ML20261H461

WCS CISF - Revision 4 to Safety Analysis Report, Chapter 2, Attachment E, Geotechnical Investigation for WCS CISF

ML20261H461
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WCS Consolidated Interim Storage Facility Safety Analysis Report Revision 4 Attachment E Geotechnical Investigation for WCS CISF (347 pages)

Page E-1

February 18, 2020 Waste Control Specialists, LLC 17101 Preston Road, Suite 15 Dallas, Texas 75248 ATTENTION: Mr. Ben Mason, Director of Engineering bmason@wcstexas.com

Subject:

REPORT OF GEOTECHNICAL EXPLORATION Consolidated Interim Storage Facility Andrews, Texas GEOServices Project No. 31-151247.R2

Dear Mr. Mason:

We are submitting the results of the geotechnical exploration performed for the proposed Consolidated Interim Storage Facility (CISF) in Andrews, Texas. The geotechnical exploration was performed in accordance with GEOServices' Proposal No. 13-151124Rev1 dated June 23, 2015 and authorized by you.

The following report presents our findings and recommendations for the proposed construction of the Consolidated Interim Storage Facility project. Should you have any questions regarding this report, or if we can be of any further assistance, please contact us at your convenience.

Sincerely, GEOServices, LLC Derek K. Kilday, P.E. (TN) Dennis A. Huckaba, P.E.

Vice President Principal TX 99027 GEOServices, LLC l 5559 North Lee Highway, Cleveland, TN 37931 l Phone (423) 614-6471 Fax (423) 614-6479 l www.geoservicesllc.com

Submitted to:

REPORT OF GEOTECHNICAL Waste Control Specialists, LLC 17101 Preston Road, Suite 15 EXPLORATION Dallas, Texas 75248 CONSOLIDATED INTERIM STORAGE FACILITY (CISF)

ANDREWS, TEXAS Submitted by:

GEOServices, LLC 5559 N. Lee Highway Cleveland, Tennessee 37312 Phone (423) 614-6471 FAX (423) 614-6479 GEOSERVICES, LLC PROJECT NO. 31-151247.R2

TABLE OF CONTENTS Page

1.0 INTRODUCTION

.................................................................................................................................................1 1.1 PURPOSE .........................................................................................................................................................1 1.2 PROJECT INFORMATION AND SITE DESCRIPTION ........................................................................................1 1.3 SCOPE OF STUDY ...........................................................................................................................................3 2.0 EXPLORATION AND TESTING PROGRAMS ......................................................................................................4 2.1 FIELD EXPLORATION .......................................................................................................................................4 2.2 LABORATORY TEST PROGRAM ......................................................................................................................5 3.0 SITE CONDITIONS ..............................................................................................................................................7 3.1 GEOLOGIC CONDITIONS ................................................................................................................................7 3.2 SUBSURFACE CONDITIONS ............................................................................................................................7 3.2.1 Encountered Soils ....................................................................................................................................7 3.2.2 Subsurface Water ...................................................................................................................................8 3.2.3 Auger Refusal Conditions .......................................................................................................................8 3.2.4 General ....................................................................................................................................................9 3.2.5 Additional Provided Resources .............................................................................................................10

4.0 CONCLUSION

S AND RECOMMENDATIONS ..................................................................................................11 4.1 SITE ASSESSMENT.........................................................................................................................................11 4.2 SITE PREPARATION .......................................................................................................................................11 4.2.1 Subgrade ...............................................................................................................................................11 4.2.2 Structural Soil Fill ..................................................................................................................................12 4.3 FOUNDATIONS .............................................................................................................................................14 4.3.1 Administration Building Foundations ..................................................................................................14 4.3.1.1 Administration Building Settlement ........................................................................................15 4.3.1.2 Slabs-on-Grade (Administration Building)...............................................................................15 4.3.2 Transfer Facility (Cask Handling Building) Foundations .....................................................................16 4.3.2.1 Transfer Facility (Cask Handling Building) Settlement Analysis .............................................16 4.3.2.2 Slabs-on-Grade (Cask Handling Building) ................................................................................17 4.3.3 CISF Pad Foundations ...........................................................................................................................19 4.3.3.1 CISF Mat Foundation Recommendations ................................................................................18 4.3.3.2 CISF Settlement Analysis ..........................................................................................................19 4.3.4 Shear Wave Testing Results .................................................................................................................20 4.3.5 Liquefaction Potential...........................................................................................................................21 4.3.6 Seismic Densification Analysis ..............................................................................................................22 4.4 LATERAL EARTH PRESSURES .........................................................................................................................23 5.0 CONSTRUCTION CONSIDERATIONS ...............................................................................................................24 5.1 EXCAVATIONS ...............................................................................................................................................24 5.2 MOISTURE SENSITIVE SOILS .............................................................................................................. 24 5.3 DRAINAGE AND SURFACE WATER CONCERNS .................................................................................. 25 5.4 SINKHOLE CONSIDERATIONS ............................................................................................................. 26 6.0 LIMITATIONS....................................................................................................................................................27

APPENDICES APPENDIX A - Figures and Boring Logs APPENDIX B - Soil Laboratory Data APPENDIX C - Soil Site Characteristic Summary Table APPENDIX D - Static Elastic Modulus Calculation APPENDIX E - On-site Shear Wave Velocity Study APPENDIX F - Seismic Densification Analysis APPENDIX G - Sample Bearing Capacity Calculations APPENDIX H - Settlement Calculations for the CISF Pads and CHB

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020

1.0 INTRODUCTION

1.1 PURPOSE The purpose of this geotechnical exploration was to characterize the subsurface conditions for the design and construction of the Consolidated Interim Storage Facility (CISF) in Andrews, Texas.

This report provides recommendations for general site preparation, foundation design and slab-on-grade construction.

1.2 PROJECT DESCRIPTION The project site is located at the existing Waste Control Specialists (WCS) Andrews facility located at 9998 Highway 176 West in Andrews, Texas. The proposed construction will consist of a 200-acre storage facility. The Consolidated Interim Storage Facility (CISF) will consist of eight consolidated interim storage facilities, transfer facility (Cask Handling Building), and administration building. The scope of this exploration was limited to one of the consolidated interim storage facilities, the transfer facility, and the administration building.

Each of the consolidated interim storage facilities (CISF) are planned to be 280,000 square feet (800 feet by 350 feet) in size. We understand that each CISF will consist of a gravel pad with a number of smaller cast-in-place reinforced concrete mat foundations that will each hold 24 (3x8 array) storage casks when full loaded. The individual mat foundations measure approximately 7,425 square feet (55 feet by 135 feet). Based on the loading provided by Enercon, each of the casks will have a diameter of 11-4 and a height of just under 19 feet. The casks will have a maximum loaded weight of 360 kips. In addition to the weight of the casks, an operational and

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 occupancy live load of 200 psf will be utilized. Based on the provided loading, the mats will impart a bearing pressure of 4,500 psf or less to the underlying subgrade.

The transfer facility (Cask Handling Building) is a two-bay Important to Safety (ITS) - Category B steel structure. The Cask Handling Building measures 175 feet by 193 feet in plan dimension and has a height of 72 feet. The structure will have rail access to facilitate cask unloading operations, canister transfer operations, and other maintenance activities. Two overhead bridge cranes will be utilized within the structure to facilitate rail car unloading. Based on information provided by AECOM, we understand that the foundations for the proposed cask handling building will bear at a depth of 10 to 11 feet below existing grade. Based on the loading information provided, we understand that maximum service level bearing pressure of less than 3.5 kips per square foot (ksf) are expected, while maximum limit state bearing pressures will approach 5.5 ksf.

The administration building will be traditional commercial construction and will consist of a single-story steel frame construction with a slab-on-grade. At the time this report was prepared, the administration building had not yet been designed. However, based on our experience with similar structures, we anticipate maximum column loads of less than 75 kips and maximum wall loads of 2 to 4 kips per linear foot.

The 200-acre tract of land is currently undeveloped with the exception of access roads that cross from one property to the adjacent property. Based on information obtained from internet research, site elevations range from approximately 3,505 feet Mean Sea Level (MSL) along the eastern property boundary to approximately 3,490 feet MSL along the western property boundary. Based on the provided grading plan, we anticipate average cuts and fills on the order of three feet or less will be required for this project.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 1.3 SCOPE OF SERVICES This geotechnical exploration involved a site reconnaissance, field exploration, laboratory testing, and engineering analysis. The following sections of this report present discussions of the field exploration, laboratory testing programs, site conditions, and conclusions and recommendations.

Following the text of this report, figures, boring logs, and laboratory test results are provided in the appendices. Appendix A provides figures and boring logs. Appendix B provides laboratory tests performed and the results of these tests. Appendix C provides a summary table of the Site Soil Characteristics. Appendix D provides the static elastic modulus calculation. Appendix E provides the results of the on-site shear wave velocity study. Appendix F provides the seismic densification analysis calculations. Appendix G provides bearing capacity analyses and commentary. Appendix H provides the settlement analysis for the CISF pads and Cask Handling Building.

The scope of services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, subsurface water, or air, on, or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 2.0 EXPLORATION AND TESTING PROGRAMS 2.1 FIELD EXPLORATION The site subsurface conditions were explored with eighteen soil test borings. The following is a breakdown of the boring layout:

Number of STRUCTURE Boring Designation Borings TF-1 and TF-4 Proposed Transfer Facility 5 TF-2, TF-3, and TF-5 B-101 and B-111 CISF - Phase I 11 B-102 through B-110 Administration Building 2 AB-1 and AB-2 Table 1 - Boring Breakdown The boring locations and depths were selected by GEOServices. The borings were surveyed in the field by WCS personnel. Drilling was performed between July 13th and July 21th, 2015. The soil test borings were advanced using a Cannon skid rig (air rotary) and a CME-55 track rig. The drill crew worked in general accordance with ASTM D6151 (HSA Drilling). Sampling of overburden soils was accomplished using the standard penetration test procedure (ASTM D1586). The borings were backfilled with soil cuttings prior to leaving the site.

In split-spoon sampling, a standard 2-inch O.D. split-spoon sampler is driven into the bottom of the boring with a 140 pound hammer falling a distance of 30 inches. The number of blows required to advance the sampler the last 12 inches of the standard 18 inches of total penetration 4

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 is recorded as the Standard Penetration Resistance (N-value). These N-values are indicated on the boring logs at the testing depth, and provide an indication of the relative density of granular materials and strength of cohesive materials.

2.2 LABORATORY TEST PROGRAM Soil samples collected during drilling were transported to our laboratory for visual classification and laboratory testing. The following laboratory testing was performed on select samples to determine the various soil properties.

• Atterberg Limits (ASTM D4318): Three Atterberg Limits tests were performed. These tests help us to confirm our visual classifications according to the AASHTO Classification System and the Unified Soil Classification System (USCS). The plastic limit and liquid limit represent the moisture content at which a cohesive soil changes from a semi-solid to a plastic state and from a plastic state to liquid state, respectively.

• Natural Moisture Content (ASTM D2216): One-hundred thirty-four moisture content determinations were performed. The natural moisture content is defined as the ratio of the weight of water present in the soil to the dry weight of soil.

• 200 Wash Analysis (ASTM D1140): Nine particle size analyses were performed. The particle size analysis is used to determine the soil classification and determine drainage properties of the material.

• Resistivity of Soil (ASTM G187): Four soil resistivity tests were performed. The resistivity tests provide information related to corrosive properties of soil.

• Consolidated Undrained Triaxial Test (ASTM D4767): Consolidated undrained triaxial tests were planned, however, undisturbed Shelby tubes were not able to be performed due to the caliche 5

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 present. This test provides data useful in determining strength and deformation properties of cohesive soils.

• Standard Proctor Moisture-Density Tests (ASTM D698): One standard Proctor test was performed on a composite soil sample. This test provides information concerning the relationship between moisture content, compaction effort, and density.

• California Bearing Ratio (CBR) Tests (ASTM D1883): One CBR test was performed on a composite soil sample. This test provides a CBR value, which is used in pavement design to represent the support of the soil subgrade.

• Consolidation (ASTM D2435): Consolidation tests were originally planned, however, undisturbed Shelby tube samples could not be obtained due to the caliche. The test results are used to evaluate the settlement potential of the clay stratum.

The test results of the laboratory testing are presented in the Soil Data Summary enclosed in Appendix B.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 3.0 SITE CONDITIONS 3.1 GEOLOGIC CONDITIONS The WCS site is located over the north-central portion of a prominent subsurface structural feature known as the Central Basin Platform. The geologic formations of concern, beneath of the WCS facility comprise, from oldest to youngest, the Triassic Dockum Group, the Cretaceous Trinity Group Antlers Formation, the Late Tertiary Ogallala Formation, the Late Tertiary/Quaternary Gatuna Formation or Cenozoic Alluvium (note that the Gatuna Formation and Cenozoic Alluvium are sometimes used interchangeably), the Pleistocene windblown sands of the Blackwater Draw Formation, Holocene windblown sands and playa deposits. A regional hard caliche pedisol, termed the Caprock caliche, developed on all pre-Quaternary formations before the Blackwater Draw sands were deposited.

3.2 SUBSURFACE CONDITIONS 3.2.1 Encountered Soils The geologic profile for the CISF area consists of loose cover sands which overlay caliche, the Blackwater Draw, and Ogallala Formation. A combination of these materials was encountered in each of the eighteen soil test borings to auger refusal and/or boring termination depths ranging from 25 to 45 feet below the existing ground surface elevation.

Cover sands were encountered in five of the eighteen soil test borings (AB-2, B-101, B-102, B-103, TF-2, and TF-5) to depths ranging from 2.5 to 6.5 feet. These sands were generally loose to very loose in consistency. We anticipate that the cover sands will be encountered in other area 7

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 of the site as well. Clearing activities to access some of the boring locations likely removed some of the thinner layers of cover sands.

Beneath the cover sands, caliche with silty sands (SM) were encountered to auger refusal and/or boring termination depths ranging from 25 to 45 feet below the existing ground surface elevation. The N-values of the standard penetration resistance test (SPT) are used to evaluate the relative consistency or density of the subsurface soils. The N-values for the encountered soils ranged from 13 bpf to 100 blows per 1 inch of penetration, indicating a relative density of medium dense to very dense.

The natural moisture content of the sampled soils ranged from 2.5 to 9 percent. Atterberg limits testing on three selected residual samples revealed liquid limits (LL) ranging from 26 to 29 percent and each sample was non-plastic. Wash 200 tests performed on eight soil samples revealed 24 to 45 percent finer than the 200 sieve.

3.2.2 Subsurface Water Subsurface water was not observed in any of the soil test borings either during or at the completion of drilling activities. Subsurface water levels may fluctuate due to seasonal changes in precipitation amounts or due to construction activities in the area. The groundwater information presented in this report is the information that was collected at the time of our field activities.

3.2.3 Auger Refusal Conditions Auger refusal materials were encountered in four of the eighteen soil test borings (B-101, B-111, TF-1, and TF-4) at depths ranging from 37 to 45 feet below the existing ground surface elevation.

The remaining soil test borings were terminated at a depth of 25 feet prior to encountering 8

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 refusal materials. Refusal is a designation applied to any material that cannot be penetrated by the power auger. The following table presents the auger refusal depths. Auger refusals could indicate a number of materials, however, we understand that in the CISF area the altered portion of the Ogallala Formation, or the Caprock Caliche, is horizontally present across the entire CISF footprint. The caliche is present in various stages of development (Machette, 1985) both vertically and horizontally across the CISF site. The location of the well-developed (stage 3-5) caliche at the CISF is generally indicated by auger refusal in geotechnical borings. Based on this information, it appears the auger refusal materials consisted of stage 3-5 caliche. Rock coring was beyond the scope of this exploration, so the character and continuity of the refusal materials was not determined. The following table should be reviewed for auger refusal depths:

AUGER REFUSAL DEPTHS Location Refusal Depth (feet)

B-101 45 B-111 37 TF-1 40 TF-4 40 Table 2 - Auger Refusal Depths 3.2.4 General The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs included in Appendix A should be reviewed for specific information at individual boring locations. The depth and thickness of the subsurface strata indicated on the test records were generalized from and interpolated between boring locations. The transition between materials will be more or less gradual than indicated and may be abrupt. Information on actual subsurface conditions exists only at the specific test locations and is relevant to the time the exploration was performed. Variations may occur and should be 9

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 expected between boring locations. The stratification lines were used for our analytical purposes and, unless specifically stated otherwise, should not be used as the basis for design or construction cost estimates.

3.2.5 Additional Provided Resources As mentioned previously, of the eighteen borings performed for the CISF project only four of the borings encountered auger refusal. The auger refusal depths ranged from 37 to 45 feet below the ground surface (bgs). Industry standards would typically result in an extension of one or more of the borings to a greater depth. The purpose of the extension would be to obtain the soil parameters necessary for settlement analysis. In this case, shear wave surveys were performed in conjunction with the geotechnical exploration and shear wave velocities are provided to depths of 100 feet bgs.

Additionally, multiple previous geotechnical investigations have been performed on the WCS property as well as shear wave testing. The historical data outlined below was utilized to extend the soil profile and engineering parameters to a depth of 600 feet. This depth satisfies general industry guidance for settlement evaluation depth. The depth of 600 feet was selected as the termination depth due to encountering the Trujillo Sandstone Layer.

The section below outlines the previous studies which were utilized to extend the soil column to a depth of 600 feet. Additional information regarding the soil column development and soil parameters obtained for use in the settlement analysis are provided in Appendices C, D and H.

Provided Additional Documents:

1. AECOM. (2016). Site-Specific Seismic Hazard Evaluation and Development of Seismic Design Ground Motions, WCS Centralized Interim Storage Facility Project. Dated March 18, 2016.

2. WCS. (2007). (Waste Control Specialists LLC). Application for License to Authorize Near Surface Land Disposal of Low-Level Radioactive Waste. Dated March 2007.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020

4.0 CONCLUSION

S AND RECOMMENDATIONS 4.1 SITE ASSESSMENT The results of the subsurface exploration indicate that the site is adaptable for the proposed construction. However, as is the case with most sites, some inherent challenges are associated with this development of this site. These challenges include the presence of isolated zones of loose cover sands.

As mentioned previously, very loose to loose sands were encountered in five of the eighteen soil test borings (AB-2, B-101, B-102, B-103, TF-2, and TF-5) to depths ranging from 2.5 to 6.5 feet.

While we anticipate that foundation excavations would penetrate the majority of the loose cover sands, we anticipate that some undercutting of cover sands will be required were encountered in structural and roadway areas. Where undercutting is required, the depths of undercut and replacement materials should be provided by the geotechnical engineer of record during constructions. Based on the proposed foundation loads and bearing elevations, we anticipate the undercuts can be backfilled with caliche compacted to the requirements outlined in Section 4.2.2.

4.2 SITE PREPARATION 4.2.1 Subgrade All vegetation, organic soils, rock fragments greater than 6 inches, and other debris should be removed from the proposed construction area. The actual depth of removal should be determined by a representative of the geotechnical engineer at the time of construction.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 After completion of stripping operations and any required excavations to reach planned subgrade elevation, we recommend that the subgrade be proofrolled with a fully-loaded, tandem-axle dump truck or other pneumatic-tired construction equipment of similar weight. The geotechnical engineer or his representative should observe proofrolling. Areas to receive structural soil fill should also be proofrolled prior to the placement of any fill. Based on the results of the drilling activities, very loose to loose sands were encountered in five of the 18 soil test borings (AB-2, B-101, B-102, B-103,TF-2, and TF-5) to depths ranging from 2.5 to 6.5 feet. We anticipate that these soils encountered will perform unsatisfactorily during proofrolling activities. The project budget should include a contingency for required undercutting of the upper loose soils within the proposed building footprints and roadway sections and replacement with properly compacted fill.

4.2.2 Structural Soil Fill Characteristics of recommended fill soils and the placement and compaction criteria for fill are provided in the table on the following page. The results of our limited laboratory testing indicate that SOME of the on-site materials DO meet the criteria for reuse as structural fill. However, we recommend that the near surface silty sands NOT be reused as compacted fill. Therefore, dependent on grading requirements, some fill materials may need to be imported during grading. The grading contractor should include provisions in their bid for importing new soil materials and exporting excess materials.

The near surface fill materials consists of sands that contain more than 15 percent fines. Experience indicates these materials can be moisture sensitive and degrade rapidly under heavy rubber-tired equipment. Therefore, the contractor should be aware that if these materials will be reused as fill or are present at the subgrade level, some repairs of subgrades that degrade during the construction may be required prior to pavement construction.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 Prior to initiating grading activities, samples of proposed fill soils should be submitted for Atterberg limits and moisture-density relationship determination testing (i.e., standard Proctor). This testing typically requires at least 3 to 4 days to complete. To avoid delays during grading, samples of proposed fill materials (both on-site and off-site) should be collected during site preparation activities.

SUMMARY

OF RECOMMENDED FILL CRITERIA MATERIAL COMPACTION CHARACTERISTICS COMPACTION CONTROL TYPE PROCEDURES Maximum loose lift thickness - 6 inches Building and pavement areas:

Compaction requirement1: One test every 2,500 to 5,000 square feet per lift, The fill should be with a minimum of two Maximum gravel size - 1 inch compacted by making tests per lift Maximum gravel content - 30 multiple passes with an percent retained on a 3/4-inch appropriately sized Trench areas:

COARSE-sieve sheepsfoot roller. One test every 100 linear GRAINED Maximum allowable organic Compaction should be at feet per lift SOILS content - 5 percent by weight, least 95 percent of the (CALICHE) but no large roots should be standard Proctor maximum Minimum requirement:

allowed (ASTM D 698) Two tests per lift USCS Classification SP, SC, SM Moisture content for fill: (for preliminary planning only, our technician or At time of compaction - engineer should determine the within minus 2 and plus 2 actual test frequency) percent of the optimum moisture content 1

In addition, the fill must be stable under the influence of the compaction equipment. After the soil fill is properly placed and compacted, it will be advisable to limit the amount of heavy construction traffic on the soil subgrade.

Table 3 - Summary of Fill Criteria 13

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 4.3 FOUNDATION AND STRUCTURAL RECOMMENDATIONS 4.3.1 Administration Building Foundations The security and administration building will be traditional commercial construction and will consist of a single-story steel frame construction with a slab-on-grade. Foundations for the proposed construction will be supported on the underlying caliche with sand and/or properly compacted structural fill materials. The recommended preliminary allowable bearing capacity for design of the foundations is 3,000 pounds per square foot (psf) or less. A one-third increase in the allowable bearing capacity for all load conditions that include transient loads (wind, seismic, other short term loads) is permitted. The 33% increase in allowable bearing capacity (stress) can be applied to load combinations that consider transient loads in conjunction with dead loads. This increase in allowable stress cannot be applied solely to dead loads. We recommend that continuous foundations be a minimum of 18 inches wide and isolated spread footings be a minimum of 24 inches wide to reduce the possibility of a localized punching shear failure. All exterior footings should be designed to bear at least 36 inches below finished exterior grade.

Foundation excavations should be opened, the subgrade evaluated, remedial work performed, and concrete placed in an expeditious manner. Exposure to weather often reduces foundation support capabilities, thus necessitating remedial measures prior to concrete placement. It is also important that proper surface drainage be maintained both during construction (especially in terms of maintaining dry footing trenches) and after construction.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 4.3.1.1 Administration Building Settlement As mentioned previously, at the time this report was prepared the Administration Building was still being designed. Therefore detailed loading and foundations sizes were not available. Based on the conditions encountered in our borings, and the anticipated loading (maximum column loads of 75 kips or less) we anticipate that total settlements will be less 0.5 inches for the administration building. This is based on the assumption the foundations will bear in the caliche and sand matrix or newly placed structural soil fill. Once the building design is finalized these settlement calculations can be updated to include the actual foundation loads and sizes.

4.3.1.2 Slabs-on-Grade (Administration Building)

For slab-on-grade construction for the administration building, the site should be prepared as previously described. If moisture mitigation through the slab is a concern, we recommend that the subgrade be topped with a minimum 6-inch layer of crushed stone. A polyethylene vapor barrier is not required if the designer utilizes a dense graded aggregate base. If a dense aggregate base is not utilized a vapor barrier should be placed beneath the slab. The vapor barrier material should be in compliance with ASTM E 1745 and have a thickness of at least 10 mils (0.3 mm), as recommended by ACI 302.1R-04 Guide for Concrete Floor and Slab Construction. The vapor barrier material should be of sufficient strength and durability to resist puncture during reinforcing steel and concrete placement. Placement of the vapor barrier should be in accordance with manufacturers recommendations.

The subgrade should be proofrolled and approved prior to the placement of the crushed stone.

Based on the conditions encountered on this site, we recommend that the floor slabs be designed using a subgrade modulus of 150 pounds per cubic inch (pci). This subgrade modulus value is for small diameter loads (i.e., a 1 foot by 1 foot plate) and should be adjusted for wider loads such as large mat foundations.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 4.3.2 Transfer Facility (Cask Handling Building) Foundations The transfer facility (Cask Handling Building) is a two-bay ITS - Category B steel structure. The Cask Handling Building measures 175 feet by 193 feet in plan dimension and has a height of 72 feet. Based on information provided by AECOM, we understand that the foundations for the proposed cask handling building will bear at a depth of 10 to 11 feet below existing grade.

Foundations for the cask handling building will bear in the Caliche with Sand Matrix. The recommended allowable bearing capacity for the service level design of the foundations is 4,000 pounds per square foot (psf) or less. An allowable bearing pressure for limit state loadings of 6,000 psf can be utilized. This bearing pressure is based on a foundation bearing depth of 10 feet below grade. Should the foundation elevations be changed, the geotechnical engineer should be contacted to evaluate the bearing capacity and settlement at the new foundation elevation.

Bearing capacity calculations are provided in Appendix G of this report.

4.3.2.1 Transfer Facility (Cask Handling Building) Settlement Analysis Settlement analysis for the transfer facility was performed using the soil column outlined in Appendix D. The settlement calculation was performed utilizing Settle3 a finite difference software produced by RocScience. Settle3 allows for the input of the foundation loads for the entire footprint so that any stress overlaps between adjacent foundations can be analyzed. For the Cask Handling Building the service level loads shown on AECOM drawing WCS01-13-2001 dated December 24, 2019 were utilized for the analysis. Both a dead load sustained case and a seismic case were analyzed. The gross bearing pressures provided were used for the analysis. It should be noted that if the bearing pressure or bearing depth changes, the geotechnical engineer should be contacted to update the calculations. The results of the analysis are shown below. Detailed settlement calculations are provided in Appendix H.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 Load Combination Maximum Total Settlement Dead (1.0D) Less Than 0.25 inches Seismic (1.0D + 0.7E) Less Than 0.50 inches Table 4 - Summary of Cask Handling Building Settlement Results 4.3.2.2 Slabs-on-Grade (Cask Handling Building)

For slab-on-grade construction for the administration building, the site should be prepared as previously described. If moisture mitigation through the slab is a concern, we recommend that the subgrade be topped with a minimum 6-inch layer of crushed stone. A polyethylene vapor barrier is not required if the designer utilizes a dense graded aggregate base. If a dense aggregate base is not utilized a vapor barrier should be placed beneath the slab. The vapor barrier material should be in compliance with ASTM E 1745 and have a thickness of at least 10 mils (0.3 mm), as recommended by ACI 302.1R-04 Guide for Concrete Floor and Slab Construction. The vapor barrier material should be of sufficient strength and durability to resist puncture during reinforcing steel and concrete placement. Placement of the vapor barrier should be in accordance with manufacturers recommendations.

The subgrade should be proofrolled and approved prior to the placement of the crushed stone.

Based on the conditions encountered on this site, we recommend that the floor slabs be designed using a subgrade modulus of 150 pounds per cubic inch (pci). This subgrade modulus value is for small diameter loads (i.e., a 1 foot by 1 foot plate) and should be adjusted for wider loads such as large mat foundations. Once preliminary slab pressures are provided we can assist the structural engineer in adjusting the subgrade modulus values to account for wider loads. The procedure outlined in section 4.3.3.1 of this report can be utilized.

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Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 4.3.3 CISF Pad Foundations Each of the consolidated interim storage facilities (CISF) are planned to be 280,000 square feet (800 feet by 350 feet) in size. We understand that each CISF will consist of a gravel pad with a number of smaller cast-in-place reinforced concrete mat foundations that will each hold 24 (3x8 array) storage casks when full loaded. The individual mat foundations measure approximately 7,425 square feet (55 feet by 135 feet). The concrete mat foundation will measure 36 inches in thickness and bear at a depth of 4 feet below grade. The concrete mat foundation will be based on a minimum of 12 inches of dense graded aggregate.

As mentioned previously in the site assessment, loose cover sands are prevalent beneath the CISF site to depths of up to depths of up to 7.5 feet. Where encountered, these soils will have to be undercut and replaced with properly compacted caliche or crushed stone to provide adequate support of the proposed CISF pads. Provided the recommendations in the site assessment are followed, an allowable bearing pressure of 5 ksf can be utilized for design. Bearing capacity calculations are provided in Appendix G of this report.

4.3.3.1 CISF Mat Foundation Recommendations The CISF Pads experience a series of complex loadings due to the number of casks on the pads and the fact the casks are loaded individually onto the pads. The use of a single modulus of subgrade reaction (ks) for a mat with a loading of this complexity will not generate realistic deflections. In order to obtain realistic deflections with the complex loading, the subgrade modulus values must be adjusted to account for wider loads. To address this issue, GEOServices has worked with the structural engineer (Enercon) to adjust the subgrade modulus through an iterative process. The process proceeded as follows:

18

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020

1) The first iteration of the settlement analysis was performed using mat pressures provided by Enercon.

2) These pressures were used to develop a Settle3 model (finite difference software) with the end goal of formulating values of subgrade modulus (k). The program calculates settlements beneath the mat based on the pressures provided. The modulus values are calculated at distinct points by dividing pressure/settlement.

3) The resulting new values of subgrade modulus were then submitted to Enercon to be integrated into the GTSTRUDL analysis.

4) The next iteration combined the applied loads with a much more accurate estimate of soil response (calculate k-values) thus refining the mat pressure distribution.

5) The results of the refined GTSTRUDL analysis were then provided and used to update the pressures in the Settle3 model. The result was an updated set of subgrade modulus for the entire mat.

6) This iterative process was continued until model convergence (calculated soil modulus values and displacements did not change more than 10 percent between consecutive iterations) was achieved.

The analysis was performed on the four loading configurations shown on Figure 7-9 in Chapter 7 of the SAR. These configurations include fully loaded, quarter loaded, half loaded, and three quarter loaded. Plots showing the converged models and the subsequent subgrade modulus values are provided in Appendix H of this document.

4.3.3.2 CISF Settlement Analysis Settlement analysis for the CISF pads was performed using the soil column outlined in Appendix D.

The settlement calculation was performed utilizing Settle3 a finite difference software produced by RocScience. Settle3 allows for the input of the foundation loads for the entire footprint so that any 19

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 stress overlaps between adjacent foundations can be analyzed. For the CISF pads, the final pressures from the iterative process (designed to provide an accurate estimate of soils response beneath the mat) were utilized. For the CISF pads, a settlement distribution for each of the four loading configurations shown of Figure 7-9 in Chapter of SAR is provided. Additionally, due to the number of pads which will be installed in the CISF Area (18 total) and the spacing between pads (20 feet edge to edge) an additional case including four pads was analyzed. This analysis was performed to take into account any stress overlap between adjacent pads and provide the impacts in terms of settlement. In each instance the maximum total settlements were less than 0.75 inches. The comprehensive results of the analysis are provided in Appendix H of this document.

4.3.4 Shear Wave Testing Results We evaluated the site seismic class of the upper 100 feet to determine the seismic site class per the criteria in Table 1613.5.2 of the International Building Code (IBC, 2006/2012). The on-site shear wave velocity was determined using the refraction micro-tremor (ReMi) method. The testing used a Seismic Source DAQ Link II 24 seismograph and 10 Hz vertical geophones. The geophones were deployed along an approximately 300-foot long linear array and spaced on approximately 26-foot centers. Once the field data was collected, a computer model was used to determine the subsurface shear wave velocity profile. The test results are attached to this report.

The attached seismic velocity model displays the shear-wave velocity profiles for the upper 100 feet.

The results of the models revealed the following shear wave velocities.

20

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 Run 1 Run 2 Run 3 Run 4 Average Shear Shear Shear Shear Shear Depth Wave Wave Wave Wave Wave (feet)

Velocity Velocity Velocity Velocity Velocity (feet/sec) (feet/sec) (feet/sec) (feet/sec) (feet/sec) 0-5 820 1020 989 843 918 5 - 15 1107 985 978 1036 1027 15 - 25 1498 1302 1549 1432 1445 25 - 35 1498 2253 2120 1889 1940 35 - 55 2558 2731 2252 2058 2400 55 - 75 2228 1231 1417 2153 1757 75 - 100 2228 3205 3383 3322 3035 Table 5 - Summary of Shear Wave Velocity Results The location of each of the shear wave arrays as well as the plot for each individual run is provided in Appendix E of this report.

