 of 2. California Division of Mines and Geology (CDMG), 1996, California Fault Parameters: available at California Division of Mines and Geology (CDMG), 1962, Geologic Map of California San Diego-El Centro Sheet: California Division of Mines and Geology, Scale 1:250,000. California Geological Survey (CGS), 2012, Fault Activity Map of California California Geological Survey (CGS), 2012, Alquist-Priolo Earthquake Fault Zone Maps. Cao, T., Bryant, W. A., Rowshandel, B., Branum, D., and Wills, C. J., 2003, The revised 2002 California probabilistic seismic hazards maps: California Geological Survey: Cetin, K. O., Seed, R. B., Der Kiureghian, A., Tokimatsu, K., Harder, L. F., Jr., Kayen, R. E., and Moss, R. E. S., 2004, Standard penetration test-based probabilistic and deterministic assessment of seismic soil liquefaction potential: ASCE JGGE, Vol., 130, No. 12, p Cetin, K. O., Bilge, H. T., Wu, J., Kammerer, A., and Seed, R. B., 2009, Probabilistic model for the assessment of cyclically induced reconsolidation (volumetric) settlements: ASCE JGGE, Vol., 135, No. 3, p

45 Dibblee, T. W., 1954, Geology of the Imperial Valley region, California, in: Jahns, R. H., ed., Geology of Southern California: California Division of Mines Bull. 170, p Ellsworth, W. L., 1990, Earthquake History, in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Geologismiki (2014), CLiq Computer Program, Ishihara, K. (1985), Stability of natural deposits during earthquakes, Proc. 11 th Int. Conf. On Soil Mech. And Found. Engrg., Vol. 1, A. A. Balkema, Rotterdam, The Netherlands, Jennings, C. W., 1994, Fault activity map of California and Adjacent Areas: California Division of Mines and Geology, DMG Geologic Map No. 6. Jones, A. L., 2003, An Analytical Model and Application for Ground Surface Effects from Liquefaction, PhD. Dissertation, University of Washington, 362 p. Jones, L. and Hauksson, E., 1994, Review of potential earthquake sources in Southern California: Applied Technology Council, Proceedings of ATC McCrink, T. P., Pridmore, C. L., Tinsley, J. C., Sickler, R. R., Brandenberg, S. J., and Stewart, J. P., 2011, Liquefaction and Other Ground Failures in Imperial County, California, from the April 4, 2010, El Mayor-Cucapah Earthquake: USGS Open File Report Morton, P. K., 1977, Geology and mineral resources of Imperial County, California: California Division of Mines and Geology, County Report No. 7, 104 p. Mualchin, L., 1996, A Technical Report to Accompany the Caltrans California Seismic Hazard Map 1996 (Based on Maximum Credible Earthquakes): California Department of Transportation, 65 p. Mualchin, L. and Jones, A. L., 1992, Peak acceleration from maximum credible earthquakes in California (Rock and Stiff Soil Sites): California Division of Mines and Geology, DMG Open File Report Naeim, F. and Anderson, J. C., 1993, Classification and evaluation of earthquake records for design: Earthquake Engineering Research Institute, NEHRP Report. National Research Council, Committee of Earthquake Engineering, 1985, Liquefaction of Soils during Earthquakes: National Academy Press, Washington, D.C. Post-Tensioning Institute (PTI), 2004, Design of Post-Tensioned Slabs-on-Ground. 106 p.