4.3.5 Liquefaction Potential Liquefaction occurs when soil, primarily saturated cohesionless soils, undergo a loss in strength due to monotonic, transient, or repeated disturbance that commonly occurs during a seismic event (Kramer 1996). This loss of strength occurs due to increased pore water pressures caused by an undrained condition. The increase in pore water pressure decreases the effective stress in the soil, thus reducing the soils ability to support any applied loads. For liquefaction to occur, there must be an increase in poor pressure meaning the soil must be saturated and be able to behave in an undrained condition. According to the NHI 2011 Reference Manual on LRFD Seismic Analysis and Design of Transportation Geotechnical Features and Structural Foundations, if any of the following criteria are satisfied then a significant liquefaction hazard does not exist:

21

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020

• The geologic materials underlying the site are either bedrock or have very low liquefaction susceptibility according to the relative susceptibility ratings shown in the Estimated Susceptibility of Sedimentary Deposits to Liquefaction During Strong Ground Motion table presented by Youd and Perkins in 1978.

• The soils below the groundwater table at the site are one of the following o Clayey soils which have a clay content greater than 15%, liquid limit greater than 35%, or natural water content less than 90% of the liquid limit.

o Sand with a minimum corrected SPT (N1)60 value of 30 blows/foot.

o The water table is deeper than 50 feet below the ground surface or proposed finished grade at the site.

Since groundwater was not encountered in any of the eighteen soil test borings and given that some of the borings penetrated as deep as 45 feet below the ground surface, it can be concluded that a liquefaction hazard does not exist for the subject development.

4.3.6 Seismic Densification Analysis While a liquefaction hazard does not exist for the subject project, there is a potential for settlement of the loose sands that exist in some areas of the CISF. According to Kramer (1996),

the tendency of sands to densify when subjected to earthquake shaking is well documented and occurs very rapidly. This densification is usually completed by the end of the earthquake.

Calculations were performed to determine the magnitudes of settlements/densification that could occur during an earthquake event using the Pradel method. The calculations show that the seismic densification for the design earthquake will be negligible (on the order of 0.02 inches or less). Detailed information regarding the calculation, results, and procedure can be found in Appendix F.

22

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 4.4 LATERAL EARTH PRESSURES At this time, we are not aware of planned retaining walls for the CISF project, however, we understand that some foundations may bear as deep as 10 to 11 feet below grade. Therefore, we are providing soil parameters and earth pressure coefficients for the materials we expect to be encountered on site as well as the potential backfill materials.

Unit Friction Earth Earth Pressure Condition Backfill Type Weight Angle Pressure (pcf) (deg.) Coefficient Silty Sands 95 27 0.376 Active (Ka)

Caliche 130 35 0.271 Silty Sands 95 27 0.546 At-Rest (Ko)

Caliche 130 35 0.426 Silty Sands 95 27 2.663 Passive (Kp)

Caliche 130 35 3.690 Table 6 - Earth Pressure Summary Note: In each instance the earth pressure coefficients provided are unfactored.

For rigid, cast-in-place concrete walls, a friction factor of 0.45 between foundation concrete and the bearing soils may be used when evaluating friction. If a stone leveling course is utilized beneath the foundation, a friction factor of 0.55 between foundation concrete and the dense graded aggregate base may be used when evaluating friction.

23

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 5.0 CONSTRUCTION CONSIDERATIONS 5.1 EXCAVATIONS Auger refusal materials were encountered in four of the 18 soil test borings (B-101, B-111, TF-1, and TF-4) at depths ranging from 37 to 45 feet below the existing ground surface elevation.

Typically, soils penetrated by augers can be removed with conventional earthmoving equipment.

However, excavation equipment varies, and field refusal conditions may vary. Some of the very dense caliche may require difficult excavation techniques such as ripping, prior to excavation.

Excavations should be sloped or shored in accordance with local, state, and federal regulations, including OSHA (29 CFR Part 1926) excavation trench safety standards. The contractor is usually solely responsible for site safety. This information is provided only as a service and under no circumstances should GEOServices be assumed to be responsible for construction site safety.

5.2 FOUNDATION CONSTRUCTION Foundation excavations should be opened, the subgrade evaluated, remedial work performed, and concrete placed in an expeditious manner. Exposure to weather often reduces foundation support capabilities, thus necessitating remedial measures prior to concrete placement. It is also important that proper surface drainage be maintained both during construction (especially in terms of maintaining dry footing trenches) and after construction. Soil backfill for footings should be placed in accordance with the recommendations for structural fill presented herein.

24

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 Foundation subgrade observations should be performed by a GEOServices geotechnical engineer, or his qualified representative, so that the recommendations provided in this report are consistent with the site conditions encountered. A dynamic cone penetrometer (DCP) is commonly utilized to provide information that is compared to the data obtained in the geotechnical report. Where unacceptable materials are encountered, the material should be excavated to stiff, suitable soils or remediated at the geotechnical engineer's direction. Typical remedial measures consist of undercutting, overexcavation, or combinations thereof.

5.3 MOISTURE SENSITIVE SOILS The upper fine-grained soils encountered at this site will be sensitive to disturbances caused by construction traffic and changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. Construction traffic patterns should be varied to prevent the degradation of previously stable subgrade.

In addition, soils which become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather. Climate data for Andrews, Texas, obtained from Weatherbase indicate in the following table the average monthly precipitation. The average amount of precipitation does not vary much throughout the year.

25

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 PRECIPITATION AVERAGES Monthly Precipitation Monthly Precipitation Month Month Average (Inches) Average (Inches)

January 0.7 July 1.9 February 0.5 August 1.5 March 0.3 September 1.5 April 0.9 October 1.8 May 2.1 November 0.4 June 1.6 December 0.6 Table 7 - Average Monthly Precipitation 5.4 DRAINAGE AND SURFACE WATER CONCERNS To reduce the potential for undercut activities, water should not be allowed to collect in the foundation excavations, on floor slab areas, or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, subsurface water, or surface runoff. Positive site surface drainage should be provided to reduce infiltration of surface water around the perimeter of the buildings and beneath the floor slab. The grades should be sloped away from the buildings and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the buildings.

26

Report of Geotechnical Exploration GEOServices Project No. 31-151247.R2 WCS Consolidated Interim Storage Facility - Andrews, Texas February 18, 2020 6.0 LIMITATIONS This report has been prepared in accordance with generally accepted geotechnical engineering practice for specific application to this project. This report is for our geotechnical work only, and no environmental assessment efforts have been performed. The conclusions and recommendations contained in this report are based upon applicable standards of our practice in this geographic area at the time this report was prepared. No other warranty, express or implied, is made.

The analyses and recommendations submitted herein are based, in part, upon the data obtained from the exploration. The nature and extent of variations between the borings will not become evident until construction. We recommend that GEOServices be retained to observe the project construction in the field. GEOServices cannot accept responsibility for conditions which deviate from those described in this report if not retained to perform construction observation and testing. If variations appear evident, then we will re-evaluate the recommendations of this report. In the event that any changes in the nature, design, or location of the structures are planned, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and conclusions modified or verified in writing. Also, if the scope of the project should change significantly from that described herein, these recommendations may have to be re-evaluated.

27

APPENDICES APPENDIX A Figures and Boring Logs

Approximate Site Location Site Vicinity Plan WCS Consolidated Interim Storage Facility WCS Andrews, Texas DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) Aerial Provided by: Google Earth Pro, (02/12/2014) FIGURE:

1

Approximate Site Location USGS Site Vicinity Plan WCS Consolidated Interim Storage Facility WCS Andrews, Texas DATE:

08/10/2015 GEOS Project No.

31-151247 Source Provided by: MYTOPO FIGURE:

2

Boring Location Plan WCS Consolidated Interim Storage Facility WCS Andrews, Texas DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) Site Source Provided by: WCS, (06/12/2015) 3) Do Not use Boring Locations for determinations of Distance or Quantities Boring Location & Identifier FIGURE:

2) Boring Locations are shown in general arrangement only 3

B-108 B-109 B-110 B-111 Boring Location Plan B-105 B-106 B-107 WCS Consolidated Interim Storage Facility B-101 B-102 B-103 B-104 WCS AB-2 Andrews, Texas TF-3 TF-4 AB-1 TF-5 TF-1 TF-2 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) Site Source Provided by: WCS, (06/12/2015) 3) Do Not use Boring Locations for determinations of Distance or Quantities Boring Location & Identifier FIGURE:

2) Boring Locations are shown in general arrangement only 4

Cross Section-Location Plan D'

B-108 B-109 B-110 B-111 D

WCS Consolidated Interim Storage Facility C'

B-105 B-106 B-107 C

WCS A' B B-101 B-102 B-103 B-104 B'

E' Andrews, Texas AB-2 F TF-3 TF-4 AB-1 TF-5 A TF-1 TF-2 E F' DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) Site Source Provided by: WCS, (06/12/2015) 3) Do Not use Boring Locations for determinations of Distance or Quantities Boring Location & Identifier Cross Section line (Start - End') FIGURE:

2) Boring Locations are shown in general arrangement only 5

A A' AB-1 AB-2 0 0 N=48 N=9 N=52 N=23 5 5 N=39 N=29 N=43 N=37 ELEVATION (FEET) ELEVATION (FEET) 10 10 Boring Cross-Secon N=19/4" N=55 15 15 WCS Consolidated Interim Storage Facility WCS N=21/3" N=52 20 20 N=24/4" N=50/4" Andrews, Texas 25 25 B.T. B.T.

25' 25' 30 30 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) B.T. = Boring Terminaon 3) Not To Scale FIGURE:

2) A.R. = Auger Refusal 6

B B' B-101 B-102 B-103 B-104 0 0 N=19 N=10 N=7 N=37/3" N=8 N=48/3" N=13 N=43/3" 5 5 N=22 N=46 N=16 N=39 N=78 N=55 N=66 N=71 10 10 N=98 N=37/3" N=45/5" N=76 15 15 N=55 N=20/3" N=66 N=78 ELEVATION (FEET) ELEVATION (FEET) 20 20 N=89 N=24/3" N=56 N=62 Boring Cross-Section 25 25 WCS Consolidated Interim Storage Facility B.T. B.T. B.T.

N=64/2" 25' 25' 25' WCS 30 30 N=50/2" N=74/2" Andrews, Texas 35 35 N=81/3" 40 40 N=80/2" 45 45 A.R.

45' 50 50 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) B.T. = Boring Termination 3) Not To Scale FIGURE:

2) A.R. = Auger Refusal 7

C C' B-105 B-106 B-107 0 0 N=50/4" N=59 N=50/4" N=22 N=58 5 5 N=32 N=37 N=36 N=56 N=52 N=73 ELEVATION (FEET) ELEVATION (FEET) 10 10 N=>60 N=50/5" N=50/6" Boring Cross-Section 15 15 WCS Consolidated Interim Storage Facility N=>40 N=50/6" N=50/6" WCS 20 20 Andrews, Texas N=>65 N=50/5" N=50/5" 25 25 B.T. B.T. B.T.

25' 25' 25' 30 30 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) B.T. = Boring Termination 3) Not To Scale FIGURE:

2) A.R. = Auger Refusal 8

D D' B-108 B-109 B-110 B-111 0 0 N=15 N=54 N=43 N=89 N=25 N=39 N=36 N=28 5 5 N=37 N=42 N=15 N=52 N=23/5" N=40 N=42 N=51 10 10 N=30/4" N=47/3" N=50 N=60 15 15 N=39/3" N=40 N=40 N=90 ELEVATION (FEET) ELEVATION (FEET) 20 20 N=58/5" N=63 N=84 N=65 Boring Cross-Section 25 25 WCS Consolidated Interim Storage Facility B.T. B.T. B.T.

25' 25' 25' N=66 WCS 30 30 N=79 Andrews, Texas 35 35 A.R.

37' 40 40 45 45 50 50 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) B.T. = Boring Termination 3) Not To Scale FIGURE:

2) A.R. = Auger Refusal 9

E E' TF-1 TF-5 TF-4 0 0 N=39 N=22 N=60 N=65 N=19 N=34 5 5 N=32 N=5 N=50 N=48 N=63 N=59 10 10 N=32/3" N=106 N=47/2" 15 15 N=26/3" N=97 N=51/2" ELEVATION (FEET) ELEVATION (FEET) 20 20 N=36 N=86 N=85 Boring Cross-Section 25 25 WCS Consolidated Interim Storage Facility B.T.

N=22/3" 25' N=47/3" WCS 30 30 N=76/5" N=100/4" Andrews, Texas 35 35 N=100/4" N=100/1" 40 40 A.R. A.R.

40' 40' 45 45 50 50 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) B.T. = Boring Termination 3) Not To Scale FIGURE:

2) A.R. = Auger Refusal 10

F F' TF-3 TF-5 TF-2 0 0 N=17 N=22 N=4 N=21 N=19 N=22 5 5 N=36 N=5 N=25 N=85 N=63 N=97 ELEVATION (FEET) ELEVATION (FEET) 10 10 N=73 N=106 N=25/2" Boring Cross-Section 15 15 WCS Consolidated Interim Storage Facility N=83 N=97 N=>70 WCS 20 20 Andrews, Texas N=97 N=86 N=64 25 25 B.T. B.T. B.T.

25' 25' 25' 30 30 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) B.T. = Boring Termination 3) Not To Scale FIGURE:

2) A.R. = Auger Refusal 11

Consolidated Interim Storage Facility LOG OF BORING B-101 Andrews, Texas SHEET 1 OF 3 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-101 LOGGED BY Sammy Joe Allison DATE July 21, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: Yes DEPTH 45.0 FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 45.0 FT. 13.7 M ELEV. FT.

TOP OF ROCK DEPTH 45.0 FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 45.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M 3-12-7 1.0 2.5 1 SS 3.6 N=19 2.5 -2.5 Silty SAND (SM) with caliche - brown; fine 5-5-3 3.0 4.5 2 SS 3.9 grained; loose and medium dense; dry N=8 5.0 -5.0 4-10-12 5.0 6.5 3 SS 6.5 N=22 7.5 -7.5 17-30-48 8.0 9.5 4 SS 7.8 N=78 10.0 -10.0 12.5 -12.5 Silty SAND (SM) with caliche - orangish brown; 30-59-39 13.0 14.5 5 SS 6.7 fine grained; very dense; dry N=98 15.0 -15.0 17.5 -17.5 20-24-31 18.0 19.5 6 SS 5.7 N=55 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-101 Andrews, Texas SHEET 2 OF 3 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-101 LOGGED BY Sammy Joe Allison DATE July 21, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: Yes DEPTH 45.0 FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 45.0 FT. 13.7 M ELEV. FT.

TOP OF ROCK DEPTH 45.0 FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 45.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 23-34-55 23.0 24.5 7 SS 5.7 N=89 25.0 -25.0 27.5 -27.5 28.0 28.7 8 SS 42-64/2" N=64/2" 30.0 -30.0 Silty SAND (SM) with caliche - orangish brown; fine grained; very dense; dry 31.0 31.2 9 SS N=50/2" 5.7 32.5 -32.5 33.0 33.2 10 SS N=74/2" 7.7 35.0 -35.0 37.5 -37.5 38.0 38.3 11 SS N=81/3" 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-101 Andrews, Texas SHEET 3 OF 3 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-101 LOGGED BY Sammy Joe Allison DATE July 21, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: Yes DEPTH 45.0 FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 45.0 FT. 13.7 M ELEV. FT.

TOP OF ROCK DEPTH 45.0 FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 45.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 42.5 -42.5 Silty SAND (SM) with caliche - orangish brown; fine grained; very dense; dry 43.0 43.2 12 SS N=80/2" 45.0 -45.0 AUGER REFUSAL AT 45 FEET 47.5 -47.5 50.0 -50.0 52.5 -52.5 55.0 -55.0 57.5 -57.5 60.0 -60.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-102 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-102 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M 7-6-4 1.0 2.5 1 SS 3.4 N=10 Silty SAND (SM) with caliche - brown; fine 2.5 -2.5 grained; loose to very dense; dry 10-48/3" 3.0 3.8 2 SS 2.8 N=48/3" 5.0 -5.0 16-26-20 5.0 6.5 3 SS 2.9 N=46 7.5 -7.5 Silty SAND (SM) with caliche - light brown; fine grained; dense to very dense; dry 25-28-27 8.0 9.5 4 SS 4.0 N=55 10.0 -10.0 12.5 -12.5 34-37/3" 13.0 13.8 5 SS 6.0 N=37/3" 15.0 -15.0 Silty SAND (SM) with caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 43-20/3" 18.0 18.8 6 SS 5.8 N=20/3" 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-102 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-102 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with caliche - orangish brown; fine grained; very dense; dry 26-24/3" 23.0 23.8 7 SS 2.9 N=24/3" 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-103 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-103 LOGGED BY Sammy Joe Allison DATE July 17, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 2-3-4 1.0 2.5 1 SS 26 NP 4.3 grained; loose; dry N=7 2.5 -2.5 8-5-8 3.0 4.5 2 SS 4.8 N=13 5.0 -5.0 7-7-9 5.0 6.5 3 SS 5.8 N=16 7.5 -7.5 16-27-39 8.0 9.5 4 SS 7.1 N=66 Silty SAND (SM) with caliche - light brown; fine 10.0 -10.0 grained; medium dense to very dense; dry 12.5 -12.5 23-35-45/5" 13.0 14.4 5 SS 6.3 N=45/5" 15.0 -15.0 17.5 -17.5 Silty SAND (SM) with trace caliche - orangish 17-26-40 brown; fine grained; very dense; dry 18.0 19.5 6 SS 6.1 N=66 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-103 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-103 LOGGED BY Sammy Joe Allison DATE July 17, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 17-23-33 23.0 24.5 7 SS 4.5 N=56 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-104 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-104 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 2-32-37/3" 1.0 2.3 1 SS 3.1 grained; very dense; dry N=37/3" 2.5 -2.5 64-43/3" 3.0 3.8 2 SS 2.5 N=43/3" 5.0 -5.0 13-18-21 5.0 6.5 3 SS 4.1 N=39 Silty SAND (SM) with caliche - light brown; fine grained; very dense; dry 7.5 -7.5 17-26-45 8.0 9.5 4 SS 6.9 N=71 10.0 -10.0 12.5 -12.5 18-33-43 13.0 14.5 5 SS 6.0 N=76 15.0 -15.0 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 23-28-50 18.0 19.5 6 SS 4.6 N=78 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-104 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-104 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 15-23-39 23.0 24.5 7 SS 3.1 N=62 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-105 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-105 LOGGED BY Sammy Joe Allison DATE July 15, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 6-50/4" 1.0 1.8 1 SS 3.3 grained; very dense; dry N=50/4" 2.5 -2.5 5.0 -5.0 10-14-18 5.0 6.5 2 SS 5.3 N=32 7.5 -7.5 14-27-29 8.0 9.5 3 SS 8.1 N=56 10.0 -10.0 Silty SAND (SM) with caliche - orangish brown; fine grained; dense to very dense; dry 12.5 -12.5 13.0 13.5 4 SS 60+ 4.8 N=>60 15.0 -15.0 17.5 -17.5 30-40+

18.0 19.0 5 SS 4.1 N=>40 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-105 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-105 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with caliche - orangish brown; fine grained; dense to very dense; dry 23.0 23.5 6 SS 65+

N=>65 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-106 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-106 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 13-33-26 1.0 2.5 1 SS 4.5 grained; very dense; dry N=59 2.5 -2.5 9-14-8 3.0 4.5 2 SS 3.9 N=22 5.0 -5.0 11-16-21 5.0 6.5 3 SS 3.9 N=37 Silty SAND (SM) with trace caliche - light brown; 7.5 -7.5 fine grained; medium dense to very dense; dry 7-19-33 8.0 9.5 4 SS 5.3 N=52 10.0 -10.0 12.5 -12.5 33-50/5" 13.0 13.9 5 SS 6.7 N=50/5" 15.0 -15.0 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 25-35-50/6" 18.0 19.5 6 SS 6.8 N=50/6" 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-106 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-106 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 12-37-50/5" 23.0 24.4 7 SS 6.2 N=50/5" 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-107 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-107 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 7-50/4" 1.0 1.8 1 SS 5.3 grained; very dense; dry N=50/4" 2.5 -2.5 7-25-33 3.0 4.5 2 SS 4.5 N=58 5.0 -5.0 9-16-20 5.0 6.5 3 SS 4.1 N=36 Silty SAND (SM) with trace caliche - light brown; fine grained; very dense; dry 7.5 -7.5 22-32-41 8.0 9.5 4 SS 5.7 N=73 10.0 -10.0 12.5 -12.5 31-50/6" 13.0 14.0 5 SS 7.2 N=50/6" 15.0 -15.0 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 16-32-50/6" 18.0 19.5 6 SS 6.3 N=50/6" 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-107 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-107 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 15-32-50/5" 23.0 24.4 7 SS 4.2 N=50/5" 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-108 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-108 LOGGED BY Sammy Joe Allison DATE July 15, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M 1-5-10 1.0 2.5 1 SS 4.9 N=15 Silty SAND (SM) with caliche - brown to light 2.5 -2.5 brown; fine grained; medium dense; dry 2-9-16 3.0 4.5 2 SS 4.9 N=25 5.0 -5.0 10-17-20 5.0 6.5 3 SS 6.0 N=37 7.5 -7.5 14-32-23/5" 8.0 9.4 4 SS 6.3 N=23/5" 10.0 -10.0 Silty SAND (SM) with caliche - orangish brown; 12.5 -12.5 fine grained; dense to very dense; dry 22-30/4" 13.0 13.8 5 SS 8.4 N=30/4" 15.0 -15.0 17.5 -17.5 38-39/3" 18.0 18.8 6 SS 6.6 N=39/3" 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-108 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-108 LOGGED BY Sammy Joe Allison DATE July 15, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with caliche - orangish brown; fine grained; dense to very dense; dry 23.0 23.4 7 SS N=58/5" 6 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-109 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-109 LOGGED BY Sammy Joe Allison DATE July 15, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 3-31-23 grained; very dense; dry 1.0 2.5 1 SS 3.4 N=54 2.5 -2.5 6-15-24 3.0 4.5 2 SS 4.2 N=39 5.0 -5.0 10-18-24 5.0 6.5 3 SS 3.8 N=42 Silty SAND (SM) with caliche - light brown; fine grained; dense to very dense; dry 7.5 -7.5 29-40+

8.0 9.0 4 SS 3.2 N=>40 10.0 -10.0 12.5 -12.5 47/3" 13.0 13.3 5 SS 8.5 N=47/3" 15.0 -15.0 Silty SAND (SM) with caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 42-40+

18.0 18.7 6 SS 6.3 N=>40 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-109 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-109 LOGGED BY Sammy Joe Allison DATE July 15, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with caliche - orangish brown; 32-33-30 fine grained; very dense; dry 23.0 24.5 7 SS 4.7 N=63 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-110 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-110 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 4-27-16 1.0 2.5 1 SS 29 NP 5.0 grained; dense; dry N=43 2.5 -2.5 14-18-18 3.0 4.5 2 SS 4.7 N=36 5.0 -5.0 8-7-6 5.0 6.5 3 SS 6.0 N=15 7.5 -7.5 9-14-28 8.0 9.5 4 SS 8.9 N=42 Silty SAND (SM) with caliche - light brown; fine grained; medium dense to very dense; dry 10.0 -10.0 12.5 -12.5 23-50+

13.0 14.0 5 SS 7.1 N=>50 15.0 -15.0 17.5 -17.5 Silty SAND (SM) with caliche - orangish brown; 36-40+ fine grained; very dense; dry 18.0 19.0 6 SS 5.1 N=>40 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-110 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-110 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with caliche - orangish brown; fine grained; very dense; dry 20-32-52 23.0 24.5 7 SS 4.4 N=84 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-111 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-111 LOGGED BY Sammy Joe Allison DATE July 20, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: Yes DEPTH 37.0 FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 37.0 FT. 11.3 M ELEV. FT.

TOP OF ROCK DEPTH 37.0 FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 37.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 5-24-65 1.0 2.5 1 SS 6.7 grained; very dense; dry N=89 2.5 -2.5 15-16-12 3.0 4.5 2 SS 4.5 N=28 5.0 -5.0 12-19-33 5.0 6.5 3 SS 5.2 N=52 Silty SAND (SM) with trace caliche - light brown; 7.5 -7.5 fine grained; medium dense to very dense; dry 14-19-32 8.0 9.5 4 SS 4.3 N=51 10.0 -10.0 12.5 -12.5 35-60+

13.0 14.0 5 SS 6.6 N=>60 15.0 -15.0 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 32-90+

18.0 19.0 6 SS 5.8 N=>90 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING B-111 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION B-111 LOGGED BY Sammy Joe Allison DATE July 20, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: Yes DEPTH 37.0 FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 37.0 FT. 11.3 M ELEV. FT.

TOP OF ROCK DEPTH 37.0 FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 37.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 37-65+

23.0 24.0 7 SS 6 N=>65 25.0 -25.0 27.5 -27.5 34-33-33 Silty SAND (SM) with trace caliche - orangish 28.0 29.5 8 SS 4.3 N=66 brown; fine grained; very dense; dry 30.0 -30.0 32.5 -32.5 24-31-48 33.0 34.5 9 SS 2.5 N=79 35.0 -35.0 AUGER REFUSAL AT 37 FEET 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING AB-1 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION AB-1 LOGGED BY Sammy Joe Allison DATE July 15, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 20-32-16 1.0 2.5 1 SS 3.3 grained; dense; dry N=48 2.5 -2.5 22-30-22 3.0 4.5 2 SS N=52 3.9 Silty SAND (SM) with caliche - light brown; fine grained; very dense; dry 5.0 -5.0 13-20-19 5.0 6.5 3 SS 6.7 N=39 7.5 -7.5 13-19-24 8.0 9.5 4 SS 6.2 N=43 10.0 -10.0 Silty SAND (SM) with caliche - orangish brown; fine grained; dense to very dense; dry 12.5 -12.5 16-19-19/4" 13.0 14.3 5 SS 4.3 N=19/4" 15.0 -15.0 17.5 -17.5 Silty SAND (SM) with trace caliche - orangish 29-21/3" 18.0 18.8 6 SS 4.9 brown; fine grained; very dense; dry N=21/3" 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING AB-1 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION AB-1 LOGGED BY Sammy Joe Allison DATE July 15, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 26-24/4" 23.0 23.8 7 SS 3.2 N=24/4" 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING AB-2 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION AB-2 LOGGED BY Sammy Joe Allison DATE July 13, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - brown; fine 4-4-5 1.0 2.5 1 SS 4.8 grained; loose; dry N=9 2.5 -2.5 10-10-13 3.0 4.5 2 SS 5.7 N=23 Silty SAND (SM) with caliche - light brown; fine 5.0 -5.0 grained; medium dense; dry 11-12-17 5.0 6.5 3 SS 5.5 N=29 7.5 -7.5 10-17-20 8.0 9.5 4 SS 3.7 N=37 Silty SAND (SM) with trace caliche - orangish brown; dense; dry 10.0 -10.0 12.5 -12.5 7-25-30 13.0 14.5 5 SS 3.4 N=55 15.0 -15.0 Silty SAND (SM) with caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 16-22-30 18.0 19.5 6 SS 3.1 N=52 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING AB-2 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION AB-2 LOGGED BY Sammy Joe Allison DATE July 13, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with caliche - orangish brown; fine grained; very dense; dry 38-50/4" 23.0 23.8 7 SS N=50/4" 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-1 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-1 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: Yes DEPTH 40.0 FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 40.0 FT. 12.2 M ELEV. FT.

TOP OF ROCK DEPTH 40.0 FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 40.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - grayish brown 4-24-15 1.0 2.5 1 SS 3.0 and brown; fine grained; dense; dry N=39 2.5 -2.5 24-38-27 3.0 4.5 2 SS 2.8 N=65 5.0 -5.0 11-12-20 5.0 6.5 3 SS 4.8 N=32 Silty SAND (SM) with caliche -light brown to brown; fine grained; very dense to dense; dry 7.5 -7.5 20-20-28 8.0 9.5 4 SS 2.8 N=48 10.0 -10.0 12.5 -12.5 20-48-32/3" 13.0 14.3 5 SS 5.8 N=32/3" 15.0 -15.0 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 26-48-26/3" 18.0 19.3 6 SS 5.4 N=26/3" 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-1 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-1 LOGGED BY Sammy Joe Allison DATE July 21, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: Yes DEPTH 40.0 FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 40.0 FT. 12.2 M ELEV. FT.

TOP OF ROCK DEPTH 40.0 FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 40.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 15-16-20 23.0 24.5 7 SS 2.7 N=36 25.0 -25.0 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 27.5 -27.5 28-50-22/3" 28.0 29.3 8 SS 3.0 N=22/3" 30.0 -30.0 32.5 -32.5 33.0 33.4 10 SS N=76/5" 3.7 35.0 -35.0 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 37.5 -37.5 38.0 38.3 11 SS N=100/4" 4.6 40.0 -40.0 AUGER REFUSAL AT 40 FEET REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-2 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-2 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with trace caliche - brown; fine 1-2-2 1.0 2.5 1 SS 28 NP 4.3 grained; very loose; dry N=4 2.5 -2.5 9-11-11 3.0 4.5 2 SS 4.8 N=22 5.0 -5.0 8-10-15 5.0 6.5 3 SS 3.9 N=25 Silty SAND (SM) with trace caliche - light brown; fine grained; medium dense to very dense; dry 7.5 -7.5 15-40-57 8.0 9.5 4 SS 6.7 N=97 10.0 -10.0 12.5 -12.5 25-55-25/2" 13.0 14.2 5 SS 5.9 N=25/2" 15.0 -15.0 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 23-70+

18.0 18.8 6 SS 5.9 N=>70 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-2 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-2 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 8-29-35 23.0 24.5 7 SS 4.2 N=64 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-3 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-3 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - grayish brown; 11-9-8 1.0 2.5 1 SS 4.3 fine grained; medium desne; dry N=17 2.5 -2.5 17-11-10 3.0 4.5 2 SS 4.6 N=21 Silty SAND (SM) with caliche - brown; fine 5.0 -5.0 grained; very dense to dense; dry 14-16-20 5.0 6.5 3 SS 3.9 N=36 7.5 -7.5 17-37-48 8.0 9.5 4 SS 5.5 N=85 10.0 -10.0 12.5 -12.5 Silty SAND (SM) with trace caliche - orangish 18-28-45 13.0 14.5 5 SS 9.0 brown; fine grained; very dense; dry N=73 15.0 -15.0 17.5 -17.5 17-33-50 18.0 19.5 6 SS 4.5 N=83 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-3 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-3 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 34-37-60 23.0 24.5 7 SS 3.8 N=97 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-4 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-4 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: Yes DEPTH 40.0 FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 40.0 FT. 12.2 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 40.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - grayish brown; 4-40-20 1.0 2.5 1 SS 3.7 fine grained; very dense; dry N=60 2.5 -2.5 18-18-16 3.0 4.5 2 SS 3.9 N=34 5.0 -5.0 Silty SAND (SM) with trace caliche - light brown; 20-20-30 fine grained; dense to very dense; dry 5.0 6.5 3 SS 6.6 N=50 7.5 -7.5 14-24-35 8.0 9.5 4 SS 7.4 N=59 10.0 -10.0 12.5 -12.5 20-35-47/2" 13.0 14.2 5 SS N=47/2" 5.2 Silty SAND (SM) with trace caliche - brown; fine grained; very dense; dry 15.0 -15.0 17.5 -17.5 19-34-51/2" 18.0 19.2 6 SS 4.3 N=51/2" 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-4 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-4 LOGGED BY Sammy Joe Allison DATE July 21, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: Yes DEPTH 40.0 FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 40.0 FT. 12.2 M ELEV. FT.

TOP OF ROCK DEPTH 40.0 FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 40.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 20-34-51 23.0 24.5 7 SS 3.9 N=85 25.0 -25.0 Silty SAND (SM) - orangish brown; fine grained; very dense; dry 27.5 -27.5 62-47/3" 28.0 28.8 8 SS 6.5 N=47/3" 30.0 -30.0 32.5 -32.5 33.0 33.3 9 SS N=100/4" 3.3 35.0 -35.0 Silty SAND (SM) - orangish brown; fine grained; very dense; dry 37.5 -37.5 38.0 38.1 10 SS N=100/1" 3.5 40.0 -40.0 AUGER REFUSAL AT 40 FEET REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-5 Andrews, Texas SHEET 1 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-5 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M Silty SAND (SM) with caliche - grayish brown; 18-10-12 1.0 2.5 1 SS 4.6 fine grained; medium dense; dry N=22 2.5 -2.5 6-11-8 3.0 4.5 2 SS 5.2 N=19 5.0 -5.0 2-2-3 5.0 6.5 3 SS 5.5 N=5 Silty SAND (SM) with caliche - light brown; fine grained; medium dense to loose to very dense; 7.5 -7.5 dry 15-24-39 8.0 9.5 4 SS 8.1 N=63 10.0 -10.0 12.5 -12.5 26-46-60 13.0 14.5 5 SS 6.4 N=106 15.0 -15.0 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 17.5 -17.5 22-39-58 18.0 19.3 6 SS 5.0 N=97 20.0 -20.0 REMARKS:

Consolidated Interim Storage Facility LOG OF BORING TF-5 Andrews, Texas SHEET 2 OF 2 GEOServices Project No.: 31-151247 DRILLING CO Apex Geoscience Inc.

DRILLER BORING NO. / LOCATION TF-5 LOGGED BY Sammy Joe Allison DATE July 16, 2015 SURFACE ELEV. FT. WATER LEVEL DATA (IF APPLICABLE)

REFUSAL: No DEPTH FT. ELEV. FT. COMPLETION: DEPTH Dry FT.

SAMPLED 25.0 FT. 7.6 M ELEV. FT.

TOP OF ROCK DEPTH FT. ELEV. FT.

BEGAN CORING DEPTH FT. ELEV. FT. AFTER 24 HRS. DEPTH N/A FT.

FOOTAGE CORED (LF) FT. ELEV. FT.

BOTTOM OF HOLE DEPTH 25.0 FT. ELEV. FT.

BORING ADVANCED BY: POWER AUGERING X WASHBORING STRATUM SAMPLE DEPTH SAMPLE FIELD LABORATORY DEPTH FROM TO OR SAMPLE RESULTS RESULTS STRATUM DESCRIPTION FT. ELEV. FT. FT. RUN NO. TYPE N-Value Qp LL PI %M CONTINUED 22.5 -22.5 Silty SAND (SM) with trace caliche - orangish brown; fine grained; very dense; dry 24-41-45 23.0 24.5 7 SS 4.2 N=86 25.0 -25.0 BORING TERMINATED AT 25 FEET 27.5 -27.5 30.0 -30.0 32.5 -32.5 35.0 -35.0 37.5 -37.5 40.0 -40.0 REMARKS:

APPENDIX B Soil Laboratory Data

SOIL DATA

SUMMARY

Consolidated Interim Storage Facility - Andrews, Texas GEOServices Project No. 31-151247 August 5, 2015 Natural Finer than Boring Sample Depth Moisture Atterberg Limits 200 Sieve Soil Number Number (feet) Content LL PL PI (%) Type 1 1.0 - 2.5 3.6% 48 2 3.0 - 4.5 3.9%

3 5.0 - 6.5 6.5%

4 8.0 - 9.5 7.8% 37 B-101 5 13.0 - 14.5 6.7%

6 18.0 - 19.5 5.7%

7 23.0 - 24.5 5.7%

9 31.0 - 31.2 5.7%

10 33.0 - 33.2 7.7%

1 1.0 - 2.5 3.4%

2 3.0 - 3.8 2.8%

3 5.0 - 6.5 2.9%

B-102 4 8.0 - 9.5 4.0%

5 13.0 - 13.8 6.0%

6 18.0 - 18.8 5.8%

7 23.0 - 23.8 2.9%

1 1.0 - 2.5 4.3% 26 N.P.

2 3.0 - 4.5 4.8%

3 5.0 - 6.5 5.8%

B-103 4 8.0 - 9.5 7.1%

5 13.0 - 14.4 6.3%

6 18.0 - 19.5 6.1%

7 23.0 - 24.5 4.5%

1 1.0 - 2.3 3.1%

2 3.0 - 3.8 2.5%

3 5.0 - 6.5 4.1%

B-104 4 8.0 - 9.5 6.9%

5 13.0 - 14.5 6.0%

6 18.0 - 19.5 4.6%

7 23.0 - 24.5 3.1%

1 1.0 - 1.8 3.3%

2 5.0 - 6.5 5.3%

B-105 3 8.0 - 9.5 8.1%

4 13.0 - 13.5 4.8%

6 18.0 - 19.0 4.1%

Page 1 of 4

SOIL DATA

SUMMARY

Consolidated Interim Storage Facility - Andrews, Texas GEOServices Project No. 31-151247 August 5, 2015 Natural Finer than Boring Sample Depth Moisture Atterberg Limits 200 Sieve Soil Number Number (feet) Content LL PL PI (%) Type 1 1.0 - 2.5 4.5%

2 3.0 - 4.5 3.9%

3 5.0 - 6.5 3.9%

B-106 4 8.0 - 9.5 5.3% 41 5 13.0 - 13.9 6.7%

6 18.0 - 19.5 6.8%

7 23.0 - 24.4 6.2%

1 1.0 - 1.8 5.3%

2 3.0 - 4.5 4.5%

3 5.0 - 6.5 4.1%

B-107 4 8.0 - 9.5 5.7%

5 13.0 - 14.0 7.2%

6 18.0 - 19.5 6.3%

7 23.0 - 24.4 4.2%

1 1.0 - 2.5 4.9%

2 3.0 - 4.5 4.9%

3 5.0 - 6.5 6.0%

B-108 4 8.0 - 9.4 6.3%

5 13.0 - 13.8 8.4%

6 18.0 - 18.8 6.6%

7 23.0 - 23.4 6.0%

1 1.0 - 2.5 3.4%

2 3.0 - 4.5 4.2%

3 5.0 - 6.5 3.8%

B-109 4 8.0 - 9.0 3.2%

5 13.0 - 13.3 8.5%

6 18.0 - 18.7 6.3%

7 23.0 - 24.5 4.7%

1 1.0 - 2.5 5.0% 29 N.P.

2 3.0 - 4.5 4.7%

3 5.0 - 6.5 6.0%

B-110 4 8.0 - 9.5 8.9%

5 13.0 - 14.0 7.1%

6 18.0 - 19.0 5.1%

7 23.0 - 24.5 4.4%

Page 2 of 4

SOIL DATA

SUMMARY

Consolidated Interim Storage Facility - Andrews, Texas GEOServices Project No. 31-151247 August 5, 2015 Natural Finer than Boring Sample Depth Moisture Atterberg Limits 200 Sieve Soil Number Number (feet) Content LL PL PI (%) Type 1 1.0 - 2.5 6.7%

2 3.0 - 4.5 4.5% 44 3 5.0 - 6.5 5.2%

4 8.0 - 9.5 4.3%

B-111 5 13.0 - 14.0 6.6% 30 6 18.0 - 19.0 5.8%

7 23.0 - 24.0 6.0%

8 28.0 - 29.5 4.3%

9 33.0 - 34.5 2.5%

1 1.0 - 2.5 3.3%

2 3.0 - 4.5 3.9%

3 5.0 - 6.5 6.7%

AB-1 4 8.0 - 9.5 6.2% 24 5 13.0 - 14.3 4.3%

6 18.0 - 18.8 4.9%

7 23.0 - 23.8 3.2%

1 1.0 - 2.5 4.8% 35 2 3.0 - 4.5 5.7%

3 5.0 - 6.5 5.5%

AB-2 4 8.0 - 9.5 3.7%

5 13.0 - 14.5 3.4%

6 18.0 - 19.5 3.1%

1 1.0 - 2.5 3.0%

2 3.0 - 4.5 2.8% 45 3 5.0 - 6.5 4.8%

4 8.0 - 9.5 2.8%

5 13.0 - 14.3 5.8%

TF-1 6 18.0 - 19.3 5.4%

7 23.0 - 24.5 2.7%

8 28.0 - 29.3 3.0%

9 33.0 - 33.4 3.7%

10 38.0 - 38.3 4.6%

1 1.0 - 2.5 4.3% 28 N.P.

2 3.0 - 4.5 4.8%

3 5.0 - 6.5 3.9%

TF-2 4 8.0 - 9.5 6.7%

5 13.0 - 14.2 5.9%

6 18.0 - 18.8 5.9%

7 23.0 - 24.5 4.2%

Page 3 of 4

SOIL DATA

SUMMARY

Consolidated Interim Storage Facility - Andrews, Texas GEOServices Project No. 31-151247 August 5, 2015 Natural Finer than Boring Sample Depth Moisture Atterberg Limits 200 Sieve Soil Number Number (feet) Content LL PL PI (%) Type 1 1.0 - 2.5 4.3%

2 3.0 - 4.5 4.6%

3 5.0 - 6.5 3.9%

TF-3 4 8.0 - 9.5 5.5%

5 13.0 - 14.5 9.0%

6 18.0 - 19.5 4.5%

7 23.0 - 24.5 3.8%

1 1.0 - 2.5 3.7%

2 3.0 - 4.5 3.9%

3 5.0 - 6.5 6.6%

4 8.0 - 9.5 7.4%

5 13.0 - 14.2 5.2% 34 TF-4 6 18.0 - 19.2 4.3%

7 23.0 - 24.5 3.9%

8 28.0 - 28.8 6.5%

9 33.0 - 33.3 3.3%

10 38.0 - 38.1 3.5%

1 1.0 - 2.5 4.6%

2 3.0 - 4.5 5.2%

3 5.0 - 6.5 5.5%

TF-5 4 8.0 - 9.5 8.1%

5 13.0 - 14.5 6.4%

6 18.0 - 19.5 5.0%

7 23.0 - 24.5 4.2%

Page 4 of 4

LABORATORY COMPACTION OF SOILS ASTM D 698 Method C GEOS Project Name: WCS CISF - Andrews, TX GEOS Project Number: 31-151247 Report Date: December 31, 2018 GEOS Log #: NA Date Received: December 24, 2018 Sample Location: B-101 Sample Depth: 0 - 10' Sample

Description:

Brown Silty Sandy Clay with rock 2.70 Zero Air Voids 125.0 Max. Dry Density (pcf) 112.3 120.0 Optimum Moisture (%)

Dry Density - (Pounds per Cubic Foot) 115.0 16.5 110.0 As Received W% TNP Rammer Type Manual Prep Method Dry 105.0 ASTM D4718 Percent Oversize Material 100.0 60.09 OS Bulk Specific Gravity TNP Oversize Corrected Data 95.0 10 15 20 25 30 35 Corrected MDD (pcf)

NA

% Moisture Content - (Percent of Dry Weight) Corrected Opt Moisture %

7.2 LL / PL / PI - Data By: ASTM D4318 SOIL SPECIFIC GRAVITY Liquid Limit 22 Plasticity Index 9 BY ASTM D854 Plastic Limit 13 Soil Type CL ASSUMED 2.70 NOTES TIP = Test In Progress GEOServices, LLC - 2561 Willow Point Way Knoxville. Tennessee, 37931 - Phone: (865) 573-6130 Fax: (865) 573-6132

LABORATORY COMPACTION OF SOILS ASTM D 698 Method B GEOS Project Name: WCS CISF - Andrews, TX GEOS Project Number: 31-151247 Report Date: December 31, 2018 GEOS Log #: Date Received: December 24, 2018 Sample Location: B-111 Sample Depth: 0 - 10' Sample

Description:

Brown Silty Clay with rock 2.70 Zero Air Voids 125.0 Max. Dry Density (pcf) 113.3 120.0 Optimum Moisture (%)

Dry Density - (Pounds per Cubic Foot) 115.0 14.9 110.0 As Received W% TNP Rammer Type Manual Prep Method Dry 105.0 ASTM D4718 Percent Oversize Material 100.0 47.72 OS Bulk Specific Gravity TNP Oversize Corrected Data 95.0 10 15 20 25 30 35 Corrected MDD (pcf)

TNP

% Moisture Content - (Percent of Dry Weight) Corrected Opt Moisture %

8.3 LL / PL / PI - Data By: ASTM D4318 SOIL SPECIFIC GRAVITY Liquid Limit TIP Plasticity Index TIP BY ASTM D854 Plastic Limit TIP Soil Type TIP ASSUMED 2.70 NOTES TIP = Test In Progress GEOServices, LLC - 2561 Willow Point Way Knoxville. Tennessee, 37931 - Phone: (865) 573-6130 Fax: (865) 573-6132

CALIFORNIA BEARING RATIO ASTM D1883 Project Name: WCS - CISF Project #: 31-151247 Sample ID: B-101 Sample

Description:

Brown Silty Sand with Rock (CBR on -3/4 material)

@ + 2% Optimum @ Optimum Moisture @ -2% Optimum Moisture Content Moisture Wet Density 128.0 pcf Wet Density 124.8 pcf Wet Density 120.4 pcf Dry Density 108.5 pcf Dry Density 107.1 pcf Dry Density 105.1 pcf Water Content 17.9% Water Content 16.6% Water Content 14.5%

Compaction 96.6% Compaction 95.4% Compaction 93.6%

Swell 0.09% Swell 0.11% Swell -0.07%

CBR @ .1" 12.0 CBR @ .1" 15.6 CBR @ .1" 9.6 CBR @ .2" 11.4 CBR @ .2" 13.9 CBR @ .2" 9.0 300 200 Stress, (psi) 100 0

0 0.1 0.2 0.3 0.4 0.5 Penetration, (in)

+2% Optimum -2% Optimum Optimum Moisture GEOServices, LLC 2561 Willow Point Way Knoxville, Tennessee 37931 (865) 573-6130 (865) 573-6132

CALIFORNIA BEARING RATIO ASTM D1883 Project Name: WCS CISF Project #: 31-151247 Sample ID: B-111 Sample

Description:

Brown Silty Sand with Rock (CBR on -3/8 material)

@ + 2% Optimum @ Optimum Moisture @ -2% Optimum Moisture Content Moisture Wet Density 126.8 pcf Wet Density 125.1 pcf Wet Density 122.5 pcf Dry Density 109.1 pcf Dry Density 109.1 pcf Dry Density 109.3 pcf Water Content 16.2% Water Content 14.6% Water Content 12.1%

Compaction 96.3% Compaction 96.3% Compaction 96.5%

Swell 0.31% Swell 0.13% Swell 0.48%

CBR @ .1" 8.5 CBR @ .1" 11.0 CBR @ .1" 6.6 CBR @ .2" 8.0 CBR @ .2" 9.5 CBR @ .2" 6.5 200 Stress, (psi) 100 0

0 0.1 0.2 0.3 0.4 0.5 Penetration, (in)

+2% Optimum -2% Optimum Optimum Moisture GEOServices, LLC 2561 Willow Point Way Knoxville, Tennessee 37931 (865) 573-6130 (865) 573-6132

SOIL RESISTIVITY & pH ASTM G57 & D4972 GEOS Project Name: WCS CISF Report Date: January 7, 2019 GEOS Project Number: 31-151247 Date Received:

Sample ID Depth Resistivity (ohm/cm) pH B-101 / Bulk 1.0 - 2.5' 2,550 7.9 B-111 / Bulk 3.5 - 5.0' 2,900 8.1 Notes:

GEOServices, LLC - 2561 Willow Point Way Knoxville. Tennessee, 37931 - Phone: (865) 573-6130 Fax: (865) 573-6132

APPENDIX C Generalized Soil Column

Appendix C - Generalized Soil Column CISF Site Top (feet) Bottom (feet) Layer Description 0 2 Cover Sands 2 10 Caliche with Sand Matrix - Moderately Hard 10 20 Caliche with Sand Matrix - Moderately Hard 20 25 Caliche - Very Hard 25 35 Caliche - Very Hard 35 50 Ogallala - Sand with Gravel 50 80 Ogallala - Sand with Gravel 80 100 Ogallala - Sand with Gravel 100 130 Dockum - Claystone and Siltstone 130 230 Claystone and Siltstone 230 275 Dockum - Claystone 275 300 Dockum - Silty Sands 300 360 Dockum - Claystone 360 600 Dockum - Claystone As can be seen above the soil column for the site was extended to 600 feet. Only four of the eighteen borings performed for the CISF project encountered auger refusal. The auger refusal depths ranged from 37 to 45 feet below the ground surface (bgs) that existed at the time of the exploration. Shear wave surveys were performed in conjunction with the geotechnical exploration and shear wave velocities are provided to depths of 100 feet bgs. Additionally, multiple previous geotechnical investigations have been performed at the site as well as shear wave testing. The historical data outlined below was utilized to extend the soil profile and engineering parameters to a depth of 600 feet. The depth of 600 feet was selected as the termination depth due to encountering the Trujillo Sandstone Layer.

The sections below reference the previous studies which were performed along with the methodology for obtaining the necessary soil parameters to perform the settlement analyses.

1

Provided Additional Documents:

1. Cook-Joyce, Inc. (2007). Geology Report. Dated May 1, 2007.

2. AECOM. (2016). Site-Specific Seismic Hazard Evaluation and Development of Seismic Design Ground Motions, WCS Centralized Interim Storage Facility Project. Dated March 18, 2016.

3. WCS. (2007). (Waste Control Specialists LLC). Application for License to Authorize Near Surface Land Disposal of Low-Level Radioactive Waste. Dated March 2007.

Methodology:

The information from the eighteen borings and shear wave data included in this Report of Geotechnical Exploration was supplemented with data obtained from the additionally provided documents. This data was used to produce a soil stratigraphic column to 600 feet. Figure 1 shown below displays the locations of the historical borings provided.

Figure 1: Historical Borings at WCS Site 2

Stratigraphy Development:

- The upper stratigraphy (to a depth of 45 feet) was based solely on the results of the eighteen soil test borings

- From a depth of 45 to 100 feet below ground surface (bgs) the stratigraphy was based on the Geologic Column of the CISF Area (Figure 7-30 of the SAR).

- From 100 feet to 600 feet bgs, the Geologic Column of the CISF Area (Figure 7-30 of the SAR), WCS (2007) Plate 2-2, and deeper historical borings were utilized to generate the stratigraphy.

3

APPENDIX D Static Elastic Modulus Calculation

Appendix D - Static Elastic Modulus Calculation As mentioned previously, it was determined that the settlement analysis would be extended to a depth of 600 feet (the top of the Trujillo Sandstone Formation). Therefore, constrained modulus values needed to be calculated for each of the stratigraphic layers. This was accomplished utilizing two distinct methodologies. The methodologies were selected due to the information available from the borings and shear wave profiles performed as part of this study and the available historical data.

Methodology 1:

To a depth of 20 feet bgs the constrained modulus was correlated to the SPT N-values obtained in the borings. The SPT N-Values were correlated to constrained modulus using the method outlined in Tan, C.K., Duncan, J.M., Rojiani, K.B., and Barker, R.M. (1991). This methodology allows correlation of constrained modulus to N-value for N-values up to 70 blows per foot. The graphical representation is shown below.

Methodology 2:

The borings performed for the CISF site were only advanced to maximum depths of 45 feet.

Additionally, the methodology outlined in Tan, C.K., Duncan, J.M., Rojiani, K.B., and Barker, R.M. (1991) is only valid up to N-values of 70 blows per foot. Based on the N-values obtained 1

this methodology could only be extended to a depth of 20 feet below ground surface. Therefore, a second methodology had to be utilized to generate the constrained modulus from depths of 20 feet to 600 feet.

To supplement the information obtained in preparation of the Report of Geotechnical Exploration, GEOServices was provided with a Site-Specific Seismic Hazard Evaluation and Development of Seismic Ground Motions prepared by AECOM (2016). This document provided shear wave velocity profiles at the site to depths of approximately 1200 feet.

The shear wave velocities were converted to constrained modulus using the following relationship:

Where, Vs = shear wave velocity G = shear modulus M = constrained modulus

= Poissons ratio

= unit weight

- From 20 feet to 100 feet bgs, constrained modulus values were obtained from converting the shear wave velocities provided in this study to constrained modulus using the unit weight and Poissons ratio.

- From 100 feet to 600 feet bgs, constrained modulus values were obtained from converting the shear wave velocities provided in AECOM (2016) to constrained modulus using the unit weight and Poissons ratio.

2

Results The table below provides the constrained modulus values for each of the stratigraphic layers.

These values were utilized to calculate the anticipated settlements for the CISF pads and Cask Handling Building. The results of the settlement analysis are provided in Appendix H of this document.

Average Shear Top Bottom N-Value Wave Layer Description Constrained (feet) (feet) (bpf)

Velocity Modulus (ft/s) (ksf) 0 2 33 Cover Sands 890 2 10 54 Caliche with Sand Matrix - Moderately Hard 1200 10 20 54 Caliche with Sand Matrix - Moderately Hard 1200 20 25 1530 Caliche - Very Hard 35815 25 35 1900 Caliche - Very Hard 55232 35 50 2290 Ogallala - Sand with Gravel 80233 50 80 1840 Ogallala - Sand with Gravel 53870 80 100 2790 Ogallala - Sand with Gravel 123857 100 130 2300 Dockum - Claystone and Siltstone 84172 130 230 2755 Claystone and Siltstone 120769 230 275 2755 Dockum - Claystone 120769 275 300 2755 Dockum - Silty Sands 120679 300 360 2755 Dockum - Claystone 120679 360 600 3115 Dockum - Claystone 154394

References:

Tan, C.K., Duncan, J.M., Rojiani, K.B., and Barker, R.M. (1991). Engineering Manual for Shallow Foundations, prepared for the National Cooperative Highway Research Program (NCHRP Project 24-4) in cooperation with Virginia Polytechnic Institute and State University.

Sponsored by American Association of State Highway and Transportation Officials and Federal Highway Administration, Washington, D.C., Blacksburg, VA, 171 pp.

WCS. (2007). (Waste Control Specialists LLC). Application for License to Authorize Near Surface Land Disposal of Low-Level Radioactive Waste. Dated March 2007.

3

AECOM. (2016). Site-Specific Seismic Hazard Evaluation and Development of Seismic Design Ground Motions, WCS Centralized Interim Storage Facility Project. Dated March 18, 2016.

4

APPENDIX E On-Site Shear Wave Velocity Study

E Ru n#

4 E E S S Run Run #2 Run #3

1. 1 S E S Seismic Shear Wave Velocity Location Plan Consolidated Interim Storage Facility Andrews, Texas 2015 DATE:

2016 07/14/2016 GEOS Project No.

Notes: 31-151247

1) S = Start of Seismic Shear Wave Velocity Profile Seismic Shear Wave Velocity Profile Location & Identifier Aerial Source Provided by: Google Earth Pro, (02/12/2014) FIGURE:

2) E = End of Seismic Shear Wave Velocity Profile 12

Remi 1: Vs Model 0 1000 2000 3000 4000 5000 0

Vs100' = 1762 ft/s

-10

-20

-30

-40 Depth, ft

-50

-60

-70

-80

-90

-100 Shear-Wave Velocity, ft/s

Remi 1: Supportive Illustration Dispersion Curve Showing Picks and Fit 5000.00 Rayleigh Wave Phase Velocity,ft/s 4000.00 3000.00 2000.00 1000.00 Calculated Dispersion Picked Dispersion 0.00 0 0.1 0.2 0.3 0.4 0.5 Period, s p-f Image with Dispersion Modeling Picks

Remi 2: Vs Model 0 500 1000 1500 2000 2500 3000 3500 4000 0

Vs100' = 1634 ft/s

-10

-20

-30

-40 Depth, ft

-50

-60

-70

-80

-90

-100 Shear-Wave Velocity, ft/s

Remi 2: Supportive Illustration Dispersion Curve Showing Picks and Fit 4000.00 Rayleigh Wave Phase Velocity,ft/s 3000.00 2000.00 1000.00 Calculated Dispersion Picked Dispersion 0.00 0 0.1 0.2 0.3 0.4 0.5 Period, s p-f Image with Dispersion Modeling Picks

Remi 3: Vs Model 0 500 1000 1500 2000 2500 3000 3500 4000 0

Vs100' = 1634 ft/s

-10

-20

-30

-40 Depth, ft

-50

-60

-70

-80

-90

-100 Shear-Wave Velocity, ft/s

Remi 3: Supportive Illustration Dispersion Curve Showing Picks and Fit 4000.00 Rayleigh Wave Phase Velocity,ft/s 3000.00 2000.00 1000.00 Calculated Dispersion Picked Dispersion 0.00 0 0.1 0.2 0.3 0.4 0.5 Period, s p-f Image with Dispersion Modeling Picks

Remi 4: Vs Model 0 500 1000 1500 2000 2500 3000 3500 4000 0

Vs100' = 1726 ft/s

-10

-20

-30

-40 Depth, ft

-50

-60

-70

-80

-90

-100 Shear-Wave Velocity, ft/s

Remi 4: Supportive Illustration Dispersion Curve Showing Picks and Fit 4000.00 Rayleigh Wave Phase Velocity,ft/s 3000.00 2000.00 1000.00 Calculated Dispersion Picked Dispersion 0.00 0 0.1 0.2 0.3 0.4 0.5 Period, s p-f Image with Dispersion Modeling Picks

APPENDIX F Seismic Densification Analysis

DAN P.O. Box 309 BROWN Jasper, TN 37347 (423)942-8681 AND ASSOCIATES www.danbrownandassociates.com TECHNICAL MEMORANDUM Seismic Densification CISF Site Andrews, TX DBA Project No.19-017 To: Derek Kilday, P.E./GEOServices From: Timothy C. Siegel, P.E, G.E., D.GE Tayler J. Day, P.E.

Date: 18 February 2020

1. Introduction Dan Brown and Associates, P.C. (DBA) performed seismic densification calculations as part of our scope of services for the subject project. The calculations show that the seismic densification for the design earthquake will be negligible (on the order of 0.02 inches or less). The basis of our calculations is described in the remaining sections of this TM. The calculations are provided in the Attachments.

2. Design Earthquake Our calculations use an earthquake magnitude of 5 and a peak ground acceleration of 0.25g.

According the AECOM report 1, these values represent the design earthquake determined as part of the site-specific seismic hazard evaluation.

3. Soil Profile The soil column at the CISF Storage Pad site consists of approximately 2 ft of cover sands overylying a caliche and sand matrix with normalized SPT N-values ranging 10 to 57 over the top 20 feet. This profile was developed based on the boring information (B-101 thru B-110) and laboratory test results presented in the GEOServices report 2. We expect the cemented caliche materials described below a depth of 20ft to exhibit significantly more resistance to seismic densification than the partially cemented and uncemented sands near the ground surface.

Therefore, we intentionally limited our calculations to the upper 20 ft where the sands and caliche/sand matrix appear to exhibit less cementation.

1 AECOM (2016) Site-Specific Seismic Hazard Evaluation and Development of Seismic Design Ground Motions, WCS Centralized Interim Storage Facility, Project No. 31787-001, Study No. WCS-12-05-100-001.

2 GEOServices (2020) Report of Geotechnical Exploration, Consolidated Interim Storage Facility, Andrews, TX, GEOServices Project No. 31-151247.R1.

4. Methodology DBA used the methodology proposed by Pradel 3 to compute the seismic densification. The Pradel method is applicable to sands and silty sands and we expect that it could tend to overpredict the seismic densification of soils with partial to full cementation. For the design earthquake and soil profile for this project, the computed seismic densification above the cemented layers is very small.

5. Concluding Remarks DBA appreciates the opportunity be a part of this project. Please contact the following if you would like to discuss this document or this project.

Timothy C. Siegel, P.E., G.E., D.GE Tayler J. Day, P.E.

CEO/Senior Principal Engineer Project Engineer Dan Brown and Associates PC Dan Brown and Associates PC 6424 Baum Dr. 6424 Baum Dr.

Knoxville, TN 37919 Knoxville, TN 37919 Mobile: 865-809-4883 Mobile: 217-371-2185 tim@dba.world tday@dba.world 3 Pradel, D. (1998) Procedure to Evaluate the Earthquake-Induced Settlements of Dry Sandy Soils, Journal of Geotech. and Geo-env. Engineering, 124(4), 364-368.

DAN 18 February 2020 BROWN TECHNICAL MEMORANDUM AND ASSOCIATES Page 2 of 2 Seismic Densification

Attachments Seismic Densification Calculations

Seismic Densification Calculation for Upper 20 ft CISF Andrews, TX 18-Feb-20 M= 5.00 Nc = 1.0 Depth (ft) (N1)60 'v (tsf) CSR CSR *'v (tsf) (deg) Go (tsf) K p (tsf) R a b (%) evol15 (%) evol (%)

2.00 21 0.12 0.13 0.015 30 345.291 0.500 0.080 0.004% 0.127 30131.266 0.01% 0.01% 0.00% 0.001 4.00 10 0.24 0.16 0.038 30 382.268 0.500 0.160 0.010% 0.130 19879.222 0.02% 0.04% 0.01% 0.006 6.00 13 0.36 0.16 0.057 30 510.522 0.500 0.240 0.011% 0.133 15586.357 0.02% 0.03% 0.01% 0.004 8.00 35 0.48 0.16 0.075 30 817.382 0.500 0.320 0.009% 0.136 13115.395 0.01% 0.01% 0.00% 0.001 14.00 57 0.84 0.15 0.124 30 1270.107 0.500 0.560 0.010% 0.145 9374.725 0.01% 0.00% 0.00% 0.001 19.00 36 1.14 0.14 0.161 30 1271.435 0.500 0.760 0.013% 0.152 7805.185 0.02% 0.01% 0.00% 0.003 M Earthquake magnitude S (IN) = 0.016 Nc Number of equivalent cycles (N1)60 Normalized N-value Computed from SPT boring data

'v (tsf) Effective vertical stress Computed from depth x soil unit weight CSR Cyclic stress ratio Computed from design earthquake acceleration (No reduction for M lower than 7.5)

(deg) Effective friction angle Typical value of sand Go (tsf) Small strain shear modulus Computed based on based on Seed and Idriss (1970)

K At-rest horizontal pressure coefficient p (tsf) Mean stress R Ave shear stress/G a coefficient to determine shear strain b coefficient to determine shear strain

(%) Shear strain (N1)60, cs Normalized N-value, clean sand Ic Soil behavior type index evol15 (%) Volumetric strain after 15 cycles evol (%) olumetric strain adjusted for actual cycles S (in) Ground surface settlement from seismic compression

References:

Pradel, D. (1998) "Procedure to Evaluate Earthquake-Induced Settlement in Dry Sandy Soils" J. Geotech Engrg, ASCE, 124(4), 364-368 Robertson, P.K. and Shao, L. (2010) "Estimation of Seismic Compression of Dry Soils Using the CPT" Proc, Fifth International Conf on Recent Advances in Earthquake Engineering and Soil Dynamics.

Seed, H.B. and Idriss, I.M. (1970) "Soil moduli and damping factors for dynamic response analyses" Rep No. EERC 70-10, Earthquake Engineering Research Center, University of CA, Berkeley.

Project CISF Project No.19-017 Sheet 1 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD The following calculations for liquefaction of soils with sand-like behavior are based on Soil Liquefaction During Earthquakes - Monograph MNO-12 by I.M. Idriss and R.W. Boulanger (2008) published by the Earthquake Engineering Research Institute.

Soil Stress Conditions -

average total unit weight of soil total 120pcf unit weight of water water 62.4pcf water table depth below ground surface....very deep sample depth Boring B-103 z 2ft Sample No. 1 total vertical stress totv total z totv 240 psf static water pressure u o 0 u o 0 psf effective vertical stress effv totv u o effv 240 psf Hammer CE Standard Penetration N-value Correction -

Doughnut 0.5-1.0 Standard Penetration Test N-value Nm 12 Safety 0.7-1.2 Automatic 0.8-1.3 fines content FC 48 (Skempton, 1986) energy correction CE 0.75 borehole diameter correction CB 1.05 Borehole dia. CB rod length correction CR 0.75 65-115mm 1.0 150mm 1.05 sampler correction CS 1 200mm 1.15 (Skempton, 1986)

SPT N-value for an energy ratio of 60% N60 CE CB CR CS Nm Rod length CR

< 3m 0.75 N60 7.1 3-4m 0.80 4-6m 0.85 0.5 6-10m 0.95 Pa 10-30m 1.00 overburden correction factor CN_a (based on overburden stress only) effv CN_a 2.969 normalized SPT N-value N1_60 CN_a N60 N1_60 21 (based on overburden stress only)

Project CISF Project No.19-017 Sheet 2 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.784 0.078 N1_60 0.5 overburden correction factor Pa (based on overburden stress and CN_b eff relative density) v CN_b 2.529 overburden correction factor CN 2.64 used in liquefaction analysis (max CN = 1.7)

N1_60 CN N60 recalculated normalized SPT N-value N1_60 18.7 Pa 0.784 0.078 N 1_60 0.5 overburden correction factor CN_check eff used in liquefaction analysis v CN_check 2.643 9.7 2

fines content adjustment to SPT N-value N1_60 exp1.63 15.7 FC 0.01 FC 0.01 N1_60 5.6 N1_60_cs N1_60 N1_60 normalized SPT N-value (clean sands)

N1_60_cs 24.324 Earthquake Conditions -

amax 0.25 g peak ground accelerationl earthquake moment magnitude M w 5 z

3.28ft variable for stress reduction factor 1.012 1.126 sin 5.133 11.73 z

3.28ft variable for stress reduction factor 0.106 0.118 sin 5.142 11.28

Project CISF Project No.19-017 Sheet 3 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD stress reduction factor rd exp M w rd 0.998 Liquefaction Calculations -

totv amax CSR 0.65 rd CSR 0.162 cyclic stress ratio effv g cyclic resistance ratio N 2 3 4 1_60_cs N1_60_cs N1_60_cs N1_60_cs CRRM7.5_eff1 exp 2.8 14.1 126 23.6 25.4 Mw magnitude scaling factor MSF 6.9 exp 0.058 MSF 1.919 (maximum MSF = 1.8) 4 1

coefficient for overburden correction factor C C 0.127 0.5 (maximum C=0.3) 18.9 2.55 N1_60 effv overburden correction factor K 1 C ln K 1.277 (maximum K=1.1) Pa ho 0psf static shear stress on horizontal plane 0.34 N60 effective friction angle eff atan eff 43.824 deg effv 12.2 20.3 P a

Ko for NC soil Ko 1 sin eff Ko 0.308 Grain type. Q empirical constant for dilatancy Q 10 quartz and feldspar 10 limestone 8 anthracite 7 chalk 5.5

Project CISF Project No.19-017 Sheet 4 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.5 1 N1_60 relative state parameter R R 0.516

(-0.61<R<0.11) 100 1 2Ko effv 46 Q ln 3 Pa ho alpha factor _factor _factor 0 (maximum =0.35) effv 2

a 1267 636_factor 634 exp( _factor) 632 exp( _factor) 2 b exp 1.11 12.3_factor 1.31 ln( _factor 0.0001) 3 c 0.138 0.126 _factor 2.52 _factor R

static shear stress correction factor K a b exp K 1 c

corrected cyclic stress ratio CRRM_effv CRRM7.5_eff1 MSF K K CRRM_effv factor of safety for liquefaction FS liq FS liq 4.151 CSR

Project CISF Project No.19-017 Sheet 1 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD The following calculations for liquefaction of soils with sand-like behavior are based on Soil Liquefaction During Earthquakes - Monograph MNO-12 by I.M. Idriss and R.W. Boulanger (2008) published by the Earthquake Engineering Research Institute.