46 Post-Tensioning Institute (PTI), 2007, Standard Requirements for Design of Shallow Post- Tensioned Concrete Foundations on Expansive Soils. 16 p. Robertson, P. K. and Wride, C. E., 1996, Cyclic Liquefaction and its Evaluation based on the SPT and CPT, Proceeding of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, NCEER Technical Report , p Robertson, P. K., 2014, Seismic liquefaction CPT-based methods: EERI 1 st Workshop on Geotechnical Earthquake Engineering Liquefaction Evaluation, Mapping, Simulation and Mitigation. UC San Diego Campus, 10/12/2014. Rymer, M.J., Treiman, J.A., Kendrick, K.J., Lienkaemper, J.J., Weldon, R.J., Bilham, R., Wei, M., Fielding, E.J., Hernandez, J.L., Olson, B.P.E., Irvine, P.J., Knepprath, N., Sickler, R.R., Tong,.X., and Siem, M.E., 2011, Triggered surface slips in southern California associated with the 2010 El Mayor-Cucapah, Baja California, Mexico, earthquake: U.S. Geological Survey Open-File Report and California Geological Survey Special Report 221, 62 p., available at /1333/. Seed, Harry B., Idriss, I. M., and Arango I., 1983, Evaluation of liquefaction potential using field performance data: ASCE Geotechnical Journal, Vol. 109, No. 3. Seed, Harry B., et al, 1985, Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations: ASCE Geotechnical Journal, Vol. 113, No. 8. Seed, R. B., Cetin, K. O., Moss, R. E. S., Kammerer, A. M., Wu, J., Pestana, J. M. Riemer, M. F., Sancio, R. B., Bray, J. D., Kayen, R. E., and Faris, A., 2003, Recent advances in soil liquefaction engineering: a unified and consistent framework: University of California, Earthquake Engineering Research Center Report , 71 p. Sharp, R. V., 1982, Tectonic setting of the Imperial Valley region: U.S. Geological Survey Professional Paper 1254, p Sylvester, A. G., 1979, Earthquake damage in Imperial Valley, California May 18, 1940, as reported by T. A. Clark: Bulletin of the Seismological Society of America, v. 69, no. 2, p Tokimatsu, K. and Seed H. B., 1987, Evaluation of settlements in sands due to earthquake shaking: ASCE Geotechnical Journal, v. 113, no. 8. U.S. Geological Survey (USGS), 1982, The Imperial Valley California Earthquake of October 15, 1979: Professional Paper 1254, 451 p. U.S. Geological Survey (USGS), 1990, The San Andreas Fault System, California, Professional Paper 1515.

47 U.S. Geological Survey (USGS), 1996, National Seismic Hazard Maps: available at U.S. Geological Survey (USGS), 2009, Earthquake Ground Motion Parameters, Version 5.0.9a: available at U.S. Geological Survey (USGS), 2013, US Seismic Design Maps Web Application, available at Wire Reinforcement Institute (WRI), 2003, Design of Slab-on-Ground Foundations, Tech Facts TF 700-R-03, 23 p. Youd, T. L., 2005, Liquefaction-induced flow, lateral spread, and ground oscillation, GSA Abstracts with Programs, Vol. 37, No. 7, p Youd, T. L. and Garris, C. T., 1995, Liquefaction induced ground surface disruption: ASCE Geotechnical Journal, Vol. 121, No. 11. Youd, T. L. and Wieczorek, G. F., Liquefaction During 1981 and Previous Earthquakes Near Westmorland California. U.S. Geological Survey Open-File Report Youd, T. L., Hansen, C. M., and Bartlett, S. F., 1995, Revised Multilinear Regression Equations of Prediction of Lateral Spread Displacement: Journal of Geotechnical and Geoenvironmental Engineering, Vol. 128, No. 12, p Youd, T. L. et. al., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils: Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 10, p Zimmerman, R. P., 1981, Soil survey of Imperial County, California, Imperial Valley Area: U.S. Dept. of Agriculture Soil Conservation Service, 112 p.

B-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS.

B-1 BORE LOCATION PLAN. EXHIBIT Drawn By: 115G BROOKS VETERINARY CLINIC CITY BASE LANDING AND GOLIAD ROAD SAN ANTONIO, TEXAS. N B-1 SYMBOLS: Exploratory Boring Location Project Mngr: BORE LOCATION PLAN Project No. GK EXHIBIT Drawn By: 115G1063.02 GK Scale: Checked By: 1045 Central Parkway North, Suite 103 San Antonio, Texas 78232