Soil Stress Conditions -

average total unit weight of soil total 120pcf unit weight of water water 62.4pcf water table depth below ground surface....very deep sample depth Boring B-101 z 4ft Sample No. 2 total vertical stress totv total z totv 480 psf static water pressure u o 0 u o 0 psf effective vertical stress effv totv u o effv 480 psf Hammer CE Standard Penetration N-value Correction -

Doughnut 0.5-1.0 Standard Penetration Test N-value Nm 8 Safety 0.7-1.2 Automatic 0.8-1.3 fines content FC 48 (Skempton, 1986) energy correction CE 0.75 borehole diameter correction CB 1.05 Borehole dia. CB rod length correction CR 0.75 65-115mm 1.0 150mm 1.05 sampler correction CS 1 200mm 1.15 (Skempton, 1986)

SPT N-value for an energy ratio of 60% N60 CE CB CR CS Nm Rod length CR

< 3m 0.75 N60 4.7 3-4m 0.80 4-6m 0.85 0.5 6-10m 0.95 Pa 10-30m 1.00 overburden correction factor CN_a (based on overburden stress only) effv CN_a 2.1 normalized SPT N-value N1_60 CN_a N60 N1_60 9.9 (based on overburden stress only)

Project CISF Project No.19-017 Sheet 2 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.784 0.078 N1_60 0.5 overburden correction factor Pa (based on overburden stress and CN_b eff relative density) v CN_b 2.222 overburden correction factor CN 2.22 used in liquefaction analysis (max CN = 1.7)

N1_60 CN N60 recalculated normalized SPT N-value N1_60 10.5 Pa 0.784 0.078 N 1_60 0.5 overburden correction factor CN_check eff used in liquefaction analysis v CN_check 2.2 9.7 2

fines content adjustment to SPT N-value N1_60 exp1.63 15.7 FC 0.01 FC 0.01 N1_60 5.6 N1_60_cs N1_60 N1_60 normalized SPT N-value (clean sands)

N1_60_cs 16.103 Earthquake Conditions -

amax 0.25 g peak ground accelerationl earthquake moment magnitude M w 5 z

3.28ft variable for stress reduction factor 1.012 1.126 sin 5.133 11.73 z

3.28ft variable for stress reduction factor 0.106 0.118 sin 5.142 11.28

Project CISF Project No.19-017 Sheet 3 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD stress reduction factor rd exp M w rd 0.986 Liquefaction Calculations -

totv amax CSR 0.65 rd CSR 0.16 cyclic stress ratio effv g cyclic resistance ratio N 2 3 4 1_60_cs N1_60_cs N1_60_cs N1_60_cs CRRM7.5_eff1 exp 2.8 14.1 126 23.6 25.4 Mw magnitude scaling factor MSF 6.9 exp 0.058 MSF 1.919 (maximum MSF = 1.8) 4 1

coefficient for overburden correction factor C C 0.094 0.5 (maximum C=0.3) 18.9 2.55 N1_60 effv overburden correction factor K 1 C ln K 1.139 (maximum K=1.1) Pa ho 0psf static shear stress on horizontal plane 0.34 N60 effective friction angle eff atan eff 36.898 deg effv 12.2 20.3 P a

Ko for NC soil Ko 1 sin eff Ko 0.4 Grain type. Q empirical constant for dilatancy Q 10 quartz and feldspar 10 limestone 8 anthracite 7 chalk 5.5

Project CISF Project No.19-017 Sheet 4 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.5 1 N1_60 relative state parameter R R 0.342

(-0.61<R<0.11) 100 1 2Ko effv 46 Q ln 3 Pa ho alpha factor _factor _factor 0 (maximum =0.35) effv 2

a 1267 636_factor 634 exp( _factor) 632 exp( _factor) 2 b exp 1.11 12.3_factor 1.31 ln( _factor 0.0001) 3 c 0.138 0.126 _factor 2.52 _factor R

static shear stress correction factor K a b exp K 1 c

corrected cyclic stress ratio CRRM_effv CRRM7.5_eff1 MSF K K CRRM_effv factor of safety for liquefaction FS liq FS liq 2.261 CSR

Project CISF Project No.19-017 Sheet 1 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD The following calculations for liquefaction of soils with sand-like behavior are based on Soil Liquefaction During Earthquakes - Monograph MNO-12 by I.M. Idriss and R.W. Boulanger (2008) published by the Earthquake Engineering Research Institute.

Soil Stress Conditions -

average total unit weight of soil total 120pcf unit weight of water water 62.4pcf water table depth below ground surface....very deep sample depth Boring B-110 z 6ft Sample No. 3 total vertical stress totv total z totv 720 psf static water pressure u o 0 u o 0 psf effective vertical stress effv totv u o effv 720 psf Hammer CE Standard Penetration N-value Correction -

Doughnut 0.5-1.0 Standard Penetration Test N-value Nm 13 Safety 0.7-1.2 Automatic 0.8-1.3 fines content FC 37 (Skempton, 1986) energy correction CE 0.75 borehole diameter correction CB 1.05 Borehole dia. CB rod length correction CR 0.75 65-115mm 1.0 150mm 1.05 sampler correction CS 1 200mm 1.15 (Skempton, 1986)

SPT N-value for an energy ratio of 60% N60 CE CB CR CS Nm Rod length CR

< 3m 0.75 N60 7.7 3-4m 0.80 4-6m 0.85 0.5 6-10m 0.95 Pa 10-30m 1.00 overburden correction factor CN_a (based on overburden stress only) effv CN_a 1.714 normalized SPT N-value N1_60 CN_a N60 N1_60 13.2 (based on overburden stress only)

Project CISF Project No.19-017 Sheet 2 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.784 0.078 N1_60 0.5 overburden correction factor Pa (based on overburden stress and CN_b eff relative density) v CN_b 1.716 overburden correction factor CN 1.71 used in liquefaction analysis (max CN = 1.7)

N1_60 CN N60 recalculated normalized SPT N-value N1_60 13.1 Pa 0.784 0.078 N 1_60 0.5 overburden correction factor CN_check eff used in liquefaction analysis v CN_check 1.717 9.7 2

fines content adjustment to SPT N-value N1_60 exp1.63 15.7 FC 0.01 FC 0.01 N1_60 5.5 N1_60_cs N1_60 N1_60 normalized SPT N-value (clean sands)

N1_60_cs 18.67 Earthquake Conditions -

amax 0.25 g peak ground accelerationl earthquake moment magnitude M w 5 z

3.28ft variable for stress reduction factor 1.012 1.126 sin 5.133 11.73 z

3.28ft variable for stress reduction factor 0.106 0.118 sin 5.142 11.28

Project CISF Project No.19-017 Sheet 3 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD stress reduction factor rd exp M w rd 0.973 Liquefaction Calculations -

totv amax CSR 0.65 rd CSR 0.158 cyclic stress ratio effv g cyclic resistance ratio N 2 3 4 1_60_cs N1_60_cs N1_60_cs N1_60_cs CRRM7.5_eff1 exp 2.8 14.1 126 23.6 25.4 Mw magnitude scaling factor MSF 6.9 exp 0.058 MSF 1.919 (maximum MSF = 1.8) 4 1

coefficient for overburden correction factor C C 0.104 0.5 (maximum C=0.3) 18.9 2.55 N1_60 effv overburden correction factor K 1 C ln K 1.112 (maximum K=1.1) Pa ho 0psf static shear stress on horizontal plane 0.34 N60 effective friction angle eff atan eff 41.31 deg effv 12.2 20.3 P a

Ko for NC soil Ko 1 sin eff Ko 0.34 Grain type. Q empirical constant for dilatancy Q 10 quartz and feldspar 10 limestone 8 anthracite 7 chalk 5.5

Project CISF Project No.19-017 Sheet 4 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.5 1 N1_60 relative state parameter R R 0.392

(-0.61<R<0.11) 100 1 2Ko effv 46 Q ln 3 Pa ho alpha factor _factor _factor 0 (maximum =0.35) effv 2

a 1267 636_factor 634 exp( _factor) 632 exp( _factor) 2 b exp 1.11 12.3_factor 1.31 ln( _factor 0.0001) 3 c 0.138 0.126 _factor 2.52 _factor R

static shear stress correction factor K a b exp K 1 c

corrected cyclic stress ratio CRRM_effv CRRM7.5_eff1 MSF K K CRRM_effv factor of safety for liquefaction FS liq FS liq 2.573 CSR

Project CISF Project No.19-017 Sheet 1 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD The following calculations for liquefaction of soils with sand-like behavior are based on Soil Liquefaction During Earthquakes - Monograph MNO-12 by I.M. Idriss and R.W. Boulanger (2008) published by the Earthquake Engineering Research Institute.

Soil Stress Conditions -

average total unit weight of soil total 120pcf unit weight of water water 62.4pcf water table depth below ground surface....very deep sample depth Boring B-110 z 8ft Sample No. 4 total vertical stress totv total z totv 960 psf static water pressure u o 0 u o 0 psf effective vertical stress effv totv u o effv 960 psf Hammer CE Standard Penetration N-value Correction -

Doughnut 0.5-1.0 Standard Penetration Test N-value Nm 40 Safety 0.7-1.2 Automatic 0.8-1.3 fines content FC 41 (Skempton, 1986) energy correction CE 0.75 borehole diameter correction CB 1.05 Borehole dia. CB rod length correction CR 0.75 65-115mm 1.0 150mm 1.05 sampler correction CS 1 200mm 1.15 (Skempton, 1986)

SPT N-value for an energy ratio of 60% N60 CE CB CR CS Nm Rod length CR

< 3m 0.75 N60 23.6 3-4m 0.80 4-6m 0.85 0.5 6-10m 0.95 Pa 10-30m 1.00 overburden correction factor CN_a (based on overburden stress only) effv CN_a 1.485 normalized SPT N-value N1_60 CN_a N60 N1_60 35.1 (based on overburden stress only)

Project CISF Project No.19-017 Sheet 2 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.784 0.078 N1_60 0.5 overburden correction factor Pa (based on overburden stress and CN_b eff relative density) v CN_b 1.29 overburden correction factor CN 1.31 used in liquefaction analysis (max CN = 1.7)

N1_60 CN N60 recalculated normalized SPT N-value N1_60 30.9 Pa 0.784 0.078 N 1_60 0.5 overburden correction factor CN_check eff used in liquefaction analysis v CN_check 1.319 9.7 2

fines content adjustment to SPT N-value N1_60 exp1.63 15.7 FC 0.01 FC 0.01 N1_60 5.6 N1_60_cs N1_60 N1_60 normalized SPT N-value (clean sands)

N1_60_cs 36.533 Earthquake Conditions -

amax 0.25 g peak ground accelerationl earthquake moment magnitude M w 5 z

3.28ft variable for stress reduction factor 1.012 1.126 sin 5.133 11.73 z

3.28ft variable for stress reduction factor 0.106 0.118 sin 5.142 11.28

Project CISF Project No.19-017 Sheet 3 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD stress reduction factor rd exp M w rd 0.959 Liquefaction Calculations -

totv amax CSR 0.65 rd CSR 0.156 cyclic stress ratio effv g cyclic resistance ratio N 2 3 4 1_60_cs N1_60_cs N1_60_cs N1_60_cs CRRM7.5_eff1 exp 2.8 14.1 126 23.6 25.4 Mw magnitude scaling factor MSF 6.9 exp 0.058 MSF 1.919 (maximum MSF = 1.8) 4 1

coefficient for overburden correction factor C C 0.212 0.5 (maximum C=0.3) 18.9 2.55 N1_60 effv overburden correction factor K 1 C ln K 1.168 (maximum K=1.1) Pa ho 0psf static shear stress on horizontal plane 0.34 N60 effective friction angle eff atan eff 53.879 deg effv 12.2 20.3 P a

Ko for NC soil Ko 1 sin eff Ko 0.192 Grain type. Q empirical constant for dilatancy Q 10 quartz and feldspar 10 limestone 8 anthracite 7 chalk 5.5

Project CISF Project No.19-017 Sheet 4 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.5 1 N1_60 relative state parameter R R 0.677

(-0.61<R<0.11) 100 1 2Ko effv 46 Q ln 3 Pa ho alpha factor _factor _factor 0 (maximum =0.35) effv 2

a 1267 636_factor 634 exp( _factor) 632 exp( _factor) 2 b exp 1.11 12.3_factor 1.31 ln( _factor 0.0001) 3 c 0.138 0.126 _factor 2.52 _factor R

static shear stress correction factor K a b exp K 1 c

corrected cyclic stress ratio CRRM_effv CRRM7.5_eff1 MSF K K CRRM_effv factor of safety for liquefaction FS liq FS liq 22.457 CSR

Project CISF Project No.19-017 Sheet 1 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD The following calculations for liquefaction of soils with sand-like behavior are based on Soil Liquefaction During Earthquakes - Monograph MNO-12 by I.M. Idriss and R.W. Boulanger (2008) published by the Earthquake Engineering Research Institute.

Soil Stress Conditions -

average total unit weight of soil total 120pcf unit weight of water water 62.4pcf water table depth below ground surface....very deep sample depth Boring B-104 z 14ft Sample No. 5 total vertical stress totv total z totv 1680 psf static water pressure u o 0 u o 0 psf effective vertical stress effv totv u o effv 1680 psf Hammer CE Standard Penetration N-value Correction -

Doughnut 0.5-1.0 Standard Penetration Test N-value Nm 76 Safety 0.7-1.2 Automatic 0.8-1.3 fines content FC 41 (Skempton, 1986) energy correction CE 0.75 borehole diameter correction CB 1.05 Borehole dia. CB rod length correction CR 0.85 65-115mm 1.0 150mm 1.05 sampler correction CS 1 200mm 1.15 (Skempton, 1986)

SPT N-value for an energy ratio of 60% N60 CE CB CR CS Nm Rod length CR

< 3m 0.75 N60 50.9 3-4m 0.80 4-6m 0.85 0.5 6-10m 0.95 Pa 10-30m 1.00 overburden correction factor CN_a (based on overburden stress only) effv CN_a 1.122 normalized SPT N-value N1_60 CN_a N60 N1_60 57.1 (based on overburden stress only)

Project CISF Project No.19-017 Sheet 2 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.784 0.078 N1_60 0.5 overburden correction factor Pa (based on overburden stress and CN_b eff relative density) v CN_b 1.046 overburden correction factor CN 1.05 used in liquefaction analysis (max CN = 1.7)

N1_60 CN N60 recalculated normalized SPT N-value N1_60 53.4 Pa 0.784 0.078 N 1_60 0.5 overburden correction factor CN_check eff used in liquefaction analysis v CN_check 1.051 9.7 2

fines content adjustment to SPT N-value N1_60 exp1.63 15.7 FC 0.01 FC 0.01 N1_60 5.6 N1_60_cs N1_60 N1_60 normalized SPT N-value (clean sands)

N1_60_cs 59 Earthquake Conditions -

amax 0.25 g peak ground accelerationl earthquake moment magnitude M w 5 z

3.28ft variable for stress reduction factor 1.012 1.126 sin 5.133 11.73 z

3.28ft variable for stress reduction factor 0.106 0.118 sin 5.142 11.28

Project CISF Project No.19-017 Sheet 3 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD stress reduction factor rd exp M w rd 0.911 Liquefaction Calculations -

totv amax CSR 0.65 rd CSR 0.148 cyclic stress ratio effv g cyclic resistance ratio N 2 3 4 1_60_cs N1_60_cs N1_60_cs N1_60_cs CRRM7.5_eff1 exp 2.8 14.1 126 23.6 25.4 Mw magnitude scaling factor MSF 6.9 exp 0.058 MSF 1.919 (maximum MSF = 1.8) 4 1

coefficient for overburden correction factor C C 3.803 0.5 (maximum C=0.3) 18.9 2.55 N1_60 effv overburden correction factor K 1 C ln K 1.877 (maximum K=1.1) Pa ho 0psf static shear stress on horizontal plane 0.34 N60 effective friction angle eff atan eff 58.496 deg effv 12.2 20.3 P a

Ko for NC soil Ko 1 sin eff Ko 0.147 Grain type. Q empirical constant for dilatancy Q 10 quartz and feldspar 10 limestone 8 anthracite 7 chalk 5.5

Project CISF Project No.19-017 Sheet 4 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.5 1 N1_60 relative state parameter R R 0.923

(-0.61<R<0.11) 100 1 2Ko effv 46 Q ln 3 Pa ho alpha factor _factor _factor 0 (maximum =0.35) effv 2

a 1267 636_factor 634 exp( _factor) 632 exp( _factor) 2 b exp 1.11 12.3_factor 1.31 ln( _factor 0.0001) 3 c 0.138 0.126 _factor 2.52 _factor R

static shear stress correction factor K a b exp K 1.002 c

corrected cyclic stress ratio CRRM_effv CRRM7.5_eff1 MSF K K CRRM_effv 7 factor of safety for liquefaction FS liq FS liq 8.725 10 CSR

Project CISF Project No.19-017 Sheet 1 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD The following calculations for liquefaction of soils with sand-like behavior are based on Soil Liquefaction During Earthquakes - Monograph MNO-12 by I.M. Idriss and R.W. Boulanger (2008) published by the Earthquake Engineering Research Institute.

Soil Stress Conditions -

average total unit weight of soil total 120pcf unit weight of water water 62.4pcf water table depth below ground surface....very deep sample depth Boring B-101 z 19ft Sample No. 6 total vertical stress totv total z totv 2280 psf static water pressure u o 0 u o 0 psf effective vertical stress effv totv u o effv 2280 psf Hammer CE Standard Penetration N-value Correction -

Doughnut 0.5-1.0 Standard Penetration Test N-value Nm 55 Safety 0.7-1.2 Automatic 0.8-1.3 fines content FC 41 (Skempton, 1986) energy correction CE 0.75 borehole diameter correction CB 1.05 Borehole dia. CB rod length correction CR 0.85 65-115mm 1.0 150mm 1.05 sampler correction CS 1 200mm 1.15 (Skempton, 1986)

SPT N-value for an energy ratio of 60% N60 CE CB CR CS Nm Rod length CR

< 3m 0.75 N60 36.8 3-4m 0.80 4-6m 0.85 0.5 6-10m 0.95 Pa 10-30m 1.00 overburden correction factor CN_a (based on overburden stress only) effv CN_a 0.963 normalized SPT N-value N1_60 CN_a N60 N1_60 35.5 (based on overburden stress only)

Project CISF Project No.19-017 Sheet 2 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.784 0.078 N1_60 0.5 overburden correction factor Pa (based on overburden stress and CN_b eff relative density) v CN_b 0.976 overburden correction factor CN 0.976 used in liquefaction analysis (max CN = 1.7)

N1_60 CN N60 recalculated normalized SPT N-value N1_60 35.9 Pa 0.784 0.078 N 1_60 0.5 overburden correction factor CN_check eff used in liquefaction analysis v CN_check 0.977 9.7 2

fines content adjustment to SPT N-value N1_60 exp1.63 15.7 FC 0.01 FC 0.01 N1_60 5.6 N1_60_cs N1_60 N1_60 normalized SPT N-value (clean sands)

N1_60_cs 41.516 Earthquake Conditions -

amax 0.25 g peak ground accelerationl earthquake moment magnitude M w 5 z

3.28ft variable for stress reduction factor 1.012 1.126 sin 5.133 11.73 z

3.28ft variable for stress reduction factor 0.106 0.118 sin 5.142 11.28

Project CISF Project No.19-017 Sheet 3 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD stress reduction factor rd exp M w rd 0.868 Liquefaction Calculations -

totv amax CSR 0.65 rd CSR 0.141 cyclic stress ratio effv g cyclic resistance ratio N 2 3 4 1_60_cs N1_60_cs N1_60_cs N1_60_cs CRRM7.5_eff1 exp 2.8 14.1 126 23.6 25.4 Mw magnitude scaling factor MSF 6.9 exp 0.058 MSF 1.919 (maximum MSF = 1.8) 4 1

coefficient for overburden correction factor C C 0.277 0.5 (maximum C=0.3) 18.9 2.55 N1_60 effv overburden correction factor K 1 C ln K 0.979 (maximum K=1.1) Pa ho 0psf static shear stress on horizontal plane 0.34 N60 effective friction angle eff atan eff 53.647 deg effv 12.2 20.3 P a

Ko for NC soil Ko 1 sin eff Ko 0.195 Grain type. Q empirical constant for dilatancy Q 10 quartz and feldspar 10 limestone 8 anthracite 7 chalk 5.5

Project CISF Project No.19-017 Sheet 4 of 4 Date 2 / 17 / 2020 Engineer TCS Checked by TJD 0.5 1 N1_60 relative state parameter R R 0.72

(-0.61<R<0.11) 100 1 2Ko effv 46 Q ln 3 Pa ho alpha factor _factor _factor 0 (maximum =0.35) effv 2

a 1267 636_factor 634 exp( _factor) 632 exp( _factor) 2 b exp 1.11 12.3_factor 1.31 ln( _factor 0.0001) 3 c 0.138 0.126 _factor 2.52 _factor R

static shear stress correction factor K a b exp K 1 c

corrected cyclic stress ratio CRRM_effv CRRM7.5_eff1 MSF K K CRRM_effv factor of safety for liquefaction FS liq FS liq 93.321 CSR

APPENDIX G Sample Bearing Capacity Calculations

Bearing Capacity Calculation CISF Storage Pad

Page 1 of 3 Date: 2/17/2020 Project: CISF Cask Storage Pads Location: Andrews, Texas BEARING CAPACITY CALCULATIONS Project No: 31151247.R2 Vesic Bearing Capacity Formulas qult = c'Ncscdcicbcgc + 'ZDNqsqdqiqbqgq + 0.5'BNsdibg where, qult = ultimate bearing capacity c' = effective cohesion for soil beneath foundation

' = effective friction angle for soil beneath foundation

'ZD = vertical effective stress at depth D below ground surface

' = effective unit weight of the soil D = depth of foundation below ground surface B = width of foundation L = length of foundation Nc,Nq, N = Vesic bearing capacity factors = f('), factors follow sc, sq, s = shape factors dc, dq, d = depth factors ic, iq, i = load inclination factors, not applicable in this analysis bc, bq, b = base inclination factors, not applicable in this analysis gc, gq, g = ground inclination factors, not applicable in this analysis Vesic Bearing Capacity Factors

' (deg) Nc Nq N ' (deg) Nc Nq N ' (deg) Nc Nq N 11 8.8 2.7 1.4 21.0 15.8 7.1 6.2 31.0 32.7 20.6 26.0 12 9.3 3.0 1.7 22.0 16.9 7.8 7.1 32.0 35.5 23.2 30.2 13 9.8 3.3 2.0 23.0 18.0 8.7 8.2 33.0 38.6 26.1 35.2 14 10.4 3.6 2.3 24.0 19.3 9.6 9.4 34.0 42.2 29.4 41.1 15 11.0 3.9 2.6 25.0 20.7 10.7 10.9 35.0 46.1 33.3 48.0 16 11.6 4.3 3.1 26.0 22.3 11.9 12.5 36.0 50.6 37.8 56.3 17 12.3 4.8 3.5 27.0 23.9 13.2 14.5 37.0 55.6 42.9 66.2 18 13.1 5.3 4.1 28.0 25.8 14.7 16.7 38.0 61.4 48.9 78.0 19 13.9 5.8 4.7 29.0 27.9 16.4 19.3 39.0 67.9 56.0 92.2 20 14.8 6.4 5.4 30.0 30.1 18.4 22.4 40.0 75.3 64.2 109.4

Page 2 of 3 Project Specific Information:

The CISF Pads will bear at an elevation of 4 feet below ground surface. The pads will consist of a reinforced concrete mat measuring 36 inches in thickness. Plan dimensions of the mat are 135 feet by 55 feet. The CISF Pads are anticipated to bear in the Caliche with Sand Matrix. An effective friction angle of 27 degrees and an effective unit weight of 95 pounds per cubic foot were utilized for the calculation.

c' = 0 psf

' = 27 degrees

'ZD = 380 psf

' = 95 pcf D = 4 feet B = 55 feet L = 135 feet Step 1: Calculate Shape Factors sc = 1 + (B/L)(Nq/Nc) sc = 1.225 sq = 1 + (B/L)tan' sq = 1.208 s = 1 0.4(B/L) s = 0.837 Step 2: Calculate Depth Factors dc = 1 + 0.4k where k = D/B dc = 1.029 dq = 1 + 2ktan'(1sin')2 dq = 1.022 d = 1 d = 1.000 Step 3: Calculate Load Inclination Factors Since the loads act perpendicular to the base of the footing, the I factors equal 1 and may be neglected.

Step 4: Calculate the Base Inclination Factors Page 3 of 3 Since the base of the footing is level, all of the b factors equal to 1 and may be neglected.

Step 5: Calculate the Ground Inclination Factors Since the ground surfaceis level the g factors equal to 1 and may be neglected.

Step 6: Calculate the Ultimate Bearing Capacity qult = c'Ncscdcicbcgc + 'ZDNqsqdqiqbqgq + 0.5'BNsdibg removing the values which were equal to 1 results in the following:

qult = c'Ncscdc + 'ZDNqsqdq + 0.5'BNsd qult = 37899 psf Step 7: Calculate the Allowable Bearing Capacity qall = qult/FOS Factor of Safety of 3 utilized for bearing capacity qall = 12633 psf Based on the loading provided by Enercon the CISF Mat Foundations will impart a maximum pressure of 4,500 psf to the subgrade 12633 > 4,500 Bearing Capacity OK You will note that the calculated allowable bearing capacities often exceed those provided in the text of the report. Typically, on structures which are supported on shallow foundations bearing capacity (of the soil) does not control the foundation size.

Bearing Capacity Calculation Cask Handling Building - Main Columns

Page 1 of 3 Date: 2/17/2020 Project: CISF Cask Handling Building (Main Columns)

Location: Andrews, Texas BEARING CAPACITY CALCULATIONS Project No: 31151247.R2 Vesic Bearing Capacity Formulas qult = c'Ncscdcicbcgc + 'ZDNqsqdqiqbqgq + 0.5'BNsdibg where, qult = ultimate bearing capacity c' = effective cohesion for soil beneath foundation

' = effective friction angle for soil beneath foundation

'ZD = vertical effective stress at depth D below ground surface

' = effective unit weight of the soil D = depth of foundation below ground surface B = width of foundation L = length of foundation Nc,Nq, N = Vesic bearing capacity factors = f('), factors follow sc, sq, s = shape factors dc, dq, d = depth factors ic, iq, i = load inclination factors, not applicable in this analysis bc, bq, b = base inclination factors, not applicable in this analysis gc, gq, g = ground inclination factors, not applicable in this analysis Vesic Bearing Capacity Factors

' (deg) Nc Nq N ' (deg) Nc Nq N ' (deg) Nc Nq N 11 8.8 2.7 1.4 21.0 15.8 7.1 6.2 31.0 32.7 20.6 26.0 12 9.3 3.0 1.7 22.0 16.9 7.8 7.1 32.0 35.5 23.2 30.2 13 9.8 3.3 2.0 23.0 18.0 8.7 8.2 33.0 38.6 26.1 35.2 14 10.4 3.6 2.3 24.0 19.3 9.6 9.4 34.0 42.2 29.4 41.1 15 11.0 3.9 2.6 25.0 20.7 10.7 10.9 35.0 46.1 33.3 48.0 16 11.6 4.3 3.1 26.0 22.3 11.9 12.5 36.0 50.6 37.8 56.3 17 12.3 4.8 3.5 27.0 23.9 13.2 14.5 37.0 55.6 42.9 66.2 18 13.1 5.3 4.1 28.0 25.8 14.7 16.7 38.0 61.4 48.9 78.0 19 13.9 5.8 4.7 29.0 27.9 16.4 19.3 39.0 67.9 56.0 92.2 20 14.8 6.4 5.4 30.0 30.1 18.4 22.4 40.0 75.3 64.2 109.4

Page 2 of 3 Project Specific Information:

The foundations for the Cask Handling Building will bear at an elevation of 10 to 11 feet below ground surface. The foundations for the main columns measure 28 feet by 183 feet while the foundations for the wind columns measure 26 feet 3 inches by 40 feet. The foundations for the cask handling building are anticipated to bear in the Caliche with Sand Matrix. An effective friction angle of 35 degrees and an effective unit weight of 130 pounds per cubic foot were utilized for the calculation.

c' = 0 psf

' = 35 degrees

'ZD = 1300 psf

' = 130 pcf D = 10 feet B = 28 feet L = 183 feet Step 1: Calculate Shape Factors sc = 1 + (B/L)(Nq/Nc) sc = 1.111 sq = 1 + (B/L)tan' sq = 1.285 s = 1 0.4(B/L) s = 0.837 Step 2: Calculate Depth Factors dc = 1 + 0.4k where k = D/B dc = 1.143 dq = 1 + 2ktan'(1sin')2 dq = 1.091 d = 1 d = 1.000 Step 3: Calculate Load Inclination Factors Since the loads act perpendicular to the base of the footing, the I factors equal 1 and may be neglected.

Step 4: Calculate the Base Inclination Factors Page 3 of 3 Since the base of the footing is level, all of the b factors equal to 1 and may be neglected.

Step 5: Calculate the Ground Inclination Factors Since the ground surfaceis level the g factors equal to 1 and may be neglected.

Step 6: Calculate the Ultimate Bearing Capacity qult = c'Ncscdcicbcgc + 'ZDNqsqdqiqbqgq + 0.5'BNsdibg removing the values which were equal to 1 results in the following:

qult = c'Ncscdc + 'ZDNqsqdq + 0.5'BNsd qult = 133823 psf Step 7: Calculate the Allowable Bearing Capacity qall = qult/FOS Factor of Safety of 3 utilized for bearing capacity qall = 44608 psf Based on the loading provided by AECOM the Cask Handling Building Main Columns will impart a maximum service level pressure of 3,340 psf to the subgrade 44608 > 3,340 Bearing Capacity OK You will note that the calculated allowable bearing capacities often exceed those provided in the text of the report. Typically, on structures which are supported on shallow foundations bearing capacity (of the soil) does not control the foundation size.

Bearing Capacity Calculation Cask Handling Building - Wind Columns

Page 1 of 3 Date: 2/17/2020 Project: CISF Cask Handling Building (Wind Columns)

Location: Andrews, Texas BEARING CAPACITY CALCULATIONS Project No: 31151247.R2 Vesic Bearing Capacity Formulas qult = c'Ncscdcicbcgc + 'ZDNqsqdqiqbqgq + 0.5'BNsdibg where, qult = ultimate bearing capacity c' = effective cohesion for soil beneath foundation

' = effective friction angle for soil beneath foundation

'ZD = vertical effective stress at depth D below ground surface

' = effective unit weight of the soil D = depth of foundation below ground surface B = width of foundation L = length of foundation Nc,Nq, N = Vesic bearing capacity factors = f('), factors follow sc, sq, s = shape factors dc, dq, d = depth factors ic, iq, i = load inclination factors, not applicable in this analysis bc, bq, b = base inclination factors, not applicable in this analysis gc, gq, g = ground inclination factors, not applicable in this analysis Vesic Bearing Capacity Factors

' (deg) Nc Nq N ' (deg) Nc Nq N ' (deg) Nc Nq N 11 8.8 2.7 1.4 21.0 15.8 7.1 6.2 31.0 32.7 20.6 26.0 12 9.3 3.0 1.7 22.0 16.9 7.8 7.1 32.0 35.5 23.2 30.2 13 9.8 3.3 2.0 23.0 18.0 8.7 8.2 33.0 38.6 26.1 35.2 14 10.4 3.6 2.3 24.0 19.3 9.6 9.4 34.0 42.2 29.4 41.1 15 11.0 3.9 2.6 25.0 20.7 10.7 10.9 35.0 46.1 33.3 48.0 16 11.6 4.3 3.1 26.0 22.3 11.9 12.5 36.0 50.6 37.8 56.3 17 12.3 4.8 3.5 27.0 23.9 13.2 14.5 37.0 55.6 42.9 66.2 18 13.1 5.3 4.1 28.0 25.8 14.7 16.7 38.0 61.4 48.9 78.0 19 13.9 5.8 4.7 29.0 27.9 16.4 19.3 39.0 67.9 56.0 92.2 20 14.8 6.4 5.4 30.0 30.1 18.4 22.4 40.0 75.3 64.2 109.4

Page 2 of 3 Project Specific Information:

The foundations for the Cask Handling Building will bear at an elevation of 10 to 11 feet below ground surface. The foundations for the main columns measure 28 feet by 183 feet while the foundations for the wind columns measure 26 feet 3 inches by 40 feet. The foundations for the cask handling building are anticipated to bear in the Caliche with Sand Matrix. An effective friction angle of 35 degrees and an effective unit weight of 130 pounds per cubic foot were utilized for the calculation.

c' = 0 psf

' = 35 degrees

'ZD = 1300 psf

' = 130 pcf D = 10 feet B = 26.25 feet L = 40 feet Step 1: Calculate Shape Factors sc = 1 + (B/L)(Nq/Nc) sc = 1.474 sq = 1 + (B/L)tan' sq = 1.285 s = 1 0.4(B/L) s = 0.837 Step 2: Calculate Depth Factors dc = 1 + 0.4k where k = D/B dc = 1.152 dq = 1 + 2ktan'(1sin')2 dq = 1.097 d = 1 d = 1.000 Step 3: Calculate Load Inclination Factors Since the loads act perpendicular to the base of the footing, the I factors equal 1 and may be neglected.

Step 4: Calculate the Base Inclination Factors Page 3 of 3 Since the base of the footing is level, all of the b factors equal to 1 and may be neglected.

Step 5: Calculate the Ground Inclination Factors Since the ground surfaceis level the g factors equal to 1 and may be neglected.

Step 6: Calculate the Ultimate Bearing Capacity qult = c'Ncscdcicbcgc + 'ZDNqsqdqiqbqgq + 0.5'BNsdibg removing the values which were equal to 1 results in the following:

qult = c'Ncscdc + 'ZDNqsqdq + 0.5'BNsd qult = 129590 psf Step 7: Calculate the Allowable Bearing Capacity qall = qult/FOS Factor of Safety of 3 utilized for bearing capacity qall = 43197 psf Based on the loading provided by AECOM the Cask Handling Building Wind Columns will impart a maximum service level pressure of 1,860 psf to the subgrade 43197 > 1,860 Bearing Capacity OK You will note that the calculated allowable bearing capacities often exceed those provided in the text of the report. Typically, on structures which are supported on shallow foundations bearing capacity (of the soil) does not control the foundation size.

APPENDIX H Settlement Calculations

DAN P.O. Box 309 BROWN Jasper, TN 37347 (423)942-8681 AND ASSOCIATES www.danbrownandassociates.com TECHNICAL MEMORANDUM Settlement Analyses CISF Storage Pad Site Andrews TX DBA Project No.19-017 To: Derek Kilday, P.E./GEOServices From: Timothy C. Siegel, P.E, G.E., D.GE Tayler J. Day, P.E.

Date: 17 February 2020

1. Introduction This Technical Memorandum (TM) presents the results of settlement analyses for the waste interim storage pad system at the subject site in Andrews, Texas. Subsurface conditions were described as a soil column in correspondence from GEOServices as part of their revised recommendations to be included in the final geotechnical report. Loading and pad dimensions were provided to DBA by Enercon. The remaining sections of this TM briefly describe the soil column, analysis considerations and results.

2. Soil Column Used for Analysis The settlement analyses were performed based on soil properties and stresses applied to the ground by the proposed structure. Geotechnical explorations were performed by AECOM 1 and GEOServices 2. Boring information collected by GEOServices extends to auger refusal at approximately 45 feet below the ground surface that existed at time of exploration. Typical settlement analyses consider a depth of influence of twice the least dimension of the loaded area.

DBA understands that for this project, the team prefers to consider a greater depth. DBAs analyses consider the soil column to 600 feet below ground surface (top of the Trujillo Sandstone Formation) with the layers presented in Table 1.

1 AECOM. (2016). Site-Specific Seismic Hazard Evaluation and Development of Seismic Design Ground Motions, WCS Centralized Interim Storage Facility Project. Dated March 18, 2016.

2 GEOServices (2018) Report of Geotechnical Exploration: Consolidated Interim Storage Facility (CISF) Andrews, Texas Geoservices,, LLC Project No. 31-151247.R1. Submitted to Waste Control Specialists, LLC. Dated 15 July 2016

Table 1 - Soil column layer information provided in revised GEOServices Report of Geotechnical Exploration Top (feet) Bottom (feet) Layer Description 0 2 Cover Sands 2 10 Caliche with Sand Matrix - Moderately Hard 10 20 Caliche with Sand Matrix - Moderately Hard 20 25 Caliche - Very Hard 25 35 Caliche - Very Hard 35 50 Ogallala - Sand with Gravel 50 80 Ogallala - Sand with Gravel 80 100 Ogallala - Sand with Gravel 100 130 Dockum - Claystone and Siltstone 130 230 Claystone and Siltstone 230 275 Dockum - Claystone 275 300 Dockum - Silty Sands 300 360 Dockum - Claystone 360 600 Dockum - Claystone

3. Settlement Analysis Parameters Settlement analyses were performed using Settle3 ver. 5.001, a 3-dimensional program for the analysis of vertical consolidation and settlement under foundations and surface loads. Settle3 is designed to compute both immediate compression settlement and settlement due to consolidation. Immediate settlement occurs when a load is applied to materials that can be assumed to behave linear elastically. In this case, the composition of the soil column and relative stiffness (reported in boring logs and shear wave velocity profiles) coupled with the absence of a consistent high groundwater table identifies Immediate Settlement as the dominant deflection mechanism. Consolidation occurs in materials where excess pore pressures gradually dissipate.

As there is no consistent permanent water table observed in the extensive geotechnical exploration of the areas, excess porewater pressures are unlikely to be generated so DBA concludes that primary consolidation will not significantly contribute to storage pad deflections in the reported conditions. The stress computation method used in this analysis was the Westergaard Solution for consideration of multiple layers with Poissons ratio inputs.

Immediate settlement can be estimated in Settle3 using constrained modulus to represent the compressibility of the geotechnical material. Constrained modulus was not directly provided in the provided geotechnical explorations. The constrained modulus of soil was determined using a correlation with average standard penetration test (SPT) N-value that was proposed by Tan et al. 3 The average SPT N-values (excluding refusal) in the GEOServices borings were compared to the Normally Loaded Sand or Sand and Gravel relationship to estimate the constrained modulus using the highest resolution measurements available. The majority of the SPT N-values 3 Tan, C.K., Duncan, J.M., Rojiani, K.B., and Barker, R.M.(1991) Engineering Manual for Shallow Foundations, prepared for the National Cooperative Highway Research Program (NCHRP Project 24-4) Sponsored by AASHTO and FHWA, Washington, D.C., 171pp DAN 17 February 2020 BROWN TECHNICAL MEMORANDUM AND ASSOCIATES Page 2 of 9 CISF Andrews, TX Settlement Analysis

measured in the remaining layers of the GEOServices borings were larger than 70 blows/ft and are therefore considered outside the range of the correlation.

M=600 tsf M=445 tsf 33 54 Figure 1 - Relationship between SPT resistance and constrained modulus used for top 20 feet of soil column (after Tan et al., 1991)

A summary of the estimated constrained moduli for the top 20 feet of the soil column is presented in Table 2. Several refusal SPT N-values in the top 20 feet were intentionally excluded from the average in recognition of potential reductions in modulus due to inconsistent or partial cementation in the Caliche Sand matrix as described to DBA by GEOServices.

Table 2 - Correlated constrained modulus values for top 20feet of soil column using Tan et al. (1991).

Average Constrained Modulus Top Bottom N-Value (tsf) from Tan et al. (1991)

(feet) (feet) (bpf) Layer Material (from GEOS Soil Column) correlation 0 2 33 Cover Sands 445 Caliche with Sand Matrix - Moderately 2 10 54 600 Hard Caliche with Sand Matrix - Moderately 10 20 54 600 Hard Below a depth of 20feet, DBA relied upon the shear wave velocity profiles collected by GEOServices and the Site-Specific Seismic Hazard Evaluation and Development of Seismic Ground Motions prepared by AECOM (2016). The GEOServices study targeted the top 100feet of the profile while the AECOM study collected shear wave velocity measurements in the area to depths of 600feet below ground surface. Each layer in the soil column between 20feet and 100feet below ground surface were assigned average shear wave velocities using the GEOServices shear wave velocity DAN 17 February 2020 BROWN TECHNICAL MEMORANDUM AND ASSOCIATES Page 3 of 9 CISF Andrews, TX Settlement Analysis

measurements. Layers between 100feet and 600feet below ground surface were assigned average shear wave velocities using the AECOM measurements. A summary of the layers, their associated Settle3 model layer names, and the average shear wave velocities is provided in Table 3.

Table 3 - Average shear wave velocities assigned to each soil column layer between 20 feet and 600 feet below ground surface.

Avg. Layer Shear Top Bottom Wave Velocity Layer Material (From GEOS (feet) (feet) (ft/s) Column) 20 25 1530 Caliche - Very Hard 25 35 1900 Caliche - Very Hard 35 50 2290 Ogallala - Sand with Gravel 50 80 1840 Ogallala - Sand with Gravel 80 100 2790 Ogallala - Sand with Gravel 100 130 2300 Dockum - Claystone and Siltstone 130 230 2755 Claystone and Siltstone 230 275 2755 Dockum - Claystone 275 300 2755 Dockum - Silty Sands 300 360 2755 Dockum - Claystone 360 600 3115 Dockum - Claystone Average shear wave velocities were then converted to constrained modulus using the following relationship:

Where, Vs = shear wave velocity; G = shear modulus; M = constrained modulus;

= Poissons ratio (from AECOM report); and,

= unit weight.

The correlations between shear wave velocity and moduli are based on small-strain wave theory which is reasonable for use in engineering analysis of settlement of these hard/stiff layers which are unlikely to experience large strains as a result of the pressures exerted by the storage pads. A summary of the layers and modulus values used in this Settle 3 soil column is presented in Table 5.

DAN 17 February 2020 BROWN TECHNICAL MEMORANDUM AND ASSOCIATES Page 4 of 9 CISF Andrews, TX Settlement Analysis

Table 4 - Soil Layers and Parameters used in Settle3 Average N- Shear Top Bottom Value Wave Layer Description (feet) (feet)

(bpf) Velocity Constrained (ft/s) Modulus (ksf) 0 2 33 Cover Sands 890 2 10 54 Caliche with Sand Matrix - Moderately Hard 1200 10 20 54 Caliche with Sand Matrix - Moderately Hard 1200 20 25 1530 Caliche - Very Hard 35815 25 35 1900 Caliche - Very Hard 55232 35 50 2290 Ogallala - Sand with Gravel 80233 50 80 1840 Ogallala - Sand with Gravel 53870 80 100 2790 Ogallala - Sand with Gravel 123857 100 130 2300 Dockum - Claystone and Siltstone 84172 130 230 2755 Claystone and Siltstone 120769 230 275 2755 Dockum - Claystone 120769 275 300 2755 Dockum - Silty Sands 120679 300 360 2755 Dockum - Claystone 120679 360 600 3115 Dockum - Claystone 154394

4. Single Storage Pad Analysis and Results The first objective of the settlement analyses was to perform multiple iterations between Settle3 and GTSTRUDL for four construction conditions of a single storage pad (135ft by 55ft in plan dimension) to develop appropriate bearing pressures and structural loads for pad design.

Considered single storage pad configurations are summarized in Table 5.

Table 5 - Summary of analysis conditions and loading.

Condition Loading Configuration 1 Single Pad - 24 Loaded Casks Configuration 2 Single Pad - 6 Loaded Casks Configuration 3 Single Pad - 12 Loaded Casks Configuration 4 Single Pad - 18 Loaded Casks The first iteration of the settlement analysis was performed using the dead loads of the casks provided in WCS Consolidated Interim Storage Facility System Safety Analysis Report (Revision 2- June 2018) and the estimated footing weight. The resulting bearing pressures were used to develop an initial Settle3 model for each configuration using the soil column described previously with the end goal of estimating settlement and values of subgrade modulus k (psf/in). The calculated values of subgrade modulus were then submitted to Enercon to be integrated into the GTSTRUDL structural analysis of the storage pad. The resulting load distribution reported by Enercon was then a more accurate estimate of soil response thus refining the slab pressure DAN 17 February 2020 BROWN TECHNICAL MEMORANDUM AND ASSOCIATES Page 5 of 9 CISF Andrews, TX Settlement Analysis

distribution. The results of the refined slab analysis were provided to DBA and used to update the Settle3 model resulting in revised subgrade modulus values.

4.1. Configurations 1-4 Loading Information and Iteration After initial modeling of the dead loads applied directly to the soil column, DBA used the loading information provided by Enercon in the form of GTSTRUDL output of loads at individual node locations. DBA understands that Enercon grouped nodes into zones of similar modulus of subgrade reaction as identified in the initial Settle3 model (20+ zones for each configuration shown in the attachments). When revised loading was returned, DBA integrated the nodal loads in each zone to determine the revised zone bearing pressures. This approach considers effects of mat stiffness on the distribution of stresses to the soil. The resulting bearing pressures were then updated in the Settle3 model and revised values of modulus of subgrade reaction were determined for each zone. This iterative process continued for Configurations 1-4 until the change in modulus of subgrade reaction values was less than or equal to 10% when compared to the values resulting from the previous iteration. Generally, the zones identified in the analysis were one of four groups:

• Loaded Casks

• Mat Edges

• Intermediate (between casks) Areas

• Indirectly Loaded (no casks) Areas for Configurations 2, 3 and 4 The final pressure distributions for each configuration can be found in the attachments.

4.2. Configurations 1-4 Settlement Analysis Results Computed settlements for Configurations 1-4 are summarized in Table 6. Maximum estimated settlements for all configurations occur under the center of the cask nearest the center of the loaded group. Settlements decrease radially from the heavier loaded cask zones. This behavior matches the expected behavior of a loaded mat. Settlement plots for each configuration and the inputs used for Settle3 are attached to this TM. It is important to note that the results of geotechnical settlement models are estimates that are input dependent. Therefore, settlement recommendations should be based on a combination of calculations and experience that acknowledges the calculations are not precise to the multiple decimal places reported by the program.

Table 6 - Summary of single pad settlement estimates.

Estimated maximum Condition Loading settlement (in.)

Configuration 1 Single Pad - 24 Loaded Casks 0.7 Configuration 2 Single Pad - 6 Loaded Casks 0.6 Configuration 3 Single Pad - 12 Loaded Casks 0.7 Configuration 4 Single Pad - 18 Loaded Casks 0.7 The Settle3 bearing pressure input files report a lower bearing pressure than the calculated zone bearing pressure in the attachments. To avoid loading edge effects caused by drastic changes in DAN 17 February 2020 BROWN TECHNICAL MEMORANDUM AND ASSOCIATES Page 6 of 9 CISF Andrews, TX Settlement Analysis

bearing pressure over very small distance, the bearing pressure zones input into Settle3 are cumulative. An example of this concept is shown in Figure 2.

Figure 2 - Example of Slide3 bearing pressure input determination

5. Multiple Pad Analysis and Results The second objective of the settlement analyses is to estimate the settlement of a configuration of four fully loaded pads in their final constructed condition. The converged Configuration 1 loads were applied in an orientation of four pads spaced per Figure 1-6 in the WCS CISF Safety Analysis Report. The maximum predicted settlement for the four pad scenario is similar to the single pad Configuration 1 case (0.7inches at the center of each pad). The main effect of the adjacent loaded pads is an increase of settlement estimated at the corner of the pads (0.2inches compared to 0.1inches), and the related slight decrease in predicted differential settlement between the center of the footings and the corners of the pads. This behavior results from overlapping stress influence from the loaded footings, which is consistent with predicted behavior. Inputs and results of the model are shown in the attachments.

6. Cask Handling Building Analysis and Results DBA understands that an auxiliary structure will be utilized for handling the filling of the casks before they are moved to the storage pads. According to Chapter 7 of the WCS CISF Safety Analysis report, the Cask Handling Building (CHB) is a two-bay steel structure measuring 175ft by 193ft with a height of 72ft. Based on a preliminary foundation layout plan for the building, DBA understands the main column footings and wind column footings will be constructed to bear 10ft below ground surface. The soil column developed for storage pad analysis was used to estimate settlements of the CHB.

Based on provided loading information, DBA understands the maximum service level bearing pressure is approximately 3.5ksf or less with maximum limit state bearing pressures approaching 5.5ksf. It is standard practice in geotechnical shallow foundation design to analyze settlements for sustained loading and service loading so two models were developed for the CHB. Two dead load only cases were analyzed: 1.0 DL (1.79ksf for main column footings and 1.67ksf for wind column footings); and a net bearing pressure from Dead loading case (0.66ksf for main column DAN 17 February 2020 BROWN TECHNICAL MEMORANDUM AND ASSOCIATES Page 7 of 9 CISF Andrews, TX Settlement Analysis

footings and 0.55ksf for wind column footings. The resulting settlements for both dead load cases are 0.25inches or less at the center of the footings. Estimated settlement for the maximum service load (3.5ksf for all footings) case is 0.5inches or less at the center of the footings.

7. Concluding Remarks Please contact the following if you would like to discuss this document or this project.

Timothy C. Siegel, P.E., G.E., D.GE Tayler J. Day, P.E.

CEO/Senior Principal Engineer Project Engineer Dan Brown and Associates PC Dan Brown and Associates PC 6424 Baum Dr. 6424 Baum Dr.

Knoxville, TN 37919 Knoxville, TN 37919 Mobile: 865-809-4883 Mobile: 217-371-2185 tim@dba.world tday@dba.world DAN 17 February 2020 BROWN TECHNICAL MEMORANDUM AND ASSOCIATES Page 8 of 9 CISF Andrews, TX Settlement Analysis

Attachments Summary of Analysis Basis.

GEOS Blow Count Profiles.

GEOS Shear Wave Velocity Profiles.

AECOM Shear Wave Velocity Profile.

Enercon Model Configurations.

Configuration 1 Final Bearing Zones and Pressures, Settlement Results, and Modulus of Subgrade Reaction Values for Enercon Models.

Configuration 1 Settle3 Inputs .

Configuration 2 Final Bearing Zones and Pressures, Settlement Results, and Modulus of Subgrade Reaction Values for Enercon Models.

Configuration 2 Settle3 Inputs .

Configuration 3 Final Bearing Zones and Pressures, Settlement Results, and Modulus of Subgrade Reaction Values for Enercon Models.

Configuration 3 Settle3 Inputs .

Configuration 4 Final Bearing Zones and Pressures, Settlement Results, and Modulus of Subgrade Reaction Values for Enercon Models Configuration 4 Settle3 Inputs.

Overall Pad Layout From WCS CISF Safety Analysis Report Four Pad Settle3 Analysis, Inputs and Results.

Cask Handling Building Settle3 Analysis, Inputs, and Results.

CISF Site Andrews, TX Settlement Analysis Methodology Problem Statement

• Nuclear waste storage pads

• Settlement concerns so calculation of footing settlement required DBA Approach

• Utilize extensive shear wave velocity data and soil boring explorations to create a constrained modulus profile

• In general, the soil profile is caliche & sand with gravel to a depth of

~100ft overlying rock

• Convert SPT N-Values to constrained modulus using Tan, C. K., Duncan, J.

M., Rojiani, K. B., and Barker, R. M. (1991) in top 20 feet.

• Convert the shear wave velocity to constrained modulus (M) 2(1)

=

=2 (12)

• Create the constrained modulus profile combining the SPT data from 0 to 20 ft depth with the shear wave velocity data beyond 20 ft depth

• Use Westergaards stress calculation method and the constrained modulus profile to calculate settlement in Settle3 by Rocscience

• Loading information provided by the structural

CISF Site Andrews, TX Settlement Analysis Methodology Layers based on Borings Performed by GEOS

• Interpreted from GEOS borings - data only to 45 ft depth

• Layers below 20 ft will be determined using the shear wave velocity data.

SPT N-Values from 20 to 45 ft are beyond the range of the correlation shown below Top of Bottom of N-Value Constrained Layer (ft) Layer (ft) (bpf) Layer Material (From GEOS Column) Modulus (tsf) 0 2 33 Cover Sands 445 2 10 54 Caliche w/ Sand Matrix - Mod. Hard 600 10 20 54 Caliche w/ Sand Matrix - Mod. Hard 600 SPT N-Value to Constrained Modulus Correlation

• Tan, C. K., Duncan, J. M., Rojiani, K. B., and Barker, R. M. (1991).

Engineering Manual for Shallow Foundations, prepared for the National Cooperative Highway Research Program (NCHRP Project 24-4) in cooperation with Virginia Polytechnic Institute and State University.

Sponsored by American Association of State Highway and Transportation Officials and Federal Highway Administration, Washington, DC.,

Blacksburg, VA, 171 pp.

M=600 tsf M=445 tsf 33 54

CISF Site Andrews, TX Settlement Analysis Methodology Layers based on Average Shear Wave Velocity Measurements

• Interpreted from all explorations and collaboration between GEOS and DBA.

• Top 100ft contains 7 stratum in 5 materials identified by GEOS USE SPT Measurements from GEOS Borings

CISF Site Andrews, TX Settlement Analysis Methodology Soil Column Based on Average Shear Wave Velocity Measurements

• Interpreted from all explorations and collaboration between GEOS and DBA.

• Top 100ft contains 7 stratum in 5 materials identified by GEOS

• 100ft-600ft (approx. location of incompressible layers with sharp contrast of velocity) contains 3 average velocity values for 6 layers identified in the soil column provided by GEOS Avg. Layer Shear Top (ft) Bottom (ft) Layer Material (From GEOS column) Model Layer Name Wave Velocity (ft/s) 20 25 1530 Caliche - Very Hard Caliche Hard 1 25 35 1900 Caliche - Very Hard Caliche Hard 2 35 50 2290 Ogallala - Sand with Gravel Ogallala 1 50 80 1840 Ogallala - Sand with Gravel Ogallala 2 80 100 2790 Ogallala - Sand with Gravel Ogallala 3 100 130 2300 Dockum - Claystone and Siltstone Dockum Claystone/Siltstone 130 230 2755 Claystone and Siltstone Claystone and Siltstone 230 275 2755 Dockum - Clay/Claystone Dockum Clay/Claystone1 275 300 2755 Dockum - Silty Sands Dockum Silty/Sands 300 360 2755 Dockum - Clay/Claystone Dockum Clay/Claystone 2 360 600 3115 Dockum - Clay/Claystone Dockum Clay/Claystone 3 Avg. Layer Shear Top (ft) Bottom (ft) Unit weight (pcf) Poisson's Ratio Gmax (psf)

Wave Velocity (ft/s) 20 25 1530 125 0.33 9,087,345 25 35 1900 125 0.33 14,013,975 35 50 2290 125 0.33 20,357,531 50 80 1840 130 0.33 13,668,571 80 100 2790 130 0.33 31,426,491 100 130 2300 130 0.33 21,357,143 130 230 2755 130 0.33 30,642,958 230 275 2755 130 0.33 30,642,958 275 300 2755 130 0.33 30,642,958 300 360 2755 130 0.33 30,642,958 360 600 3115 130 0.33 39,174,511

CISF Site Andrews, TX Settlement Analysis Methodology Total Constrained Modulus Profile

• 0 to 20 ft depth

• Constrained modulus obtained from GEOS SPT data and correlating N-Value with constrained modulus using Tan, C. K., Duncan, J. M.,

Rojiani, K. B., and Barker, R. M. (1991).

• 20 to 600 ft depth

• Constrained modulus obtained from converting the GEOS shear wave velocity to constrained modulus using the unit weight and Poissons ratio Top (ft) Bottom (ft) Layer Material (From GEOS column) Constrained Modulus (ksf) 0 2 Cover Sands 890 2 10 Caliche with Sand Matrix - Moderately Hard 1,200 10 20 Caliche with Sand Matrix - Moderately Hard 1,200 20 25 Caliche - Very Hard 35,815 25 35 Caliche - Very Hard 55,232 35 50 Ogallala - Sand with Gravel 80,233 50 80 Ogallala - Sand with Gravel 53,870 80 100 Ogallala - Sand with Gravel 123,857 100 130 Dockum - Claystone and Siltstone 84,172 130 230 Claystone and Siltstone 120,769 230 275 Dockum - Clay/Claystone 120,769 275 300 Dockum - Silty Sands 120,769 300 360 Dockum - Clay/Claystone 120,769 360 600 Dockum - Clay/Claystone 154,394

GEOS Blow Count Profiles 1

Cross Section-Location Plan D'

B-108 B-109 B-110 B-111 D

WCS Consolidated Interim Storage Facility C'

B-105 B-106 B-107 C

WCS A' B B-101 B-102 B-103 B-104 B'

E' Andrews, Texas AB-2 F TF-3 TF-4 AB-1 TF-5 A TF-1 TF-2 E F' DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) Site Source Provided by: WCS, (06/12/2015) 3) Do Not use Boring Locations for determinations of Distance or Quantities Boring Location & Identifier Cross Section line (Start - End') FIGURE:

2) Boring Locations are shown in general arrangement only 5

B B' B-101 B-102 B-103 B-104 0 0 N=19 N=10 N=7 N=37/3" N=8 N=48/3" N=13 N=43/3" 5 5 N=22 N=46 N=16 N=39 N=78 N=55 N=66 N=71 10 10 N=98 N=37/3" N=45/5" N=76 15 15 N=55 N=20/3" N=66 N=78 ELEVATION (FEET) ELEVATION (FEET) 20 20 N=89 N=24/3" N=56 N=62 Boring Cross-Section 25 25 WCS Consolidated Interim Storage Facility B.T. B.T. B.T.

N=64/2" 25' 25' 25' WCS 30 30 N=50/2" N=74/2" Andrews, Texas 35 35 N=81/3" 40 40 N=80/2" 45 45 A.R.

45' 50 50 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) B.T. = Boring Termination 3) Not To Scale FIGURE:

2) A.R. = Auger Refusal 7

C C' B-105 B-106 B-107 0 0 N=50/4" N=59 N=50/4" N=22 N=58 5 5 N=32 N=37 N=36 N=56 N=52 N=73 ELEVATION (FEET) ELEVATION (FEET) 10 10 N=>60 N=50/5" N=50/6" Boring Cross-Section 15 15 WCS Consolidated Interim Storage Facility N=>40 N=50/6" N=50/6" WCS 20 20 Andrews, Texas N=>65 N=50/5" N=50/5" 25 25 B.T. B.T. B.T.

25' 25' 25' 30 30 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) B.T. = Boring Termination 3) Not To Scale FIGURE:

2) A.R. = Auger Refusal 8

D D' B-108 B-109 B-110 B-111 0 0 N=15 N=54 N=43 N=89 N=25 N=39 N=36 N=28 5 5 N=37 N=42 N=15 N=52 N=23/5" N=40 N=42 N=51 10 10 N=30/4" N=47/3" N=50 N=60 15 15 N=39/3" N=40 N=40 N=90 ELEVATION (FEET) ELEVATION (FEET) 20 20 N=58/5" N=63 N=84 N=65 Boring Cross-Section 25 25 WCS Consolidated Interim Storage Facility B.T. B.T. B.T.

25' 25' 25' N=66 WCS 30 30 N=79 Andrews, Texas 35 35 A.R.

37' 40 40 45 45 50 50 DATE:

08/10/2015 GEOS Project No.

Notes: 31-151247

1) B.T. = Boring Termination 3) Not To Scale FIGURE:

2) A.R. = Auger Refusal 9

Shear Wave Velocity Profiles 2

Remi 1: Vs Model 0 1000 2000 3000 4000 5000 0

Vs100' = 1762 ft/s

-10

-20

-30

-40 Depth, ft

-50

-60

-70

-80

-90

-100 Shear-Wave Velocity, ft/s

Remi 2: Vs Model 0 500 1000 1500 2000 2500 3000 3500 4000 0

Vs100' = 1634 ft/s

-10

-20

-30

-40 Depth, ft

-50

-60

-70

-80

-90

-100 Shear-Wave Velocity, ft/s

Remi 3: Vs Model 0 500 1000 1500 2000 2500 3000 3500 4000 0

Vs100' = 1634 ft/s

-10

-20

-30

-40 Depth, ft

-50

-60

-70

-80

-90

-100 Shear-Wave Velocity, ft/s

Remi 4: Vs Model 0 500 1000 1500 2000 2500 3000 3500 4000 0

Vs100' = 1726 ft/s

-10

-20

-30

-40 Depth, ft

-50

-60

-70

-80

-90

-100 Shear-Wave Velocity, ft/s

AECOM Shear Wave Velocity Profile 3

VS (m/sec) 0 300 600 900 1200 1500 1800 0 0 200 100 400 600 200 Depth (ft) Depth (m) 800 300 1000 1200 400 1400 0 1000 2000 3000 4000 5000 6000 VS (ft/sec)

Logarithmic Mean Profile 3 Profile 1 Profile 4 Profile 2 Profile 5 Project No. 31787-001 VS PROFILES FROM 2015 Figure Waste Control Specialists SASW SURVEYS 20 Andrews, Texas Study No. WCS-12-05-100-001

Enercon Model Configurations 4

CISF Site Single Pad Analysis Andrews, TX

Configuration 1 Final Bearing Pressure Zones, Settlement Results, and Modulus of Subgrade Reaction Values for Enercon Model 5

CISF Site Single Pad Analysis Andrews, TX Configuration 1-Bearing Pressures (INPUT 5 Spreadsheet Loads)

CISF Site Andrews, TX Single Pad Analysis Results Configuration 1-Settlement Estimate (INPUT 5 Spreadsheet Loads)

+8%

-6% -5% -6%

-1%

+3%

-9% +3%

+8%

CISF Site Andrews, TX Single Pad Analysis Results Configuration 1-k values (INPUT 5 Spreadsheet) 46pci 45pci 46pci 45pci

(-3%)

45pci 45pci 45pci 45pci 45pci 45pci 44pci 45pci 44pci

(-4%) (-4%)

43pci 43pci 44pci 45pci 44pci

(-4%) (-4%)

45pci 45pci 45pci 45pci 45pci 45pci 45pci 45pci 45pci 22pci Between Casks 46pci

Configuration 1 Settle3 Inputs 6

SETTLE3 5.001

Page 1 of 15 Settle3 Analysis Information Project Settings Document Name 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z Date Created 1/16/2020, 3:00:31 PM Stress Computation Method Westergaard Minimum settlement ratio for subgrade modulus 0.9 Use average properties to calculate layered stresses Improve consolidation accuracy Ignore negative effective stresses in settlement calculations Stage Settings Stage # Name 1 Stage 1 Results Time taken to compute: 0 seconds Stage: Stage 1 Data Type Minimum Maximum Total Settlement [in] 0 0.701508 Loading Stress ZZ [ksf] 0.034724 4.49 Loads

1. Polygonal Load: "Zone 29" Label Zone 29 Load Type Flexible Area of Load 7425 ft2 Load 1.81 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 55 0 55 135 0 135 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

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Page 2 of 15

2. Polygonal Load: "Zone 26" Label Zone 26 Load Type Flexible Area of Load 675 ft2 Load 0.71 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 5 0 5 135 0 135

3. Polygonal Load: "Zone 27" Label Zone 27 Load Type Flexible Area of Load 250 ft2 Load 0.7 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

55 130 55 135 5 135 5 130

4. Polygonal Load: "Zone 28" Label Zone 28 Load Type Flexible Area of Load 650 ft2 Load 0.75 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 0 55 0 55 130 50 130

5. Polygonal Load: "Zone 25"19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 3 of 15 Label Zone 25 Load Type Flexible Area of Load 225 ft2 Load 0.82 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5 0 50 0 50 5 5 5

6. Rectangular Load: "Zone 1" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 5.5 17.5 5.5 17.5 17.5 5.5 17.5

7. Rectangular Load: "Zone 17" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 5.5 49.5 5.5 49.5 17.5 37.5 17.5

8. Rectangular Load: "Zone 24"19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 4 of 15 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 117.5 49.5 117.5 49.5 129.5 37.5 129.5

9. Rectangular Load: "Zone 8" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 117.5 17.5 117.5 17.5 129.5 5.5 129.5

10. Rectangular Load: "Zone 23" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 101.5 49.5 101.5 49.5 113.5 37.5 113.5 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 5 of 15

11. Rectangular Load: "Zone 22" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 85.5 49.5 85.5 49.5 97.5 37.5 97.5

12. Rectangular Load: "Zone 21" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 69.5 49.5 69.5 49.5 81.5 37.5 81.5

13. Rectangular Load: "Zone 20" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 6 of 15 X [ft] Y [ft]

37.5 53.5 49.5 53.5 49.5 65.5 37.5 65.5

14. Rectangular Load: "Zone 19" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 37.5 49.5 37.5 49.5 49.5 37.5 49.5

15. Rectangular Load: "Zone 18" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 21.5 49.5 21.5 49.5 33.5 37.5 33.5

16. Rectangular Load: "Zone 16" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 7 of 15 Coordinates X [ft] Y [ft]

21.5 117.5 33.5 117.5 33.5 129.5 21.5 129.5

17. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 101.5 17.5 101.5 17.5 113.5 5.5 113.5

18. Rectangular Load: "Zone 6" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 85.5 17.5 85.5 17.5 97.5 5.5 97.5

19. Rectangular Load: "Zone 5"19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 8 of 15 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 69.5 17.5 69.5 17.5 81.5 5.5 81.5

20. Rectangular Load: "Zone 4" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 53.5 17.5 53.5 17.5 65.5 5.5 65.5

21. Rectangular Load: "Zone 3" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 37.5 17.5 37.5 17.5 49.5 5.5 49.5 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 9 of 15

22. Rectangular Load: "Zone 2" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 21.5 17.5 21.5 17.5 33.5 5.5 33.5

23. Rectangular Load: "Zone 9" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 5.5 33.5 5.5 33.5 17.5 21.5 17.5

24. Rectangular Load: "Zone 10" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.58 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 21.5 33.5 21.5 33.5 33.5 21.5 33.5 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 10 of 15

25. Rectangular Load: "Zone 11" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 37.5 33.5 37.5 33.5 49.5 21.5 49.5

26. Rectangular Load: "Zone 12" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 53.5 33.5 53.5 33.5 65.5 21.5 65.5

27. Rectangular Load: "Zone 13" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 11 of 15 X [ft] Y [ft]

21.5 69.5 33.5 69.5 33.5 81.5 21.5 81.5

28. Rectangular Load: "Zone 14" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 85.5 33.5 85.5 33.5 97.5 21.5 97.5

29. Rectangular Load: "Zone 15" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.57 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 101.5 33.5 101.5 33.5 113.5 21.5 113.5 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 12 of 15 Soil Layers Layer # Type Thickness [ft] Depth [ft]

1 Cover Sands 2 0 2 Caliche/Sand 1 8 2 3 Caliche/Sand 2 10 10 4 Caliche Hard 1 5 20 5 Caliche Hard 2 10 25 6 Ogallala 1 15 35 7 Ogallala 2 30 50 8 Ogallala 3 20 80 9 Dockum Claystone/Siltsone 30 100 10 Claystone and Siltstone 100 130 11 Dockum Clay/Claystone 1 45 230 12 Dockum Silty/Sands 25 275 13 Dockum Clay/Claystone 2 60 300 14 Dockum Clay/Claystone 3 240 360 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 13 of 15 Soil Properties Property Cover Sands Caliche/Sand 1 Caliche/Sand 2 Caliche Hard 1 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.12 0.12 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 890 1200 1200 35815 Esur [ksf] 890 1200 1200 35815 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Caliche Hard 2 Ogallala 1 Ogallala 2 Ogallala 3 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 55232 80233 53870 123857 Esur [ksf] 55232 80233 53870 123857 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Dockum Claystone/ Claystone and Dockum Clay/ Dockum Silty/

Property Siltsone Siltstone Claystone 1 Sands Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 84172 120769 120769 120769 Esur [ksf] 84172 120769 120769 120769 Undrained Su A [kips/

0 0 0 0 ft2]

Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Dockum Clay/Claystone 2 Dockum Clay/Claystone 3 Color ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 K0 1 1 Immediate Settlement Enabled Enabled Es [ksf] 120769 154394 Esur [ksf] 120769 154394 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 14 of 15 Query Points Point # Query Point Name (X,Y) Location Number of Divisions 1 Cask Point 1 11.5, 11.5 Auto: 101 2 Cask Point 2 11.5, 27.5 Auto: 101 3 Cask Point 3 11.5, 43.5 Auto: 101 4 Cask Point 4 11.5, 59.5 Auto: 101 5 Cask Point 5 11.5, 75.5 Auto: 101 6 Cask Point 6 11.5, 91.5 Auto: 101 7 Cask Point 7 11.5, 107.5 Auto: 101 8 Cask Point 8 11.5, 123.5 Auto: 101 9 Cask Point 9 27.5, 11.5 Auto: 101 10 Cask Point 10 27.5, 27.5 Auto: 101 11 Cask Point 11 27.5, 43.5 Auto: 101 12 Cask Point 12 27.5, 59.5 Auto: 101 13 Cask Point 13 27.5, 75.5 Auto: 101 14 Cask Point 14 27.5, 91.5 Auto: 101 15 Cask Point 15 27.5, 107.5 Auto: 101 16 Cask Point 16 27.5, 123.5 Auto: 101 17 Cask Point 17 43.5, 11.5 Auto: 101 18 Cask Point 18 43.5, 27.5 Auto: 101 19 Cask Point 19 43.5, 43.5 Auto: 101 20 Cask Point 20 43.5, 59.5 Auto: 101 21 Cask Point 21 43.5, 75.5 Auto: 101 22 Cask Point 22 43.5, 91.5 Auto: 101 23 Cask Point 23 43.5, 107.5 Auto: 101 24 Cask Point 24 43.5, 123.5 Auto: 101 25 Footing Bottom Left 0, 0 Auto: 101 26 Footing Bottom Right 55, 0 Auto: 101 27 Footing Top Left 0, 135 Auto: 101 28 Footing Top Right 55, 135 Auto: 101 29 Footing Center 27.5, 67.5 Auto: 101 30 Query Point 30 11.973, 99.283 Auto: 101 31 Query Point 31 30, 132.5 Auto: 101 32 Query Point 32 52.5, 65 Auto: 101 33 Query Point 33 34.543, 35.669 Auto: 101 34 Query Point 34 27.5, 2.5 Auto: 101 Field Point Grid Number of points 1672 Expansion Factor 1 Grid Coordinates X [ft] Y [ft]

122.5 202.5 122.5 -67.5

-67.5 -67.5

-67.5 202.5 19-017 CISF Storage Pad Config 1 200214 INPUT 5.s3z 1/16/2020, 3:00:31 PM

Configuration 2 Final Bearing Pressure Zones, Settlement Results, and Modulus of Subgrade Reaction Values for Enercon Model 7

CISF Site Single Pad Analysis Andrews, TX Configuration 2-Bearing Pressures (INPUT 5 Spreadsheet Loads)

CISF Site Andrews, TX Single Pad Analysis Results Configuration 2-Settlement Estimate(INPUT 5 Spreadsheet Loads) 0%

0%

0%

-3%

-3%

CISF Site Andrews, TX Single Pad Analysis Results Configuration 2-k values (INPUT 5 Spreadsheet) 43pci 41pci 49pci 37pci 49pci 34pci 37pci (0%) 37pci 34pci 34pci 47pci 47pci 47pci 46pci 46pci 48pci 48pci 48pci 26pci (+8%)

46pci Between Casks

Configuration 2 Settle3 Inputs 8

SETTLE3 5.001

Page 1 of 9 Settle3 Analysis Information Project Settings Document Name 19-017 CISF Storage Pad Config 2 200214.s3z Date Created 1/16/2020, 3:00:31 PM Stress Computation Method Westergaard Minimum settlement ratio for subgrade modulus 0.9 Use average properties to calculate layered stresses Improve consolidation accuracy Ignore negative effective stresses in settlement calculations Stage Settings Stage # Name 1 Stage 1 Results Time taken to compute: 0 seconds Stage: Stage 1 Data Type Minimum Maximum Total Settlement [in] 0 0.550882 Loading Stress ZZ [ksf] 0.0164762 3.8 Loads

1. Polygonal Load: "Base Zone" Label Base Zone Load Type Flexible Area of Load 7425 ft2 Load 0.92 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 55 0 55 135 0 135 19-017 CISF Storage Pad Config 2 200214.s3z 1/16/2020, 3:00:31 PM

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2. Polygonal Load: "Zone 8, 10, and 12" Label Zone 8, 10, and 12 Load Type Flexible Area of Load 1860 ft2 Load 0.14 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

55 48 55 135 50 135 50 70 5 70 5 135 0 135 0 48

3. Polygonal Load: "Zone 7" Label Zone 7 Load Type Flexible Area of Load 605 ft2 Load 0.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

55 37 55 48 0 48 0 37

4. Polygonal Load: "Zone 15" Label Zone 15 Load Type Flexible Area of Load 185 ft2 Load 1.38 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 5 0 5 37 0 37 19-017 CISF Storage Pad Config 2 200214.s3z 1/16/2020, 3:00:31 PM

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5. Polygonal Load: "Zone 13" Label Zone 13 Load Type Flexible Area of Load 185 ft2 Load 1.31 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 0 55 0 55 37 50 37

6. Polygonal Load: "Zone 14" Label Zone 14 Load Type Flexible Area of Load 225 ft2 Load 1.78 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5 0 50 0 50 5 5 5

7. Polygonal Load: "Zone 16" Label Zone 16 Load Type Flexible Area of Load 1440 ft2 Load 0.64 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5 5 50 5 50 37 5 37

8. Rectangular Load: "Zone 1"19-017 CISF Storage Pad Config 2 200214.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 4 of 9 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.91 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 5.5 17.5 5.5 17.5 17.5 5.5 17.5

9. Rectangular Load: "Zone 2" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.65 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 21.5 17.5 21.5 17.5 33.5 5.5 33.5

10. Rectangular Load: "Zone 4" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.91 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 21.5 33.5 21.5 33.5 33.5 21.5 33.5 19-017 CISF Storage Pad Config 2 200214.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 5 of 9

11. Rectangular Load: "Zone 3" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.24 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 5.5 33.5 5.5 33.5 17.5 21.5 17.5

12. Rectangular Load: "Zone 5" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.91 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 5.5 49.5 5.5 49.5 17.5 37.5 17.5 19-017 CISF Storage Pad Config 2 200214.s3z 1/16/2020, 3:00:31 PM

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13. Rectangular Load: "Zone 6" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.65 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 21.5 49.5 21.5 49.5 33.5 37.5 33.5 Soil Layers Layer # Type Thickness [ft] Depth [ft]

1 Cover Sands 2 0 2 Caliche/Sand 1 8 2 3 Caliche/Sand 2 10 10 4 Caliche Hard 1 5 20 5 Caliche Hard 2 10 25 6 Ogallala 1 15 35 7 Ogallala 2 30 50 8 Ogallala 3 20 80 9 Dockum Claystone/Siltsone 30 100 10 Claystone and Siltstone 100 130 11 Dockum Clay/Claystone 1 45 230 12 Dockum Silty/Sands 25 275 13 Dockum Clay/Claystone 2 60 300 14 Dockum Clay/Claystone 3 240 360 19-017 CISF Storage Pad Config 2 200214.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 7 of 9 Soil Properties Property Cover Sands Caliche/Sand 1 Caliche/Sand 2 Caliche Hard 1 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.12 0.12 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 890 1200 1200 35815 Esur [ksf] 890 1200 1200 35815 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Caliche Hard 2 Ogallala 1 Ogallala 2 Ogallala 3 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 55232 80233 53870 123857 Esur [ksf] 55232 80233 53870 123857 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Dockum Claystone/ Claystone and Dockum Clay/ Dockum Silty/

Property Siltsone Siltstone Claystone 1 Sands Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 84172 120769 120769 120769 Esur [ksf] 84172 120769 120769 120769 Undrained Su A [kips/

0 0 0 0 ft2]

Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Dockum Clay/Claystone 2 Dockum Clay/Claystone 3 Color ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 K0 1 1 Immediate Settlement Enabled Enabled Es [ksf] 120769 154394 Esur [ksf] 120769 154394 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8 19-017 CISF Storage Pad Config 2 200214.s3z 1/16/2020, 3:00:31 PM

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Page 8 of 9 Query Points Point # Query Point Name (X,Y) Location Number of Divisions 1 Cask Point 1 11.5, 11.5 Auto: 101 2 Cask Point 2 11.5, 27.5 Auto: 101 3 Cask Point 3 11.5, 43.5 Auto: 101 4 Cask Point 4 11.5, 59.5 Auto: 101 5 Cask Point 5 11.5, 75.5 Auto: 101 6 Cask Point 6 11.5, 91.5 Auto: 101 7 Cask Point 7 11.5, 107.5 Auto: 101 8 Cask Point 8 11.5, 123.5 Auto: 101 9 Cask Point 9 27.5, 11.5 Auto: 101 10 Cask Point 10 27.5, 27.5 Auto: 101 11 Cask Point 11 27.5, 43.5 Auto: 101 12 Cask Point 12 27.5, 59.5 Auto: 101 13 Cask Point 13 27.5, 75.5 Auto: 101 14 Cask Point 14 27.5, 91.5 Auto: 101 15 Cask Point 15 27.5, 107.5 Auto: 101 16 Cask Point 16 27.5, 123.5 Auto: 101 17 Cask Point 17 43.5, 11.5 Auto: 101 18 Cask Point 18 43.5, 27.5 Auto: 101 19 Cask Point 19 43.5, 43.5 Auto: 101 20 Cask Point 20 43.5, 59.5 Auto: 101 21 Cask Point 21 43.5, 75.5 Auto: 101 22 Cask Point 22 43.5, 91.5 Auto: 101 23 Cask Point 23 43.5, 107.5 Auto: 101 24 Cask Point 24 43.5, 123.5 Auto: 101 25 Footing Bottom Left 0, 0 Auto: 101 26 Footing Bottom Right 55, 0 Auto: 101 27 Footing Top Left 0, 135 Auto: 101 28 Footing Top Right 55, 135 Auto: 101 29 Footing Center 52.208, 106.8 Auto: 101 30 Query Point 30 11.973, 99.283 Auto: 101 31 Query Point 31 34.932, 19.529 Auto: 101 32 Query Point 32 2.5, 18.5 Auto: 101 33 Query Point 33 27.105, 129.904 Auto: 101 34 Query Point 34 27.5, 2.5 Auto: 101 Field Point Grid Number of points 1294 Expansion Factor 1 Grid Coordinates X [ft] Y [ft]

122.5 202.5 122.5 -67.5

-67.5 -67.5

-67.5 202.5 19-017 CISF Storage Pad Config 2 200214.s3z 1/16/2020, 3:00:31 PM

Configuration 3 Final Bearing Pressure Zones, Settlement Results, and Modulus of Subgrade Reaction Values for Enercon Model 9

CISF Site Single Pad Analysis Andrews, TX Configuration 3-Bearing Pressures (INPUT 5 Spreadsheet Loads)

CISF Site Andrews, TX Single Pad Analysis Results Configuration 3-Settlement Estimate (INPUT 5 Spreadsheet Loads) 0%

0%

-2% -2% -2%

+6%

0% +3%

0%

-4%

+3%

CISF Site Andrews, TX Single Pad Analysis Results Configuration 3 k values (INPUT 5 Spreadsheet) 43pci 37pci 55pci 55pci 34pci 45pci 45pci 45pci 47pci 47pci 47pci 46pci 44pci 47pci 47pci 47pci 23pci Between 46pci 47pci 46pci Casks 48pci

Configuration 3 Settle3 Inputs 10

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Page 1 of 12 Settle3 Analysis Information Project Settings Document Name 19-017 CISF Storage Pad Config 3 200214 Input 5.s3z Date Created 1/16/2020, 3:00:31 PM Stress Computation Method Westergaard Minimum settlement ratio for subgrade modulus 0.9 Use average properties to calculate layered stresses Improve consolidation accuracy Ignore negative effective stresses in settlement calculations Stage Settings Stage # Name 1 Stage 1 Results Time taken to compute: 0 seconds Stage: Stage 1 Data Type Minimum Maximum Total Settlement [in] 0 0.677157 Loading Stress ZZ [ksf] 0.02225 4.58 Loads

1. Polygonal Load: "Base Zone" Label Base Zone Load Type Flexible Area of Load 7425 ft2 Load 0.9 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 55 0 55 135 0 135 19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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Page 2 of 12

2. Rectangular Load: "Zone 1" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.75 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 5.5 17.5 5.5 17.5 17.5 5.5 17.5

3. Rectangular Load: "Zone 9" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.75 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 5.5 49.5 5.5 49.5 17.5 37.5 17.5

4. Rectangular Load: "Zone 12" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.67 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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Page 3 of 12 X [ft] Y [ft]

37.5 53.5 49.5 53.5 49.5 65.5 37.5 65.5

5. Rectangular Load: "Zone 11" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.46 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 37.5 49.5 37.5 49.5 49.5 37.5 49.5

6. Rectangular Load: "Zone 10" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.46 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 21.5 49.5 21.5 49.5 33.5 37.5 33.5

7. Rectangular Load: "Zone 4" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.67 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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Page 4 of 12 Coordinates X [ft] Y [ft]

5.5 53.5 17.5 53.5 17.5 65.5 5.5 65.5

8. Rectangular Load: "Zone 3" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.46 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 37.5 17.5 37.5 17.5 49.5 5.5 49.5

9. Rectangular Load: "Zone 2" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.46 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 21.5 17.5 21.5 17.5 33.5 5.5 33.5

10. Rectangular Load: "Zone 5"19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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Page 5 of 12 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.28 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 5.5 33.5 5.5 33.5 17.5 21.5 17.5

11. Rectangular Load: "Zone 6" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 3.04 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 21.5 33.5 21.5 33.5 33.5 21.5 33.5

12. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.94 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 37.5 33.5 37.5 33.5 49.5 21.5 49.5 19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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13. Rectangular Load: "Zone 8" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.03 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 53.5 33.5 53.5 33.5 65.5 21.5 65.5

14. Polygonal Load: "Zone 13" Label Zone 13 Load Type Flexible Area of Load 720 ft2 Load 0.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 69 50 85 5 85 5 69

15. Polygonal Load: "Zone 20" Label Zone 20 Load Type Flexible Area of Load 365 ft2 Load 1.59 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 5 0 5 73 0 73 19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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16. Polygonal Load: "Zone 18" Label Zone 18 Load Type Flexible Area of Load 365 ft2 Load 1.59 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 0 55 0 55 73 50 73

17. Polygonal Load: "Zone 19" Label Zone 19 Load Type Flexible Area of Load 225 ft2 Load 1.77 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5 0 50 0 50 5 5 5

18. Polygonal Load: "Zone 17" Label Zone 17 Load Type Flexible Area of Load 310 ft2 Load 0.52 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 73 55 73 55 135 50 135

19. Polygonal Load: "Zone 15"19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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Page 8 of 12 Label Zone 15 Load Type Flexible Area of Load 310 ft2 Load 0.52 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 73 5 73 5 135 0 135

20. Polygonal Load: "Zone 21" Label Zone 21 Load Type Flexible Area of Load 2880 ft2 Load 0.64 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5 5 50 5 50 69 5 69 19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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Page 9 of 12 Soil Layers Layer # Type Thickness [ft] Depth [ft]

1 Cover Sands 2 0 2 Caliche/Sand 1 8 2 3 Caliche/Sand 2 10 10 4 Caliche Hard 1 5 20 5 Caliche Hard 2 10 25 6 Ogallala 1 15 35 7 Ogallala 2 30 50 8 Ogallala 3 20 80 9 Dockum Claystone/Siltsone 30 100 10 Claystone and Siltstone 100 130 11 Dockum Clay/Claystone 1 45 230 12 Dockum Silty/Sands 25 275 13 Dockum Clay/Claystone 2 60 300 14 Dockum Clay/Claystone 3 240 360 19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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Page 10 of 12 Soil Properties Property Cover Sands Caliche/Sand 1 Caliche/Sand 2 Caliche Hard 1 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.12 0.12 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 890 1200 1200 35815 Esur [ksf] 890 1200 1200 35815 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Caliche Hard 2 Ogallala 1 Ogallala 2 Ogallala 3 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 55232 80233 53870 123857 Esur [ksf] 55232 80233 53870 123857 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Dockum Claystone/ Claystone and Dockum Clay/ Dockum Silty/

Property Siltsone Siltstone Claystone 1 Sands Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 84172 120769 120769 120769 Esur [ksf] 84172 120769 120769 120769 Undrained Su A [kips/

0 0 0 0 ft2]

Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Dockum Clay/Claystone 2 Dockum Clay/Claystone 3 Color ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 K0 1 1 Immediate Settlement Enabled Enabled Es [ksf] 120769 154394 Esur [ksf] 120769 154394 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8 19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

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Page 11 of 12 Query Points Point # Query Point Name (X,Y) Location Number of Divisions 1 Cask Point 1 11.5, 11.5 Auto: 101 2 Cask Point 2 11.5, 27.5 Auto: 101 3 Cask Point 3 11.5, 43.5 Auto: 101 4 Cask Point 4 11.5, 59.5 Auto: 101 5 Cask Point 5 11.5, 75.5 Auto: 101 6 Cask Point 6 11.5, 91.5 Auto: 101 7 Cask Point 7 11.5, 107.5 Auto: 101 8 Cask Point 8 11.5, 123.5 Auto: 101 9 Cask Point 9 27.5, 11.5 Auto: 101 10 Cask Point 10 27.5, 27.5 Auto: 101 11 Cask Point 11 27.5, 43.5 Auto: 101 12 Cask Point 12 27.5, 59.5 Auto: 101 13 Cask Point 13 27.5, 75.5 Auto: 101 14 Cask Point 14 27.5, 91.5 Auto: 101 15 Cask Point 15 27.5, 107.5 Auto: 101 16 Cask Point 16 27.5, 123.5 Auto: 101 17 Cask Point 17 43.5, 11.5 Auto: 101 18 Cask Point 18 43.5, 27.5 Auto: 101 19 Cask Point 19 43.5, 43.5 Auto: 101 20 Cask Point 20 43.5, 59.5 Auto: 101 21 Cask Point 21 43.5, 75.5 Auto: 101 22 Cask Point 22 43.5, 91.5 Auto: 101 23 Cask Point 23 43.5, 107.5 Auto: 101 24 Cask Point 24 43.5, 123.5 Auto: 101 25 Footing Bottom Left 0, 0 Auto: 101 26 Footing Bottom Right 55, 0 Auto: 101 27 Footing Top Left 0, 135 Auto: 101 28 Footing Top Right 55, 135 Auto: 101 29 Footing Center 27.5, 67.5 Auto: 101 30 Query Point 30 11.973, 99.283 Auto: 101 31 Query Point 31 28.128, 130.851 Auto: 101 32 Query Point 32 2.012, 45.679 Auto: 101 33 Query Point 33 52.141, 45.546 Auto: 101 34 Query Point 34 2.5, 104 Auto: 101 35 Query Point 35 52.5, 104 Auto: 101 36 Query Point 36 27.808, 51.568 Auto: 101 37 Query Point 37 35.388, 35.978 Auto: 101 38 Query Point 38 27.5, 2.5 Auto: 101 Field Point Grid Number of points 1428 Expansion Factor 1 Grid Coordinates X [ft] Y [ft]

122.5 202.5 122.5 -67.5

-67.5 -67.5

-67.5 202.5 19-017 CISF Storage Pad Config 3 200214 Input 5.s3z 1/16/2020, 3:00:31 PM

Configuration 4 Final Bearing Pressure Zones, Settlement Results, and Modulus of Subgrade Reaction Values for Enercon Model 11

CISF Site Single Pad Analysis Andrews, TX Configuration 4-Bearing Pressures (INPUT 4 Spreadsheet Loads)

CISF Site Single Pad Analysis Andrews, TX Configuration 4-Settlement Estimate - Loads from INPUT4Spreadsheets)

CISF Site Andrews, TX Single Pad Analysis Results Configuration 4 k values - Loads from INPUT 4 Spreadsheets 42pci 36pci 52pci 52pci 44pci 44pci 44pci 45pci 45pci 45pci 45pci 45pci 45pci 45pci 45pci 45pci 47pci 45pci 45pci 45pci 45pci 24pci Between 45pci 45pci 45pci Casks 47pci

Configuration 4 Settle3 Inputs 12

SETTLE3 5.001

Page 1 of 14 Settle3 Analysis Information Project Settings Document Name 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z Date Created 1/16/2020, 3:00:31 PM Stress Computation Method Westergaard Minimum settlement ratio for subgrade modulus 0.9 Use average properties to calculate layered stresses Improve consolidation accuracy Ignore negative effective stresses in settlement calculations Stage Settings Stage # Name 1 Stage 1 Results Time taken to compute: 0 seconds Stage: Stage 1 Data Type Minimum Maximum Total Settlement [in] 0 0.695643 Loading Stress ZZ [ksf] 0.0283155 4.48 Loads

1. Polygonal Load: "Base Zone" Label Base Zone Load Type Flexible Area of Load 7425 ft2 Load 0.9 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 55 0 55 135 0 135 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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Page 2 of 14

2. Rectangular Load: "Zone 1" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.41 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 5.5 17.5 5.5 17.5 17.5 5.5 17.5

3. Rectangular Load: "Zone 13" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.41 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 5.5 49.5 5.5 49.5 17.5 37.5 17.5

4. Rectangular Load: "Zone 16" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.14 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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Page 3 of 14 X [ft] Y [ft]

37.5 53.5 49.5 53.5 49.5 65.5 37.5 65.5

5. Rectangular Load: "Zone 15" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 37.5 49.5 37.5 49.5 49.5 37.5 49.5

6. Rectangular Load: "Zone 14" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.06 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 21.5 49.5 21.5 49.5 33.5 37.5 33.5

7. Rectangular Load: "Zone 4" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.14 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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Page 4 of 14 Coordinates X [ft] Y [ft]

5.5 53.5 17.5 53.5 17.5 65.5 5.5 65.5

8. Rectangular Load: "Zone 3" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 37.5 17.5 37.5 17.5 49.5 5.5 49.5

9. Rectangular Load: "Zone 2" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.06 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 21.5 17.5 21.5 17.5 33.5 5.5 33.5

10. Rectangular Load: "Zone 7"19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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Page 5 of 14 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.94 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 5.5 33.5 5.5 33.5 17.5 21.5 17.5

11. Rectangular Load: "Zone 8" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.64 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 21.5 33.5 21.5 33.5 33.5 21.5 33.5

12. Rectangular Load: "Zone 9" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.69 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 37.5 33.5 37.5 33.5 49.5 21.5 49.5 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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13. Rectangular Load: "Zone 10" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.67 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 53.5 33.5 53.5 33.5 65.5 21.5 65.5

14. Polygonal Load: "Zone 24" Label Zone 24 Load Type Flexible Area of Load 365 ft2 Load 1.69 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 5 0 5 73 0 73

15. Polygonal Load: "Zone 22" Label Zone 22 Load Type Flexible Area of Load 365 ft2 Load 1.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 0 55 0 55 73 50 73 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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16. Polygonal Load: "Zone 23" Label Zone 23 Load Type Flexible Area of Load 225 ft2 Load 1.82 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5 0 50 0 50 5 5 5

17. Polygonal Load: "Zone 21" Label Zone 21 Load Type Flexible Area of Load 310 ft2 Load 1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 73 55 73 55 135 50 135

18. Polygonal Load: "Zone 25" Label Zone 25 Load Type Flexible Area of Load 310 ft2 Load 0.94 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 73 5 73 5 135 0 135

19. Rectangular Load: "Zone 5"19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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Page 8 of 14 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.01 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 69.5 17.5 69.5 17.5 81.5 5.5 81.5

20. Rectangular Load: "Zone 6" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.27 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 85.5 17.5 85.5 17.5 97.5 5.5 97.5

21. Rectangular Load: "Zone 11" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.49 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 69.5 33.5 69.5 33.5 81.5 21.5 81.5 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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22. Rectangular Load: "Zone12" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.7 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 85.5 33.5 85.5 33.5 97.5 21.5 97.5

23. Rectangular Load: "Zone 17" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 69.5 49.5 69.5 49.5 81.5 37.5 81.5

24. Rectangular Load: "Zone 18" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.2 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 85.5 49.5 85.5 49.5 97.5 37.5 97.5 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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25. Polygonal Load: "Zone 19" Label Zone 19 Load Type Flexible Area of Load 765 ft2 Load 0.67 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 98 50 115 5 115 5 98

26. Polygonal Load: "Zone 26" Label Zone 26 Load Type Flexible Area of Load 4185 ft2 Load 0.89 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 5 50 98 5 98 5 5 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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Page 11 of 14 Soil Layers Layer # Type Thickness [ft] Depth [ft]

1 Cover Sands 2 0 2 Caliche/Sand 1 8 2 3 Caliche/Sand 2 10 10 4 Caliche Hard 1 5 20 5 Caliche Hard 2 10 25 6 Ogallala 1 15 35 7 Ogallala 2 30 50 8 Ogallala 3 20 80 9 Dockum Claystone/Siltsone 30 100 10 Claystone and Siltstone 100 130 11 Dockum Clay/Claystone 1 45 230 12 Dockum Silty/Sands 25 275 13 Dockum Clay/Claystone 2 60 300 14 Dockum Clay/Claystone 3 240 360 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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Page 12 of 14 Soil Properties Property Cover Sands Caliche/Sand 1 Caliche/Sand 2 Caliche Hard 1 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.12 0.12 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 890 1200 1200 35815 Esur [ksf] 890 1200 1200 35815 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Caliche Hard 2 Ogallala 1 Ogallala 2 Ogallala 3 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 55232 80233 53870 123857 Esur [ksf] 55232 80233 53870 123857 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Dockum Claystone/ Claystone and Dockum Clay/ Dockum Silty/

Property Siltsone Siltstone Claystone 1 Sands Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 84172 120769 120769 120769 Esur [ksf] 84172 120769 120769 120769 Undrained Su A [kips/

0 0 0 0 ft2]

Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Dockum Clay/Claystone 2 Dockum Clay/Claystone 3 Color ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 K0 1 1 Immediate Settlement Enabled Enabled Es [ksf] 120769 154394 Esur [ksf] 120769 154394 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

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Page 13 of 14 Query Points Point # Query Point Name (X,Y) Location Number of Divisions 1 Cask Point 1 11.5, 11.5 Auto: 101 2 Cask Point 2 11.5, 27.5 Auto: 101 3 Cask Point 3 11.5, 43.5 Auto: 101 4 Cask Point 4 11.5, 59.5 Auto: 101 5 Cask Point 5 11.5, 75.5 Auto: 101 6 Cask Point 6 11.5, 91.5 Auto: 101 7 Cask Point 7 11.5, 107.5 Auto: 101 8 Cask Point 8 11.5, 123.5 Auto: 101 9 Cask Point 9 27.5, 11.5 Auto: 101 10 Cask Point 10 27.5, 27.5 Auto: 101 11 Cask Point 11 27.5, 43.5 Auto: 101 12 Cask Point 12 27.5, 59.5 Auto: 101 13 Cask Point 13 27.5, 75.5 Auto: 101 14 Cask Point 14 27.5, 91.5 Auto: 101 15 Cask Point 15 27.5, 107.5 Auto: 101 16 Cask Point 16 27.5, 123.5 Auto: 101 17 Cask Point 17 43.5, 11.5 Auto: 101 18 Cask Point 18 43.5, 27.5 Auto: 101 19 Cask Point 19 43.5, 43.5 Auto: 101 20 Cask Point 20 43.5, 59.5 Auto: 101 21 Cask Point 21 43.5, 75.5 Auto: 101 22 Cask Point 22 43.5, 91.5 Auto: 101 23 Cask Point 23 43.5, 107.5 Auto: 101 24 Cask Point 24 43.5, 123.5 Auto: 101 25 Footing Bottom Left 0, 0 Auto: 101 26 Footing Bottom Right 55, 0 Auto: 101 27 Footing Top Left 0, 135 Auto: 101 28 Footing Top Right 55, 135 Auto: 101 29 Footing Center 27.5, 67.5 Auto: 101 30 Query Point 30 11.973, 99.283 Auto: 101 31 Query Point 31 26.895, 127.856 Auto: 101 32 Query Point 32 2.5, 36.5 Auto: 101 33 Query Point 33 52.5, 36.5 Auto: 101 34 Query Point 34 2.5, 104 Auto: 101 35 Query Point 35 52.794, 110.237 Auto: 101 36 Query Point 36 27.808, 51.568 Auto: 101 37 Query Point 37 35.388, 35.978 Auto: 101 38 Query Point 38 27.5, 2.5 Auto: 101 Field Point Grid Number of points 1556 Expansion Factor 1 Grid Coordinates X [ft] Y [ft]

122.5 202.5 122.5 -67.5

-67.5 -67.5

-67.5 202.5 19-017 CISF Storage Pad Config 4 200215 INPUT 4.s3z 1/16/2020, 3:00:31 PM

Overall Pad Layout from WCS CISF Safety Analysis Report 13

4 Figure 1-6 WCS CISF Storage Pad Layout

Four Pad Settle3 Inputs and Results 14

CISF Site Four Storage Pads Analysis Andrews, TX 15 February 2020 Soil Column Based on Average Shear Wave Velocity Measurements

• Interpreted from all explorations and collaboration between GEOS and DBA.

• Top 100ft contains 7 stratum in 5 materials identified by GEOS

• 100ft-600ft (approx. location of incompressible layers with sharp contrast of velocity) contains 3 average velocity values for 6 layers identified in the soil column provided by GEOS Avg. Layer Shear Wave Top (ft) Bottom (ft) Layer Material (From GEOS column) Model Layer Name Velocity (ft/s) 20 25 1530 Caliche - Very Hard Caliche Hard 1 25 35 1900 Caliche - Very Hard Caliche Hard 2 35 50 2290 Ogallala - Sand with Gravel Ogallala 1 50 80 1840 Ogallala - Sand with Gravel Ogallala 2 80 100 2790 Ogallala - Sand with Gravel Ogallala 3 100 130 2300 Dockum - Claystone and Siltstone Dockum Claystone/Siltstone 130 230 2755 Claystone and Siltstone Claystone and Siltstone 230 275 2755 Dockum - Clay/Claystone Dockum Clay/Claystone1 275 300 2755 Dockum - Silty Sands Dockum Silty/Sands 300 360 2755 Dockum - Clay/Claystone Dockum Clay/Claystone 2 360 600 3115 Dockum - Clay/Claystone Dockum Clay/Claystone 3 Avg. Layer Shear Wave Top (ft) Bottom (ft) Unit weight (pcf) Poisson's Ratio Gmax (psf)

Velocity (ft/s) 20 25 1530 125 0.33 9,087,345 25 35 1900 125 0.33 14,013,975 35 50 2290 125 0.33 20,357,531 50 80 1840 130 0.33 13,668,571 80 100 2790 130 0.33 31,426,491 100 130 2300 130 0.33 21,357,143 130 230 2755 130 0.33 30,642,958 230 275 2755 130 0.33 30,642,958 275 300 2755 130 0.33 30,642,958 300 360 2755 130 0.33 30,642,958 360 600 3115 130 0.33 39,174,511 Use Soil Column from Pad Analysis with bearing pressures from Configuration 1 Iterations (INPUT 5 final iteration).

CISF Site Four Storage Pads Analysis Andrews, TX 15 February 2020 WCS Consolidated Interim Storage Facility System Safety Analysis Report, Revision 2, June 8, 2018.

Total settlement check when four pads are fully loaded simultaneously

CISF Site Four Storage Pads Analysis Andrews, TX 15 February 2020

CISF Site Four Storage Pads Analysis Andrews, TX 15 February 2020 Stress overlap reduces differential settlement between center and corners of footings.

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Page 1 of 48 Settle3 Analysis Information Project Settings Document Name 19-017 CISF Storage Pads Four Pad 200215.s3z Date Created 1/16/2020, 3:00:31 PM Stress Computation Method Westergaard Minimum settlement ratio for subgrade modulus 0.9 Use average properties to calculate layered stresses Improve consolidation accuracy Ignore negative effective stresses in settlement calculations Stage Settings Stage # Name 1 Stage 1 Results Time taken to compute: 0 seconds Stage: Stage 1 Data Type Minimum Maximum Total Settlement [in] 0 0.726985 Loading Stress ZZ [ksf] 0 4.49 Loads

1. Polygonal Load: "Zone 29" Label Zone 29 Load Type Flexible Area of Load 7425 ft2 Load 1.81 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 55 0 55 135 0 135 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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2. Polygonal Load: "Zone 26" Label Zone 26 Load Type Flexible Area of Load 675 ft2 Load 0.71 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 5 0 5 135 0 135

3. Polygonal Load: "Zone 27" Label Zone 27 Load Type Flexible Area of Load 250 ft2 Load 0.7 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

55 130 55 135 5 135 5 130

4. Polygonal Load: "Zone 28" Label Zone 28 Load Type Flexible Area of Load 650 ft2 Load 0.75 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 0 55 0 55 130 50 130

5. Polygonal Load: "Zone 25"19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 3 of 48 Label Zone 25 Load Type Flexible Area of Load 225 ft2 Load 0.82 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5 0 50 0 50 5 5 5

6. Rectangular Load: "Zone 1" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 5.5 17.5 5.5 17.5 17.5 5.5 17.5

7. Rectangular Load: "Zone 17" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 5.5 49.5 5.5 49.5 17.5 37.5 17.5

8. Rectangular Load: "Zone 24"19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 4 of 48 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 117.5 49.5 117.5 49.5 129.5 37.5 129.5

9. Rectangular Load: "Zone 8" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 117.5 17.5 117.5 17.5 129.5 5.5 129.5

10. Rectangular Load: "Zone 23" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 101.5 49.5 101.5 49.5 113.5 37.5 113.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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11. Rectangular Load: "Zone 22" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 85.5 49.5 85.5 49.5 97.5 37.5 97.5

12. Rectangular Load: "Zone 21" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 69.5 49.5 69.5 49.5 81.5 37.5 81.5

13. Rectangular Load: "Zone 20" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 6 of 48 X [ft] Y [ft]

37.5 53.5 49.5 53.5 49.5 65.5 37.5 65.5

14. Rectangular Load: "Zone 19" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 37.5 49.5 37.5 49.5 49.5 37.5 49.5

15. Rectangular Load: "Zone 18" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 21.5 49.5 21.5 49.5 33.5 37.5 33.5

16. Rectangular Load: "Zone 16" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 7 of 48 Coordinates X [ft] Y [ft]

21.5 117.5 33.5 117.5 33.5 129.5 21.5 129.5

17. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 101.5 17.5 101.5 17.5 113.5 5.5 113.5

18. Rectangular Load: "Zone 6" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 85.5 17.5 85.5 17.5 97.5 5.5 97.5

19. Rectangular Load: "Zone 5"19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 8 of 48 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 69.5 17.5 69.5 17.5 81.5 5.5 81.5

20. Rectangular Load: "Zone 4" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 53.5 17.5 53.5 17.5 65.5 5.5 65.5

21. Rectangular Load: "Zone 3" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 37.5 17.5 37.5 17.5 49.5 5.5 49.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 9 of 48

22. Rectangular Load: "Zone 2" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 21.5 17.5 21.5 17.5 33.5 5.5 33.5

23. Rectangular Load: "Zone 9" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 5.5 33.5 5.5 33.5 17.5 21.5 17.5

24. Rectangular Load: "Zone 10" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.58 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 21.5 33.5 21.5 33.5 33.5 21.5 33.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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25. Rectangular Load: "Zone 11" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 37.5 33.5 37.5 33.5 49.5 21.5 49.5

26. Rectangular Load: "Zone 12" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 53.5 33.5 53.5 33.5 65.5 21.5 65.5

27. Rectangular Load: "Zone 13" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 11 of 48 X [ft] Y [ft]

21.5 69.5 33.5 69.5 33.5 81.5 21.5 81.5

28. Rectangular Load: "Zone 14" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 85.5 33.5 85.5 33.5 97.5 21.5 97.5

29. Rectangular Load: "Zone 15" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.57 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 101.5 33.5 101.5 33.5 113.5 21.5 113.5

30. Polygonal Load: "Zone 26" Label Zone 26 Load Type Flexible Area of Load 675 ft2 Load 0.71 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 12 of 48 X [ft] Y [ft]

75 0 80 0 80 135 75 135

31. Polygonal Load: "Zone 27" Label Zone 27 Load Type Flexible Area of Load 250 ft2 Load 0.7 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

130 130 130 135 80 135 80 130

32. Polygonal Load: "Zone 28" Label Zone 28 Load Type Flexible Area of Load 650 ft2 Load 0.75 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

125 0 130 0 130 130 125 130

33. Polygonal Load: "Zone 25" Label Zone 25 Load Type Flexible Area of Load 225 ft2 Load 0.82 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 13 of 48 X [ft] Y [ft]

80 0 125 0 125 5 80 5

34. Polygonal Load: "Zone 29" Label Zone 29 Load Type Flexible Area of Load 7425 ft2 Load 1.81 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

75 0 130 0 130 135 75 135

35. Polygonal Load: "Zone 29" Label Zone 29 Load Type Flexible Area of Load 7425 ft2 Load 1.81 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 155 55 155 55 290 0 290

36. Polygonal Load: "Zone 29" Label Zone 29 Load Type Flexible Area of Load 7425 ft2 Load 1.81 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 14 of 48 X [ft] Y [ft]

75 155 130 155 130 290 75 290

37. Polygonal Load: "Zone 26" Label Zone 26 Load Type Flexible Area of Load 675 ft2 Load 0.71 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

75 155 80 155 80 290 75 290

38. Polygonal Load: "Zone 26" Label Zone 26 Load Type Flexible Area of Load 675 ft2 Load 0.71 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 155 5 155 5 290 0 290

39. Polygonal Load: "Zone 28" Label Zone 28 Load Type Flexible Area of Load 650 ft2 Load 0.75 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 15 of 48 X [ft] Y [ft]

125 155 130 155 130 285 125 285

40. Polygonal Load: "Zone 27" Label Zone 27 Load Type Flexible Area of Load 250 ft2 Load 0.7 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

130 285 130 290 80 290 80 285

41. Polygonal Load: "Zone 27" Label Zone 27 Load Type Flexible Area of Load 250 ft2 Load 0.7 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

55 285 55 290 5 290 5 285

42. Polygonal Load: "Zone 28" Label Zone 28 Load Type Flexible Area of Load 650 ft2 Load 0.75 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 16 of 48 X [ft] Y [ft]

50 155 55 155 55 285 50 285

43. Polygonal Load: "Zone 25" Label Zone 25 Load Type Flexible Area of Load 225 ft2 Load 0.82 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80 155 125 155 125 160 80 160

44. Polygonal Load: "Zone 25" Label Zone 25 Load Type Flexible Area of Load 225 ft2 Load 0.82 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5 155 50 155 50 160 5 160

45. Rectangular Load: "Zone 1" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 17 of 48 X [ft] Y [ft]

80.5 5.5 92.5 5.5 92.5 17.5 80.5 17.5

46. Rectangular Load: "Zone 1" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 159.5 92.5 159.5 92.5 171.5 80.5 171.5

47. Rectangular Load: "Zone 1" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 159.5 17.5 159.5 17.5 171.5 5.5 171.5

48. Rectangular Load: "Zone 2" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 18 of 48 Coordinates X [ft] Y [ft]

80.5 21.5 92.5 21.5 92.5 33.5 80.5 33.5

49. Rectangular Load: "Zone 2" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 175.5 92.5 175.5 92.5 187.5 80.5 187.5

50. Rectangular Load: "Zone 2" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 175.5 17.5 175.5 17.5 187.5 5.5 187.5

51. Rectangular Load: "Zone 3"19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 19 of 48 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 191.5 17.5 191.5 17.5 203.5 5.5 203.5

52. Rectangular Load: "Zone 3" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 191.5 92.5 191.5 92.5 203.5 80.5 203.5

53. Rectangular Load: "Zone 3" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 37.5 92.5 37.5 92.5 49.5 80.5 49.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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54. Rectangular Load: "Zone 4" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 207.5 17.5 207.5 17.5 219.5 5.5 219.5

55. Rectangular Load: "Zone 4" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 207.5 92.5 207.5 92.5 219.5 80.5 219.5

56. Rectangular Load: "Zone 4" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 53.5 92.5 53.5 92.5 65.5 80.5 65.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 21 of 48

57. Rectangular Load: "Zone 5" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 223.5 17.5 223.5 17.5 235.5 5.5 235.5

58. Rectangular Load: "Zone 5" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 223.5 92.5 223.5 92.5 235.5 80.5 235.5

59. Rectangular Load: "Zone 6" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 22 of 48 X [ft] Y [ft]

5.5 239.5 17.5 239.5 17.5 251.5 5.5 251.5

60. Rectangular Load: "Zone 6" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 239.5 92.5 239.5 92.5 251.5 80.5 251.5

61. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 255.5 17.5 255.5 17.5 267.5 5.5 267.5

62. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 23 of 48 Coordinates X [ft] Y [ft]

80.5 255.5 92.5 255.5 92.5 267.5 80.5 267.5

63. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 271.5 17.5 271.5 17.5 283.5 5.5 283.5

64. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 271.5 92.5 271.5 92.5 283.5 80.5 283.5

65. Rectangular Load: "Zone 9"19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 24 of 48 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 5.5 108.5 5.5 108.5 17.5 96.5 17.5

66. Rectangular Load: "Zone 5" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 69.5 92.5 69.5 92.5 81.5 80.5 81.5

67. Rectangular Load: "Zone 6" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 85.5 92.5 85.5 92.5 97.5 80.5 97.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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68. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 101.5 92.5 101.5 92.5 113.5 80.5 113.5

69. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

80.5 117.5 92.5 117.5 92.5 129.5 80.5 129.5

70. Rectangular Load: "Zone 10" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.58 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 21.5 108.5 21.5 108.5 33.5 96.5 33.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 26 of 48

71. Rectangular Load: "Zone 10" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.58 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 175.5 108.5 175.5 108.5 187.5 96.5 187.5

72. Rectangular Load: "Zone 10" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.58 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 175.5 33.5 175.5 33.5 187.5 21.5 187.5

73. Rectangular Load: "Zone 9" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 27 of 48 X [ft] Y [ft]

21.5 159.5 33.5 159.5 33.5 171.5 21.5 171.5

74. Rectangular Load: "Zone 9" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 159.5 108.5 159.5 108.5 171.5 96.5 171.5

75. Rectangular Load: "Zone 11" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 191.5 33.5 191.5 33.5 203.5 21.5 203.5

76. Rectangular Load: "Zone 11" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 28 of 48 Coordinates X [ft] Y [ft]

96.5 191.5 108.5 191.5 108.5 203.5 96.5 203.5

77. Rectangular Load: "Zone 11" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 37.5 108.5 37.5 108.5 49.5 96.5 49.5

78. Rectangular Load: "Zone 12" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 53.5 108.5 53.5 108.5 65.5 96.5 65.5

79. Rectangular Load: "Zone 12"19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 29 of 48 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 207.5 108.5 207.5 108.5 219.5 96.5 219.5

80. Rectangular Load: "Zone 12" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 207.5 33.5 207.5 33.5 219.5 21.5 219.5

81. Rectangular Load: "Zone 13" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 69.5 108.5 69.5 108.5 81.5 96.5 81.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 30 of 48

82. Rectangular Load: "Zone 13" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 223.5 108.5 223.5 108.5 235.5 96.5 235.5

83. Rectangular Load: "Zone 13" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.63 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 223.5 33.5 223.5 33.5 235.5 21.5 235.5

84. Rectangular Load: "Zone 14" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 85.5 108.5 85.5 108.5 97.5 96.5 97.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 31 of 48

85. Rectangular Load: "Zone 14" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 239.5 108.5 239.5 108.5 251.5 96.5 251.5

86. Rectangular Load: "Zone 14" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.68 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 239.5 33.5 239.5 33.5 251.5 21.5 251.5

87. Rectangular Load: "Zone 15" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.57 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 32 of 48 X [ft] Y [ft]

21.5 255.5 33.5 255.5 33.5 267.5 21.5 267.5

88. Rectangular Load: "Zone 15" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.57 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 255.5 108.5 255.5 108.5 267.5 96.5 267.5

89. Rectangular Load: "Zone 15" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.57 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 101.5 108.5 101.5 108.5 113.5 96.5 113.5

90. Rectangular Load: "Zone 16" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 33 of 48 Coordinates X [ft] Y [ft]

21.5 271.5 33.5 271.5 33.5 283.5 21.5 283.5

91. Rectangular Load: "Zone 16" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 271.5 108.5 271.5 108.5 283.5 96.5 283.5

92. Rectangular Load: "Zone 24" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 271.5 49.5 271.5 49.5 283.5 37.5 283.5

93. Rectangular Load: "Zone 24"19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 34 of 48 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 271.5 124.5 271.5 124.5 283.5 112.5 283.5

94. Rectangular Load: "Zone 24" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 117.5 124.5 117.5 124.5 129.5 112.5 129.5

95. Rectangular Load: "Zone 16" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.04 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

96.5 117.5 108.5 117.5 108.5 129.5 96.5 129.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 35 of 48

96. Rectangular Load: "Zone 23" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 101.5 124.5 101.5 124.5 113.5 112.5 113.5

97. Rectangular Load: "Zone 23" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 255.5 124.5 255.5 124.5 267.5 112.5 267.5

98. Rectangular Load: "Zone 23" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 255.5 49.5 255.5 49.5 267.5 37.5 267.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 36 of 48

99. Rectangular Load: "Zone 22" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 85.5 124.5 85.5 124.5 97.5 112.5 97.5 100. Rectangular Load: "Zone 22" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 239.5 124.5 239.5 124.5 251.5 112.5 251.5 101. Rectangular Load: "Zone 22" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 37 of 48 X [ft] Y [ft]

37.5 239.5 49.5 239.5 49.5 251.5 37.5 251.5 102. Rectangular Load: "Zone 21" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 69.5 124.5 69.5 124.5 81.5 112.5 81.5 103. Rectangular Load: "Zone 21" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 223.5 124.5 223.5 124.5 235.5 112.5 235.5 104. Rectangular Load: "Zone 21" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 38 of 48 Coordinates X [ft] Y [ft]

37.5 223.5 49.5 223.5 49.5 235.5 37.5 235.5 105. Rectangular Load: "Zone 20" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 53.5 124.5 53.5 124.5 65.5 112.5 65.5 106. Rectangular Load: "Zone 20" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 207.5 124.5 207.5 124.5 219.5 112.5 219.5 107. Rectangular Load: "Zone 20"19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 39 of 48 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.1 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 207.5 49.5 207.5 49.5 219.5 37.5 219.5 108. Rectangular Load: "Zone 19" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 37.5 124.5 37.5 124.5 49.5 112.5 49.5 109. Rectangular Load: "Zone 19" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 191.5 124.5 191.5 124.5 203.5 112.5 203.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 40 of 48 110. Rectangular Load: "Zone 19" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.16 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 191.5 49.5 191.5 49.5 203.5 37.5 203.5 111. Rectangular Load: "Zone 18" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 175.5 49.5 175.5 49.5 187.5 37.5 187.5 112. Rectangular Load: "Zone 18" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 175.5 124.5 175.5 124.5 187.5 112.5 187.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 41 of 48 113. Rectangular Load: "Zone 17" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 159.5 49.5 159.5 49.5 171.5 37.5 171.5 114. Rectangular Load: "Zone 17" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 159.5 124.5 159.5 124.5 171.5 112.5 171.5 115. Rectangular Load: "Zone 17" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 1.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 42 of 48 X [ft] Y [ft]

112.5 5.5 124.5 5.5 124.5 17.5 112.5 17.5 116. Rectangular Load: "Zone 18" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.09 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

112.5 21.5 124.5 21.5 124.5 33.5 112.5 33.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 43 of 48 Soil Layers Layer # Type Thickness [ft] Depth [ft]

1 Cover Sands 2 0 2 Caliche/Sand 1 8 2 3 Caliche/Sand 2 10 10 4 Caliche Hard 1 5 20 5 Caliche Hard 2 10 25 6 Ogallala 1 15 35 7 Ogallala 2 30 50 8 Ogallala 3 20 80 9 Dockum Claystone/Siltsone 30 100 10 Claystone and Siltstone 100 130 11 Dockum Clay/Claystone 1 45 230 12 Dockum Silty/Sands 25 275 13 Dockum Clay/Claystone 2 60 300 14 Dockum Clay/Claystone 3 240 360 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 44 of 48 Soil Properties Property Cover Sands Caliche/Sand 1 Caliche/Sand 2 Caliche Hard 1 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.12 0.12 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 890 1200 1200 35815 Esur [ksf] 890 1200 1200 35815 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Caliche Hard 2 Ogallala 1 Ogallala 2 Ogallala 3 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 55232 80233 53870 123857 Esur [ksf] 55232 80233 53870 123857 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Dockum Claystone/ Claystone and Dockum Clay/ Dockum Silty/

Property Siltsone Siltstone Claystone 1 Sands Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 84172 120769 120769 120769 Esur [ksf] 84172 120769 120769 120769 Undrained Su A [kips/

0 0 0 0 ft2]

Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Dockum Clay/Claystone 2 Dockum Clay/Claystone 3 Color ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 K0 1 1 Immediate Settlement Enabled Enabled Es [ksf] 120769 154394 Esur [ksf] 120769 154394 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 45 of 48 Query Points Point # Query Point Name (X,Y) Location Number of Divisions 1 Cask Point 1 11.5, 11.5 Auto: 101 2 Cask Point 2 11.5, 27.5 Auto: 101 3 Cask Point 3 11.5, 43.5 Auto: 101 4 Cask Point 4 11.5, 59.5 Auto: 101 5 Cask Point 5 11.5, 75.5 Auto: 101 6 Cask Point 6 11.5, 91.5 Auto: 101 7 Cask Point 7 11.5, 107.5 Auto: 101 8 Cask Point 8 11.5, 123.5 Auto: 101 9 Cask Point 9 27.5, 11.5 Auto: 101 10 Cask Point 10 27.5, 27.5 Auto: 101 11 Cask Point 11 27.5, 43.5 Auto: 101 12 Cask Point 12 27.5, 59.5 Auto: 101 13 Cask Point 13 27.5, 75.5 Auto: 101 14 Cask Point 14 27.5, 91.5 Auto: 101 15 Cask Point 15 27.5, 107.5 Auto: 101 16 Cask Point 16 27.5, 123.5 Auto: 101 17 Cask Point 17 43.5, 11.5 Auto: 101 18 Cask Point 18 43.5, 27.5 Auto: 101 19 Cask Point 19 43.5, 43.5 Auto: 101 20 Cask Point 20 43.5, 59.5 Auto: 101 21 Cask Point 21 43.5, 75.5 Auto: 101 22 Cask Point 22 43.5, 91.5 Auto: 101 23 Cask Point 23 43.5, 107.5 Auto: 101 24 Cask Point 24 43.5, 123.5 Auto: 101 25 Pad 1 Bottom Left 0, 0 Auto: 101 26 Pad 1 Bottom Right 55, 0 Auto: 101 27 Pad 1 Top Left 0, 135 Auto: 101 28 Pad 1 Top Right 55, 135 Auto: 101 29 Pad 1 Center 27.5, 67.5 Auto: 101 30 Query Point 30 11.973, 99.283 Auto: 101 31 Pad 1 Top Edge 30, 132.5 Auto: 101 32 Pad 1 Right Edge 52.5, 65 Auto: 101 33 Query Point 33 34.543, 35.669 Auto: 101 34 Pad 1 Bottom Edge 27.5, 2.5 Auto: 101 35 Pad 2 Cask 1 11.5, 165.5 Auto: 101 36 Query Point 36 11.5, 181.5 Auto: 101 37 Query Point 37 11.5, 197.5 Auto: 101 38 Pad 2 Cask 4 11.5, 213.5 Auto: 101 39 Pad 2 Cask 5 11.5, 229.5 Auto: 101 40 Pad 2 Cask 6 11.5, 245.5 Auto: 101 41 Pad 2 Cask 7 11.5, 261.5 Auto: 101 42 Pad 2 Cask 8 11.5, 277.5 Auto: 101 43 Pad 2 Cask 9 27.5, 165.5 Auto: 101 44 Pad 2 Cask 10 27.5, 181.5 Auto: 101 45 Pad 2 Cask 11 27.5, 197.5 Auto: 101 46 Pad 2 Cask 12 27.5, 213.5 Auto: 101 47 Pad 2 Cask 13 27.5, 229.5 Auto: 101 48 Pad 2 Cask 14 27.5, 245.5 Auto: 101 49 Pad 2 Cask 15 27.5, 261.5 Auto: 101 50 Pad 2 Cask 16 27.5, 277.5 Auto: 101 51 Pad 2 Cask 17 43.5, 165.5 Auto: 101 52 Pad 2 Cask 18 43.5, 181.5 Auto: 101 53 Pad 2 Cask 19 43.5, 197.5 Auto: 101 54 Pad 2 Cask 20 43.5, 213.5 Auto: 101 55 Query Point 55 43.5, 229.5 Auto: 101 56 Pad 2 Cask 21 43.5, 229.5 Auto: 101 57 Pad 2 Cask 22 43.5, 245.5 Auto: 101 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 46 of 48 58 Pad 2 Cask 23 43.5, 261.5 Auto: 101 59 Pad 2 Cask 24 43.5, 277.5 Auto: 101 60 Pad 4 Cask 1 86.5, 11.5 Auto: 101 61 Query Point 61 11.5, 181.5 Auto: 101 62 Pad 2 Cask 3 11.5, 197.5 Auto: 101 63 Pad 2 Cask 2 11.5, 181.5 Auto: 101 64 Pad 4 Cask 2 86.5, 27.5 Auto: 101 65 Pad 4 Cask 3 86.5, 43.5 Auto: 101 66 Pad 4 Cask 4 86.5, 59.5 Auto: 101 67 Pad 4 Cask 6 86.5, 91.5 Auto: 101 68 Pad 4 Cask 5 86.5, 75.5 Auto: 101 69 Pad 4 Cask 7 86.5, 107.5 Auto: 101 70 Pad 4 Cask 8 86.5, 123.5 Auto: 101 71 Pad 4 Cask 9 102.5, 11.5 Auto: 101 72 Pad 4 Cask 10 102.5, 27.5 Auto: 101 73 Pad 4 Cask 11 102.5, 43.5 Auto: 101 74 Pad 4 Cask 12 102.5, 59.5 Auto: 101 75 Pad 4 Cask 13 102.5, 75.5 Auto: 101 76 Pad 4 Cask 14 102.5, 91.5 Auto: 101 77 Pad 4 Cask 15 102.5, 107.5 Auto: 101 78 Pad 4 Cask 16 102.5, 123.5 Auto: 101 79 Pad 4 Cask 17 118.5, 11.5 Auto: 101 80 Pad 4 Cask 18 118.5, 27.5 Auto: 101 81 Pad 4 Cask 20 118.5, 59.5 Auto: 101 82 Pad 4 Cask 19 118.5, 43.5 Auto: 101 83 Pad 4 Cask 21 118.5, 75.5 Auto: 101 84 Pad 4 Cask 22 118.5, 91.5 Auto: 101 85 Pad 4 Cask 23 118.5, 107.5 Auto: 101 86 Pad 4 Cask 24 118.5, 123.5 Auto: 101 87 Pad 3 Cask 1 86.5, 165.5 Auto: 101 88 Pad 3 Cask 2 86.5, 181.5 Auto: 101 89 Pad 3 Cask 3 86.5, 197.5 Auto: 101 90 Query Point 90 86.5, 213.5 Auto: 101 91 Pad 3 Cask 4 86.5, 213.5 Auto: 101 92 Query Point 92 86.5, 245.5 Auto: 101 93 Pad 3 Cask 6 86.5, 245.5 Auto: 101 94 Pad 3 Cask 5 86.5, 229.5 Auto: 101 95 Pad 3 Cask 7 86.5, 261.5 Auto: 101 96 Pad 3 Cask 8 86.5, 277.5 Auto: 101 97 Pad 3 Cask 9 102.5, 165.5 Auto: 101 98 Pad 3 Cask 11 102.5, 197.5 Auto: 101 99 Pad 3 Cask 10 102.5, 181.5 Auto: 101 100 Pad 3 Cask 12 102.5, 213.5 Auto: 101 101 Pad 3 Cask 13 102.5, 229.5 Auto: 101 102 Pad 3 Cask 14 102.5, 245.5 Auto: 101 103 Pad 3 Cask 15 102.5, 261.5 Auto: 101 104 Pad 3 Cask 16 102.5, 277.5 Auto: 101 105 Pad 3 Cask 17 118.5, 165.5 Auto: 101 106 Pad 3 Cask 18 118.5, 181.5 Auto: 101 107 Pad 3 Cask 19 118.5, 197.5 Auto: 101 108 Pad 3 Cask 20 118.5, 213.5 Auto: 101 109 Pad 3 Cask 21 118.5, 229.5 Auto: 101 110 Pad 3 Cask 22 118.5, 245.5 Auto: 101 111 Pad 3 Cask 23 118.5, 261.5 Auto: 101 112 Pad 3 Cask 24 118.5, 277.5 Auto: 101 113 Pad 1 Left edge 2.5, 67.5 Auto: 101 114 Query Point 114 27.5, 157.5 Auto: 101 115 Query Point 115 2.5, 222.5 Auto: 101 116 Query Point 116 52.5, 220 Auto: 101 117 Query Point 117 30, 287.5 Auto: 101 118 Query Point 118 105, 287.5 Auto: 101 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

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Page 47 of 48 119 Query Point 119 127.5, 220 Auto: 101 120 Query Point 120 77.5, 222.5 Auto: 101 121 Query Point 121 102.5, 157.5 Auto: 101 122 Query Point 122 105, 132.5 Auto: 101 123 Query Point 123 102.5, 2.5 Auto: 101 124 Query Point 124 77.5, 67.5 Auto: 101 125 Query Point 125 127.5, 65 Auto: 101 126 Query Point 126 130, 135 Auto: 101 127 Pad 4 Top Left 75, 135 Auto: 101 128 Pad 3 Bottom Left 75, 155 Auto: 101 129 Pad 3 Bottom Right 130, 155 Auto: 101 130 Pad 3 Top Left 75, 290 Auto: 101 131 Pad 3 Top Right 130, 290 Auto: 101 132 Pad 2 Top Left 0, 290 Auto: 101 133 Pad 2 Top Right 55, 290 Auto: 101 134 Pad 2 Bottom Left 0, 155 Auto: 101 135 Pad 2 Bottom Right 55, 155 Auto: 101 136 Pad 4 Bottom Left 75, 0 Auto: 101 137 Pad 4 Bottom Right 130, 0 Auto: 101 138 Pad 4 Top Right 130, 135 Auto: 101 139 Center of Pads 65.278, 145.171 Auto: 89 140 Between Pad 1 and Pad 2 27.143, 145.171 Auto: 89 141 Between Pad 3 and Pad 4 102.269, 145.552 Auto: 89 142 Between Pad 1 and Pad 4 64.134, 70.808 Auto: 89 143 Between Pad 2 and Pad 3 64.897, 220.297 Auto: 89 144 Pad 2 Center 27.5, 222.5 Auto: 101 145 Pad 3 Center 102.5, 222.5 Auto: 101 146 Pad 4 Center 102.5, 67.5 Auto: 101 Field Point Grid Number of points 7876 Expansion Factor 1 Grid Coordinates X [ft] Y [ft]

197.5 357.5 197.5 -67.5

-67.5 -67.5

-67.5 357.5 19-017 CISF Storage Pads Four Pad 200215.s3z 1/16/2020, 3:00:31 PM

Cask Handling Building Settle3 Analysis, Inputs and Results 15

CISF Site Cask Handling Building Andrews, TX Cask Handling Building: Two-bay Category B steel struction measuring approximately 175feet by 193 feet in plan dimension with a height of 72 feet.

CISF Site Cask Handling Building Andrews, TX Use Soil Column from Pad Analysis with bottom of footing 10ft below GS.

Soil Column Based on Average Shear Wave Velocity Measurements

• Interpreted from all explorations and collaboration between GEOS and DBA.

• Top 100ft contains 7 stratum in 5 materials identified by GEOS

• 100ft-600ft (approx. location of incompressible layers with sharp contrast of velocity) contains 3 average velocity values for 6 layers identified in the soil column provided by GEOS Avg. Layer Shear Wave Top (ft) Bottom (ft) Layer Material (From GEOS column) Model Layer Name Velocity (ft/s) 20 25 1530 Caliche - Very Hard Caliche Hard 1 25 35 1900 Caliche - Very Hard Caliche Hard 2 35 50 2290 Ogallala - Sand with Gravel Ogallala 1 50 80 1840 Ogallala - Sand with Gravel Ogallala 2 80 100 2790 Ogallala - Sand with Gravel Ogallala 3 100 130 2300 Dockum - Claystone and Siltstone Dockum Claystone/Siltstone 130 230 2755 Claystone and Siltstone Claystone and Siltstone 230 275 2755 Dockum - Clay/Claystone Dockum Clay/Claystone1 275 300 2755 Dockum - Silty Sands Dockum Silty/Sands 300 360 2755 Dockum - Clay/Claystone Dockum Clay/Claystone 2 360 600 3115 Dockum - Clay/Claystone Dockum Clay/Claystone 3 Avg. Layer Shear Wave Top (ft) Bottom (ft) Unit weight (pcf) Poisson's Ratio Gmax (psf)

Velocity (ft/s) 20 25 1530 125 0.33 9,087,345 25 35 1900 125 0.33 14,013,975 35 50 2290 125 0.33 20,357,531 50 80 1840 130 0.33 13,668,571 80 100 2790 130 0.33 31,426,491 100 130 2300 130 0.33 21,357,143 130 230 2755 130 0.33 30,642,958 230 275 2755 130 0.33 30,642,958 275 300 2755 130 0.33 30,642,958 300 360 2755 130 0.33 30,642,958 360 600 3115 130 0.33 39,174,511

CISF Site Cask Handling Building Andrews, TX Net Bearing for DL Case per AECOM Request (0.660ksf on Foundations 1-3 and 0.550ksf on Wind Column Footings). 0.10 or less reported at foundation centers. Likely outside of the reasonable bounds of the calculation.

Recommend considering 0.25 or less

Settle3 Analysis Information Project Settings Document Name 19-017 CISF CHB 200214 Net DL Only.s3z Date Created 1/16/2020, 3:00:31 PM Stress Computation Method Westergaard Minimum settlement ratio for subgrade modulus 0.9 Use average properties to calculate layered stresses Improve consolidation accuracy Ignore negative effective stresses in settlement calculations Stage Settings Stage # Name 1 Stage 1 Results Time taken to compute: 17.0959 seconds Stage: Stage 1 Data Type Minimum Maximum Total Settlement [in] 0 0.0706837 Loading Stress ZZ [ksf] 0 0.66002 Loads

1. Polygonal Load: "Foundation 1" Label Foundation 1 Load Type Flexible Area of Load 5126.8 ft2 Load 0.66 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 28 0 28 183.1 0 183.1

2. Polygonal Load: "Foundation 2" Label Foundation 2 Load Type Flexible Area of Load 6042.3 ft2 Load 0.66 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

84 0 117 0 117 183.1 84 183.1

3. Polygonal Load: "Foundation 3" Label Foundation 3 Load Type Flexible Area of Load 5126.8 ft2 Load 0.66 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

173.1 0 201.1 0 201.1 183.1 173.1 183.1

4. Polygonal Load: "WC3" Label WC3 Load Type Flexible Area of Load 1064 ft2 Load 0.55 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

76 -6.3 76 20.3 36 20.3 36 -6.3

5. Polygonal Load: "WC1"

Label WC1 Load Type Flexible Area of Load 1052 ft2 Load 0.55 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

76 162.8 76 189.1 36 189.1 36 162.8

6. Polygonal Load: "WC4" Label WC4 Load Type Flexible Area of Load 1064 ft2 Load 0.55 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

165 -6.3 165 20.3 125 20.3 125 -6.3

7. Polygonal Load: "WC2" Label WC2 Load Type Flexible Area of Load 1052 ft2 Load 0.55 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

165 162.8 165 189.1 125 189.1 125 162.8

Soil Layers Layer # Type Thickness [ft] Depth [ft]

1 Cover Sands 2 0 2 Caliche/Sand 1 8 2 3 Caliche/Sand 2 10 10 4 Caliche Hard 1 5 20 5 Caliche Hard 2 10 25 6 Ogallala 1 15 35 7 Ogallala 2 30 50 8 Ogallala 3 20 80 9 Dockum Claystone/Siltsone 30 100 10 Claystone and Siltstone 100 130 11 Dockum Clay/Claystone 1 45 230 12 Dockum Silty/Sands 25 275 13 Dockum Clay/Claystone 2 60 300 14 Dockum Clay/Claystone 3 240 360

Soil Properties Property Cover Sands Caliche/Sand 1 Caliche/Sand 2 Caliche Hard 1 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.12 0.12 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 890 1200 1200 35815 Esur [ksf] 890 1200 1200 35815 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Caliche Hard 2 Ogallala 1 Ogallala 2 Ogallala 3 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 55232 80233 53870 123857 Esur [ksf] 55232 80233 53870 123857 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Dockum Claystone/ Claystone and Dockum Clay/Claystone Dockum Silty/

Property Siltsone Siltstone 1 Sands Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 84172 120769 120769 120769 Esur [ksf] 84172 120769 120769 120769 Undrained Su A [kips/

0 0 0 0 ft2]

Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Dockum Clay/Claystone 2 Dockum Clay/Claystone 3 Color ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 K0 1 1 Immediate Settlement Enabled Enabled Es [ksf] 120769 154394 Esur [ksf] 120769 154394 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8

Query Points Point # Query Point Name (X,Y) Location Number of Divisions 1 Query Point 1 0, 0 Auto: 101 2 Query Point 2 0, 183.1 Auto: 101 3 Query Point 3 28, 183.1 Auto: 101 4 Query Point 4 28, 0 Auto: 101 5 Query Point 5 14, 91.55 Auto: 101 6 Query Point 6 36, -6.3 Auto: 101 7 Query Point 7 36, 20.3 Auto: 101 8 Query Point 8 76, 20.3 Auto: 101 9 Query Point 9 76, -6.3 Auto: 101 10 Query Point 10 56, 7 Auto: 101 11 Query Point 11 36, 162.8 Auto: 101 12 Query Point 12 36, 189.1 Auto: 101 13 Query Point 13 76, 189.1 Auto: 101 14 Query Point 14 76, 162.8 Auto: 101 15 Query Point 15 56, 175.95 Auto: 101 16 Query Point 16 84, 0 Auto: 101 17 Query Point 17 84, 183.1 Auto: 101 18 Query Point 18 117, 183.1 Auto: 101 19 Query Point 19 117, 0 Auto: 101 20 Query Point 20 100.5, 91.55 Auto: 101 21 Query Point 21 125, -6.3 Auto: 101 22 Query Point 22 125, 20.3 Auto: 101 23 Query Point 23 165, 20.3 Auto: 101 24 Query Point 24 165, -6.3 Auto: 101 25 Query Point 25 145, 7 Auto: 101 26 Query Point 26 125, 162.8 Auto: 101 27 Query Point 27 125, 189.1 Auto: 101 28 Query Point 28 165, 189.1 Auto: 101 29 Query Point 29 165, 162.8 Auto: 101 30 Query Point 30 145, 175.95 Auto: 101 31 Query Point 31 173.1, 0 Auto: 101 32 Query Point 32 173.1, 183.1 Auto: 101 33 Query Point 33 201.1, 183.1 Auto: 101 34 Query Point 34 201.1, 0 Auto: 101 35 Query Point 35 187.1, 91.55 Auto: 101 36 Query Point 36 38.215, 98.684 Auto: 89 37 Query Point 37 53.261, 96.899 Auto: 89 Field Point Grid Number of points 5512 Expansion Factor 1 Grid Coordinates X [ft] Y [ft]

286.65 274.65 286.65 -91.85

-85.55 -91.85

-85.55 274.65

CISF Site Cask Handling Building Andrews, TX Sustained Dead Loading Pressure Only (1.79ksf on Foundations 1-3 and 1.67ksf on Wind Column Footings). 0.25 or less at foundation centers

SETTLE3 5.001

Page 1 of 7 Settle3 Analysis Information Project Settings Document Name 19-017 CISF CHB 200214 DL Only.s3z Date Created 1/16/2020, 3:00:31 PM Stress Computation Method Westergaard Minimum settlement ratio for subgrade modulus 0.9 Use average properties to calculate layered stresses Improve consolidation accuracy Ignore negative effective stresses in settlement calculations Stage Settings Stage # Name 1 Stage 1 Results Time taken to compute: 0 seconds Stage: Stage 1 Data Type Minimum Maximum Total Settlement [in] 0 0.375565 Loading Stress ZZ [ksf] 0 3.51092 Loads

1. Polygonal Load: "Foundation 1" Label Foundation 1 Load Type Flexible Area of Load 5126.8 ft2 Load 3.5 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 28 0 28 183.1 0 183.1 19-017 CISF CHB 200214 DL Only.s3z 1/16/2020, 3:00:31 PM

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2. Polygonal Load: "Foundation 2" Label Foundation 2 Load Type Flexible Area of Load 6042.3 ft2 Load 3.5 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

84 0 117 0 117 183.1 84 183.1

3. Polygonal Load: "Foundation 3" Label Foundation 3 Load Type Flexible Area of Load 5126.8 ft2 Load 3.5 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

173.1 0 201.1 0 201.1 183.1 173.1 183.1

4. Polygonal Load: "WC3" Label WC3 Load Type Flexible Area of Load 1064 ft2 Load 3.5 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

76 -6.3 76 20.3 36 20.3 36 -6.3

5. Polygonal Load: "WC1"19-017 CISF CHB 200214 DL Only.s3z 1/16/2020, 3:00:31 PM

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Page 3 of 7 Label WC1 Load Type Flexible Area of Load 1052 ft2 Load 3.5 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

76 162.8 76 189.1 36 189.1 36 162.8

6. Polygonal Load: "WC4" Label WC4 Load Type Flexible Area of Load 1064 ft2 Load 3.5 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

165 -6.3 165 20.3 125 20.3 125 -6.3

7. Polygonal Load: "WC2" Label WC2 Load Type Flexible Area of Load 1052 ft2 Load 3.5 ksf Depth 10 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

165 162.8 165 189.1 125 189.1 125 162.8 19-017 CISF CHB 200214 DL Only.s3z 1/16/2020, 3:00:31 PM

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Page 4 of 7 Soil Layers Layer # Type Thickness [ft] Depth [ft]

1 Cover Sands 2 0 2 Caliche/Sand 1 8 2 3 Caliche/Sand 2 10 10 4 Caliche Hard 1 5 20 5 Caliche Hard 2 10 25 6 Ogallala 1 15 35 7 Ogallala 2 30 50 8 Ogallala 3 20 80 9 Dockum Claystone/Siltsone 30 100 10 Claystone and Siltstone 100 130 11 Dockum Clay/Claystone 1 45 230 12 Dockum Silty/Sands 25 275 13 Dockum Clay/Claystone 2 60 300 14 Dockum Clay/Claystone 3 240 360 19-017 CISF CHB 200214 DL Only.s3z 1/16/2020, 3:00:31 PM

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Page 5 of 7 Soil Properties Property Cover Sands Caliche/Sand 1 Caliche/Sand 2 Caliche Hard 1 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.12 0.12 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 890 1200 1200 35815 Esur [ksf] 890 1200 1200 35815 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Caliche Hard 2 Ogallala 1 Ogallala 2 Ogallala 3 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 55232 80233 53870 123857 Esur [ksf] 55232 80233 53870 123857 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Dockum Claystone/ Claystone and Dockum Clay/ Dockum Silty/

Property Siltsone Siltstone Claystone 1 Sands Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 84172 120769 120769 120769 Esur [ksf] 84172 120769 120769 120769 Undrained Su A [kips/

0 0 0 0 ft2]

Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Dockum Clay/Claystone 2 Dockum Clay/Claystone 3 Color ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 K0 1 1 Immediate Settlement Enabled Enabled Es [ksf] 120769 154394 Esur [ksf] 120769 154394 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8 19-017 CISF CHB 200214 DL Only.s3z 1/16/2020, 3:00:31 PM

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Page 6 of 7 Query Points Point # Query Point Name (X,Y) Location Number of Divisions 1 Query Point 1 0, 0 Auto: 101 2 Query Point 2 0, 183.1 Auto: 101 3 Query Point 3 28, 183.1 Auto: 101 4 Query Point 4 28, 0 Auto: 101 5 Query Point 5 14, 91.55 Auto: 101 6 Query Point 6 36, -6.3 Auto: 101 7 Query Point 7 36, 20.3 Auto: 101 8 Query Point 8 76, 20.3 Auto: 101 9 Query Point 9 76, -6.3 Auto: 101 10 Query Point 10 56, 7 Auto: 101 11 Query Point 11 36, 162.8 Auto: 101 12 Query Point 12 36, 189.1 Auto: 101 13 Query Point 13 76, 189.1 Auto: 101 14 Query Point 14 76, 162.8 Auto: 101 15 Query Point 15 56, 175.95 Auto: 101 16 Query Point 16 84, 0 Auto: 101 17 Query Point 17 84, 183.1 Auto: 101 18 Query Point 18 117, 183.1 Auto: 101 19 Query Point 19 117, 0 Auto: 101 20 Query Point 20 100.5, 91.55 Auto: 101 21 Query Point 21 125, -6.3 Auto: 101 22 Query Point 22 125, 20.3 Auto: 101 23 Query Point 23 165, 20.3 Auto: 101 24 Query Point 24 165, -6.3 Auto: 101 25 Query Point 25 145, 7 Auto: 101 26 Query Point 26 125, 162.8 Auto: 101 27 Query Point 27 125, 189.1 Auto: 101 28 Query Point 28 165, 189.1 Auto: 101 29 Query Point 29 165, 162.8 Auto: 101 30 Query Point 30 145, 175.95 Auto: 101 31 Query Point 31 173.1, 0 Auto: 101 32 Query Point 32 173.1, 183.1 Auto: 101 33 Query Point 33 201.1, 183.1 Auto: 101 34 Query Point 34 201.1, 0 Auto: 101 35 Query Point 35 187.1, 91.55 Auto: 101 36 Query Point 36 38.215, 98.684 Auto: 89 37 Query Point 37 53.261, 96.899 Auto: 89 Field Point Grid Number of points 5512 Expansion Factor 1 Grid Coordinates X [ft] Y [ft]

286.65 274.65 286.65 -91.85

-85.55 -91.85

-85.55 274.65 19-017 CISF CHB 200214 DL Only.s3z 1/16/2020, 3:00:31 PM

CISF Site Cask Handling Building Andrews, TX Max Pressure 3.5 ksf on all footings. 0.5 or less at foundation centers

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Page 1 of 15 Settle3 Analysis Information Project Settings Document Name 19-017 CISF CHB 200214.s3z Date Created 1/16/2020, 3:00:31 PM Stress Computation Method Westergaard Minimum settlement ratio for subgrade modulus 0.9 Use average properties to calculate layered stresses Improve consolidation accuracy Ignore negative effective stresses in settlement calculations Stage Settings Stage # Name 1 Stage 1 Results Time taken to compute: 0 seconds Stage: Stage 1 Data Type Minimum Maximum Total Settlement [in] 0 0.709451 Loading Stress ZZ [ksf] 0.0346785 4.58 Loads

1. Polygonal Load: "Zone 29" Label Zone 29 Load Type Flexible Area of Load 7425 ft2 Load 1.64 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 55 0 55 135 0 135 19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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2. Polygonal Load: "Zone 26" Label Zone 26 Load Type Flexible Area of Load 675 ft2 Load 0.61 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

0 0 5 0 5 135 0 135

3. Polygonal Load: "Zone 27" Label Zone 27 Load Type Flexible Area of Load 250 ft2 Load 0.65 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

55 130 55 135 5 135 5 130

4. Polygonal Load: "Zone 28" Label Zone 28 Load Type Flexible Area of Load 650 ft2 Load 0.64 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

50 0 55 0 55 130 50 130

5. Polygonal Load: "Zone 25"19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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Page 3 of 15 Label Zone 25 Load Type Flexible Area of Load 225 ft2 Load 0.7 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5 0 50 0 50 5 5 5

6. Rectangular Load: "Zone 1" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.01 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 5.5 17.5 5.5 17.5 17.5 5.5 17.5

7. Rectangular Load: "Zone 17" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.01 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 5.5 49.5 5.5 49.5 17.5 37.5 17.5

8. Rectangular Load: "Zone 24"19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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Page 4 of 15 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.01 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 117.5 49.5 117.5 49.5 129.5 37.5 129.5

9. Rectangular Load: "Zone 8" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.01 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 117.5 17.5 117.5 17.5 129.5 5.5 129.5

10. Rectangular Load: "Zone 23" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 101.5 49.5 101.5 49.5 113.5 37.5 113.5 19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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11. Rectangular Load: "Zone 22" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.6 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 85.5 49.5 85.5 49.5 97.5 37.5 97.5

12. Rectangular Load: "Zone 21" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.55 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 69.5 49.5 69.5 49.5 81.5 37.5 81.5

13. Rectangular Load: "Zone 20" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.6 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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Page 6 of 15 X [ft] Y [ft]

37.5 53.5 49.5 53.5 49.5 65.5 37.5 65.5

14. Rectangular Load: "Zone 19" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.6 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 37.5 49.5 37.5 49.5 49.5 37.5 49.5

15. Rectangular Load: "Zone 18" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

37.5 21.5 49.5 21.5 49.5 33.5 37.5 33.5

16. Rectangular Load: "Zone 16" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.48 ksf Depth 0 ft Installation Stage Stage 1 19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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Page 7 of 15 Coordinates X [ft] Y [ft]

21.5 117.5 33.5 117.5 33.5 129.5 21.5 129.5

17. Rectangular Load: "Zone 7" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 101.5 17.5 101.5 17.5 113.5 5.5 113.5

18. Rectangular Load: "Zone 6" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.6 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 85.5 17.5 85.5 17.5 97.5 5.5 97.5

19. Rectangular Load: "Zone 5"19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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Page 8 of 15 Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.55 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 69.5 17.5 69.5 17.5 81.5 5.5 81.5

20. Rectangular Load: "Zone 4" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.55 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 53.5 17.5 53.5 17.5 65.5 5.5 65.5

21. Rectangular Load: "Zone 3" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.6 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 37.5 17.5 37.5 17.5 49.5 5.5 49.5 19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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22. Rectangular Load: "Zone 2" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.51 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

5.5 21.5 17.5 21.5 17.5 33.5 5.5 33.5

23. Rectangular Load: "Zone 9" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.48 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 5.5 33.5 5.5 33.5 17.5 21.5 17.5

24. Rectangular Load: "Zone 10" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.83 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 21.5 33.5 21.5 33.5 33.5 21.5 33.5 19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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25. Rectangular Load: "Zone 11" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.94 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 37.5 33.5 37.5 33.5 49.5 21.5 49.5

26. Rectangular Load: "Zone 12" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.91 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 53.5 33.5 53.5 33.5 65.5 21.5 65.5

27. Rectangular Load: "Zone 13" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.91 ksf Depth 0 ft Installation Stage Stage 1 Coordinates19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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Page 11 of 15 X [ft] Y [ft]

21.5 69.5 33.5 69.5 33.5 81.5 21.5 81.5

28. Rectangular Load: "Zone 14" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.94 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 85.5 33.5 85.5 33.5 97.5 21.5 97.5

29. Rectangular Load: "Zone 15" Length 12 ft Width 12 ft Rotation angle 0 degrees Load Type Flexible Area of Load 144 ft2 Load 2.83 ksf Depth 0 ft Installation Stage Stage 1 Coordinates X [ft] Y [ft]

21.5 101.5 33.5 101.5 33.5 113.5 21.5 113.5 19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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Page 12 of 15 Soil Layers Layer # Type Thickness [ft] Depth [ft]

1 Cover Sands 2 0 2 Caliche/Sand 1 8 2 3 Caliche/Sand 2 10 10 4 Caliche Hard 1 5 20 5 Caliche Hard 2 10 25 6 Ogallala 1 15 35 7 Ogallala 2 30 50 8 Ogallala 3 20 80 9 Dockum Claystone/Siltsone 30 100 10 Claystone and Siltstone 100 130 11 Dockum Clay/Claystone 1 45 230 12 Dockum Silty/Sands 25 275 13 Dockum Clay/Claystone 2 60 300 14 Dockum Clay/Claystone 3 240 360 19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

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Page 13 of 15 Soil Properties Property Cover Sands Caliche/Sand 1 Caliche/Sand 2 Caliche Hard 1 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.12 0.12 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 890 1200 1200 35815 Esur [ksf] 890 1200 1200 35815 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Caliche Hard 2 Ogallala 1 Ogallala 2 Ogallala 3 Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.12 0.12 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 55232 80233 53870 123857 Esur [ksf] 55232 80233 53870 123857 Undrained Su A [kips/ft2] 0 0 0 0 Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Dockum Claystone/ Claystone and Dockum Clay/ Dockum Silty/

Property Siltsone Siltstone Claystone 1 Sands Color ___ ___ ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 0.13 0.13 K0 1 1 1 1 Immediate Settlement Enabled Enabled Enabled Enabled Es [ksf] 84172 120769 120769 120769 Esur [ksf] 84172 120769 120769 120769 Undrained Su A [kips/

0 0 0 0 ft2]

Undrained Su S 0.2 0.2 0.2 0.2 Undrained Su m 0.8 0.8 0.8 0.8 Property Dockum Clay/Claystone 2 Dockum Clay/Claystone 3 Color ___ ___

Unit Weight [kips/ft3 ] 0.13 0.13 K0 1 1 Immediate Settlement Enabled Enabled Es [ksf] 120769 154394 Esur [ksf] 120769 154394 Undrained Su A [kips/ft2] 0 0 Undrained Su S 0.2 0.2 Undrained Su m 0.8 0.8 19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

SETTLE3 5.001

Page 14 of 15 Query Points Point # Query Point Name (X,Y) Location Number of Divisions 1 Cask Point 1 11.5, 11.5 Auto: 101 2 Cask Point 2 11.5, 27.5 Auto: 101 3 Cask Point 3 11.5, 43.5 Auto: 101 4 Cask Point 4 11.5, 59.5 Auto: 101 5 Cask Point 5 11.5, 75.5 Auto: 101 6 Cask Point 6 11.5, 91.5 Auto: 101 7 Cask Point 7 11.5, 107.5 Auto: 101 8 Cask Point 8 11.5, 123.5 Auto: 101 9 Cask Point 9 27.5, 11.5 Auto: 101 10 Cask Point 10 27.5, 27.5 Auto: 101 11 Cask Point 11 27.5, 43.5 Auto: 101 12 Cask Point 12 27.5, 59.5 Auto: 101 13 Cask Point 13 27.5, 75.5 Auto: 101 14 Cask Point 14 27.5, 91.5 Auto: 101 15 Cask Point 15 27.5, 107.5 Auto: 101 16 Cask Point 16 27.5, 123.5 Auto: 101 17 Cask Point 17 43.5, 11.5 Auto: 101 18 Cask Point 18 43.5, 27.5 Auto: 101 19 Cask Point 19 43.5, 43.5 Auto: 101 20 Cask Point 20 43.5, 59.5 Auto: 101 21 Cask Point 21 43.5, 75.5 Auto: 101 22 Cask Point 22 43.5, 91.5 Auto: 101 23 Cask Point 23 43.5, 107.5 Auto: 101 24 Cask Point 24 43.5, 123.5 Auto: 101 25 Footing Bottom Left 0, 0 Auto: 101 26 Footing Bottom Right 55, 0 Auto: 101 27 Footing Top Left 0, 135 Auto: 101 28 Footing Top Right 55, 135 Auto: 101 29 Footing Center 27.5, 67.5 Auto: 101 30 Query Point 30 11.973, 99.283 Auto: 101 31 Query Point 31 30, 132.5 Auto: 101 32 Query Point 32 2.5, 67.5 Auto: 101 33 Query Point 33 34.543, 35.669 Auto: 101 34 Query Point 34 27.5, 2.5 Auto: 101 Field Point Grid Number of points 1672 Expansion Factor 1 Grid Coordinates X [ft] Y [ft]

122.5 202.5 122.5 -67.5

-67.5 -67.5

-67.5 202.5 19-017 CISF CHB 200214.s3z 1/16/2020, 3:00:31 PM

Settle3 Software Validation and Verification

DAN P.O. Box 309 BROWN Jasper, TN 37347 (423)942-8681 AND ASSOCIATES www.danbrownandassociates.com TECHNICAL MEMORANDUM Software Verification: Settle3 v5.001 CISF Site Andrews, TX DBA Project No.19-017 To: Derek Kilday, P.E./GEOServices From: Timothy C. Siegel, P.E, G.E., D.GE Tayler J. Day, P.E.

Date: 17 February 2020

1. Introduction Dan Brown and Associates, P.C. (DBA) was contracted to perform settlement analyses for the subject project. As part of our scope, DBA was to perform and provide verification of the efficacy of the Settle3 v5.001 software used for the analyses. This TM explains the basis of the verification and DBAs conclusion that the software is valid and appropriate for the provided analyses.

2. Selection of Software DBA routinely performs settlement analyses as a function of our role as industry leaders in foundation and ground improvement design. It is our experience that Settle3 software by Rocscience (currently version 5.001) is an effective tool that uses sound geotechnical and mechanics principles to produce settlement results that can be interpreted by technical and non-technical personnel. Additionally, Settle3 v5.001 (and other Rocscience geotechnical softwares) are routinely used in standard geotechnical engineering practice.

3. Critical Characteristics of Software Settle3 v5.001 calculates settlement by interpreting the way applied stress is distributed with depth in a soil column using the Westergaard solution. The resulting stress distribution and the user input soil parameters are used to calculate strain/displacement.

The analyses required for the CISF site in Andrews, TX are ultimately concerned with the settlement of a single footing and a group of footings which requires calculations that effectively satisfy the following critical characteristics:

• Calculate stress with depth below the corner of a single rectangular loaded area

• Calculates vertical stress beneath a point within a rectangularly loaded area using the principle of superposition of stresses

• Considers multiple bearing pressure areas and calculates the vertical stress beneath a point outside of a rectangularly loaded area (i.e. between footings) using the principle of superposition.

4. Verification Procedure and Acceptance DBA established the attached calculations to verify the critical characteristics identified in the previous section using hand calculations based on the methods used by Settle3 v5.001. The acceptance criteria established by DBA for each critical characteristic stress calculation was an error of 1% or less to account for any differences in rounding of trigonometric function results.

The hand calculations utilize a closed form solution of the Westergaard Stress Computation Formula found in Taylor (1948) 1. The final result of the evaluation of the critical characteristics are summarized in Table 1.

Acceptable Measured Critical Characteristic Method of Comparison Error Error Criteria Vertical stress beneath corner of Slide3 v5.001 software vs

+/- 1% 0%

rectangularly loaded area Hand Calculation (attached)

Vertical stress beneath a point within Slide3 v5.001 software vs 0%

+/- 1%

rectangularly loaded area Hand Calculation (attached)

Vertical stress beneath a between multiple Slide3 v5.001 software vs

+/- 1% 0%

rectangular areas Hand Calculation (attached)

5. Concluding Remarks Calculations were performed to verify the efficacy of Settle3 v5.001 for the types of analyses required for the CISF storage pads in Andrews, TX. DBA concludes the software is appropriate and accurate for use on the subject project. Please contact the following if you would like to discuss this document or this project.

Timothy C. Siegel, P.E., G.E., D.GE Tayler J. Day, P.E.

CEO/Senior Principal Engineer Project Engineer Dan Brown and Associates PC Dan Brown and Associates PC 6424 Baum Dr. 6424 Baum Dr.

Knoxville, TN 37919 Knoxville, TN 37919 Mobile: 865-809-4883 Mobile: 217-371-2185 tim@dba.world tday@dba.world 1 Taylor, D.W. (1948). Fundamentals of Soil Mechanics. John Wiley, New York. Pg 259.

DAN 17 February 2020 BROWN TECHNICAL MEMORANDUM AND ASSOCIATES Page 2 of 2 Settle3 Verification

Attachments Settle3 v5.001 Verification Analysis

Project WCS Storage Facility DAN Project No.19-017 BROWN Sheet 1 of 9 Date 01 / 14 / 2020 AND ASSOCIATES Engineer WPS Checked by TJD Settle3 by Rocscience Stress Calculation Verification This calculation set is for the verification of the Westergaard stress computation method in Settle3 Version 5.001 by Rocscience. The Westergaard stress computation method is a common stress computation method for layered strata.

The raw form of the Westergaard stress computation method is developed to calculate the vertical stress beneath a point load. This raw form of Westergaard's stress computation method is analytically integrated to calculate the vertical stress beneath the corner of a rectangularly loaded area, and using the principle of superposition, the vertical stress beneath any point within or beyond the loaded area can be calculated. So, the critical characterisitcs to be checked are as follows: 1)

Settle3 correctly calculates the vertical stress beneath the corner of a rectangularly loaded area, 2) Settle3 correctly calculates the vertical stress beneath a point within a rectangularly loaded area using the principle of superposition, and 3)

Settle3 correctly considers multiple bearing pressures and calculates the vertical stress beneath a point outside of a rectangularly loaded area using the principle of superposition.

Westergaard Stress Computation Formula: 1 1 2 2 2 2 z_Q Q 2 3 z

2 1 2 r 2 Where:

2 2 z z = Vertical Stress Q = Point Load z = Depth

= Poisson's Ratio r = Horizontal Distance from Point Load The Westergaard Stress Computation Formula shown above is listed for a point load, however, it is more common to calculate stress for a bearing pressure. The vertical stress beneath the corner of a given rectangular bearing pressure or footing can be obtained by integrating the above equation and the resulting equation is shown below.

2 Westergaard Stress Computation Formula: q acot 1 2 1 1 1 2 1 z 2 2 2 2 2 2 2 2 2 m n m n Where:

z = Vertical Stress q = Bearing Pressure

= Poisson's Ratio m = L/z n = W/z z = Depth L = Length of Footing or Bearing Pressure Considered W = Width of Footing or Bearing Pressure Considered Source: Taylor, D. W. (1948). Fundamentals of Soil Mechanics. (pg. 259). John Wiley. New York.

The above equation is formulated to calculate the vertical stress beneath the corner of a rectangular bearing pressure or footing. So to calculate the stress at the center of a rectangular bearing pressure or footing, the rectangular area can be segmented into four equal areas and using the principle of superposition, the stress can be calculated at the center. The following two pages show calculations for stress beneath the corner and the center of a square footing.

Project WCS Storage Facility DAN Project No.19-017 BROWN Sheet 2 of 9 Date 01 / 14 / 2020 AND ASSOCIATES Engineer WPS Checked by TJD Calculation of the Vertical Stress Beneath the Corner of a Square Footing:

Figure 1 - Stress Beneath Corner of Square Footing Diagram (Left - Plan View, Right - Cross Section)

Footing Length: L1 5ft Footing Width: W1 5ft Bearing Pressure: q 1 5ksf Poisson's Ratio: 0.33 z1 10ft Depth of Interest:

L1 m1 0.5 Length-to-Depth Ratio: z1 W1 n 1 0.5 Width-to-Depth Ratio: z1 q1 1 2 2 z1 acot 1 1 1 2 1 413 psf 2 2 2 m 2 n 2 2 2 m 2 n 2 1 1 1 1

Project WCS Storage Facility DAN Project No.19-017 BROWN Sheet 3 of 9 Date 01 / 14 / 2020 AND ASSOCIATES Engineer WPS Checked by TJD Calculation of the Vertical Stress Beneath the Center of a Square Footing:

Figure 2 - Stress Beneath Center of Square Footing Diagram (Left - Plan View, Right - Cross Section)

Segmented Footing Length: L2 2.5ft Segmented Footing Width: W2 2.5ft Bearing Pressure: q 2 5ksf Poisson's Ratio: 0.33 z2 10ft Depth of Interest:

L2 m2 0.25 Length-to-Depth Ratio: z2 W2 n 2 0.25 Width-to-Depth Ratio: z2 q2 2 z2 4 acot 1 2 1 1 1 2 1 633 psf 2 2 2 m 2 n 2 2 2 m 2 n 2 2 2 2 2 Note: Using the principle of superposition, the equation for the stress beneath the corner of a rectangularly loaded area is multiplied by 4 in this case account for all 4, 2.5ft x 2.5ft loaded areas.

Project WCS Storage Facility DAN Project No.19-017 BROWN Sheet 4 of 9 Date 01 / 14 / 2020 AND ASSOCIATES Engineer WPS Checked by TJD Calculation of the Vertical Stress Beneath a Point Between Two Rectangular Footings:

Figure 3 - Vertical Stress Beneath a Point Between Two Rectangular Footings Diagram (Left - Plan View, Right - Cross Section)

In this case, the principle of superposition is used to add the stress from 4 rectangles with a common point at Point 3 and then subtract out the stress from the areas that are not loaded. See Figure 4 and commentary below for details.

Project WCS Storage Facility DAN Project No.19-017 BROWN Sheet 5 of 9 Date 01 / 14 / 2020 AND ASSOCIATES Engineer WPS Checked by TJD Figure 4 - Vertical Stress Beneath a Point Between Two Rectangular Footings Diagram. The Stress Computation Areas are Hatched and Cross-Hatched (Plan View)

To calculate the stress beneath Point 3, consider the entire cross-hatched area is loaded with a bearing pressure of 5ksf -

just like the footings. Four times the vertical stress resulting from Westergaard's equation for the cross-hatched area will be equal to the vertical stress if the whole area, even the area between the two footings, is loaded with a bearing pressure of 5ksf. But the whole area is not loaded; the area between the footings has no load. So using the principle of superposition and Westergaard's equation for the vertical stress beneath the corner of a rectangularly loaded area, four times the vertical stress from the hatched area is subtracted from four times the vertical stress from the cross-hatched area to get the stress at Point 3. Calculations are shown below.

Vertical Stress at Point 3: Cross-Hatched Area Segmented Footing Length: L3a 7ft Segmented Footing Width: W3a 5ft Bearing Pressure: q 3 5ksf Poisson's Ratio: 0.33 z3 10ft Depth of Interest:

L3a m3a 0.7 Length-to-Depth Ratio: z3 W3a n 3a 0.5 Width-to-Depth Ratio: z3 q3 2 z3a 4 acot 1 2 1 1 1 2 1 1938 psf 2 2 2 m 2 n 2 2 2 m 2 n 2 3a 3a 3a 3a

Project WCS Storage Facility DAN Project No.19-017 BROWN Sheet 6 of 9 Date 01 / 14 / 2020 AND ASSOCIATES Engineer WPS Checked by TJD Vertical Stress at Point 3: Hatched Area Segmented Footing Length: L3b 2ft Segmented Footing Width: W3b 5ft Bearing Pressure: q 3 5ksf Poisson's Ratio: 0.33 z3 10ft Depth of Interest:

L3b m3b 0.2 Length-to-Depth Ratio: z3 W3b n 3b 0.5 Width-to-Depth Ratio: z3 q3 2 z3b 4 acot 1 2 1 1 1 2 1 837 psf 2 2 2 m 2 n 2 2 2 m 2 n 2 3b 3b 3b 3b Vertical Stress at Point 3 - Subtract Hatched Area Vertical Stress from Cross-Hatched Area Vertical Stress:

Vertical Stress at Point 3: z3 z3a z3b 1100 psf Plots of Vertical Stress vs Depth Comparing Hand Calculations to Settle3 Output:

The above calculations using Westergaard's equation for the vertical stress beneath the corner of a 5ft x 5ft footing, the center of a 5ft x 5ft footing, and a point between two 10ft x 5ft footings, where all footings are loaded with a 5ksf bearing pressure, were carried out in Microsoft Excel from 0 to 100ft depth. This data is plotted in Figures 5, 6, and 7 and compared with the output from the same problems modelled in Settle3 Version 5.001 by Rocscience. As shown in Figures 5, 6, and 7, the results from the hand calculations and Settle3 are identical, thus, the critical characteristics of Settle3 are confirmed.

Project WCS Storage Facility DAN Project No.19-017 BROWN Sheet 7 of 9 Date 01 / 14 / 2020 AND ASSOCIATES Engineer WPS Checked by TJD Vertical Stress [psf]

0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 0

10 20 30 40 Depth [ft]

Hand Calculations 50 Settle3 60 70 80 90 100 Figure 5 - Vertical Stress Beneath the Corner of a 5ft x 5ft Footing with a Bearing Pressure of 5ksf Note: The results from hand calculations and Settle3 are compared and shown to be the same

Project WCS Storage Facility DAN Project No.19-017 BROWN Sheet 8 of 9 Date 01 / 14 / 2020 AND ASSOCIATES Engineer WPS Checked by TJD Vertical Stress [psf]

0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 0

10 20 30 40 Depth [ft]

Hand Calculations 50 Settle3 60 70 80 90 100 Figure 6 - Vertical Stress Beneath the Center of a 5ft x 5ft Footing with a Bearing Pressure of 5ksf Note: The results from hand calculations and Settle3 are compared and shown to be the same

Project WCS Storage Facility DAN Project No.19-017 BROWN Sheet 9 of 9 Date 01 / 14 / 2020 AND ASSOCIATES Engineer WPS Checked by TJD Vertical Stress [psf]

0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 0

10 20 30 40 Hand Calculations Depth [ft]

50 Settle3 60 70 80 90 100 Figure 7 - Vertical Stress Beneath a Point Between Two, 10ft x 5ft Footings with a Bearing Pressure of 5ksf Note: The results from hand calculations and Settle3 are compared and shown to be the same