ML18323A202

To Cimarron Facility Decommissioning Plan, Plan Appendices a

ML18323A202
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Issue date:	10/31/2018
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Geotechnical Engineering Report Cimarron Water Treatment Facility State Highway 33 and State Highway 74 Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Prepared for:

Environmental Properties Management LLC A Subsidiary of Burns & McDonnell Engineering Company Kansas City, Missouri Prepared by:

Terracon Consultants, Inc.

Oklahoma City, Oklahoma

January 26, 2017 Environmental Properties Management LLC A Subsidiary of Burns & McDonnell Engineering Company 9400 Ward Parkway Kansas City, Missouri 64111 Attn:

Mr. Jeff Lux, P.E.

Project Manager M:

[405] 642 5152 E:

jlux@envpm.com Re:

Geotechnical Engineering Report Cimarron Water Treatment Facility State Highway 33 and State Highway 7 4 Cimarron City, Logan County, Oklahoma Terracon Project No. 03165393

Dear Mr. Lux:

lrerracon Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. These services were performed in general accordance with our Proposal No. P03165393 dated October 28, 2016.

This geotechnical engineering report presents the results of the subsurface exploration and provides geotechnical recommendations concerning earthwork, the design and construction of the building, nitrate treatment areas, tank foundations and pavements, and subgrade preparation for the structures.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Cert. Of Auth. #CA-4531 exp. 6/30/17 ffi_µ

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_ Diana Vargas-Suaza, E.I.

-V - Consultant DCVS:JB\\srs\\n:\\projects\\2016\\03165393\\project documents~an20 1 7 Copies to:

Addressee (1 via email)

Jer my Basler, Oklahoma No. 20233 """<2.~'f11lP'~

Terracon Consultants, Inc.

4701 North Stiles Avenue Oklahoma City, Oklahoma 73105 P [405] 525 0453 F [405] 557 0549 terracon.com Environmental 8

Facilities Geotechnical Materials

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable TABLE OF CONTENTS Page EXECUTIVE

SUMMARY

............................................................................................................. i

1.0 INTRODUCTION

.............................................................................................................1 2.0 PROJECT INFORMATION.............................................................................................1 2.1 Project Description...............................................................................................1 2.2 Site Location and Description...............................................................................2 3.0 SUBSURFACE CONDITIONS........................................................................................3 3.1 Geology...............................................................................................................3 3.1 Typical Subsurface Profile...................................................................................3 3.2 Groundwater........................................................................................................4 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION......................................5 4.1 Geotechnical Considerations...............................................................................5 4.2 Earthwork.............................................................................................................6 4.2.1 Site Preparation........................................................................................6 4.2.2 Excavations..............................................................................................6 4.2.3 Subgrade Preparation...............................................................................7 4.2.4 Fill Materials Requirements......................................................................8 4.2.5 Fill Placement Compaction Requirements................................................8 4.2.6 Grading and Drainage..............................................................................9 4.2.7 Corrosion Potential...................................................................................9 4.3 Foundations.......................................................................................................10 4.3.1 Shallow Footing Foundations..................................................................10 4.3.2 Mat Foundations.....................................................................................11 4.4 Building Floor Slab.............................................................................................13 4.5 Seismic Hazards................................................................................................13 4.5.1 Surface Fault Rupture.............................................................................14 4.5.2 Strong Ground Shaking..........................................................................14 4.5.3 Soil Liquefaction.....................................................................................15 4.5.4 Landsliding.............................................................................................15 4.5.5 Earthquake Induced Settlement..............................................................15 4.5.6 USGS One-Year Hazard Forecast..........................................................16 4.6 Lateral Earth Pressures.....................................................................................16 4.7 Gravel Base Areas.............................................................................................19 4.8 Pavements.........................................................................................................20 5.0

GENERAL COMMENT

S...............................................................................................21

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable TABLE OF CONTENTS - (Contd.)

APPENDIX A - FIELD EXPLORATION Exhibit A-1 Site Location Exhibit A-2 & 3 Exploration Plans Exhibit A-4 Field Exploration Description Exhibits A-5 to A-16 Borings B-1 to B-13 Exhibits A-17 to A-20 Subsurface Profiles Exhibit A-21 Percolation Test Result APPENDIX B - LABORATORY TESTING AND ANALYSIS Exhibit B-1 Laboratory Test Description Exhibits B-2 & B-3 Atterberg Limits Exhibits B4 to B-12 Sieve Analysis Exhibits B-13 & B-14 Proctor Test Results Exhibits B-15 & B-16 CBR Test Results Exhibit B-17 Corrosion Test Results Exhibit B-18 Direct Shear Test Results Exhibits B-19 & B-20 Design Maps Detailed Reports APPENDIX C - SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System Exhibit C-3 Sedimentary Rock Classification

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable i

EXECUTIVE

SUMMARY

A geotechnical exploration has been performed for the proposed Cimarron Water Treatment Facility to be constructed southeast of Cimarron City, Logan County, Oklahoma. Terracons geotechnical scope of work included the advancement of twelve (12) test borings to approximate depths of 14 to 34 feet below existing site grades. Borings were terminated at shallower depths due to the shallow weathered rock encountered in the borings. Boring B-6 was eliminated per the Clients request.

Based on the information obtained from our subsurface exploration, the following geotechnical considerations were identified:

n The borings in the treatment area generally encountered stiff to hard lean clays with varying amounts of sand and silt, hard, fat clay and dense to very dense, clayey and silty sands, to depths of about 5 to 6 feet. The overburden soils were underlain by highly weathered to weathered shale and sandstone extending to the boring termination depths. Groundwater was encountered in borings B-5 and B-7 at depths of about 13 to 23.5 feet at the time of field exploration. Groundwater was not encountered in the remaining treatment area borings at the time of exploration.

n The borings in the alluvial area generally encountered very loose to medium dense sands with varying amounts of silt, clay and gravel, and layers of clayey gravel and lean to fat clays extending to depths of about 17 to 31.5 feet. The overburden soils were underlain by highly weathered to weathered sandstone or highly weathered shale extending to the boring termination depths. Groundwater was encountered in the borings at depths varying from about 6 to 10 feet while drilling.

n Based on the subsurface conditions encountered, the proposed building can be supported on shallow footing foundations in conjunction with a slab-on-grade. The nitrate treatment areas and tanks can be supported on mat foundations and circular mat foundations respectively.

n Based on the existing topography and the information provided by the client, we understand that 2 feet of cut and or fill will required for this project.

n The on-site soils within the anticipated depth of seasonal moisture change generally have low to moderate shrink/swell potential and appear suitable for supporting the building floor slab provided the recommended proofrolling and moisture/density control are incorporated into subgrade preparation and fill placement.

n Excavations for the treatment area may extend into weathered bedrock. Rock formations that have standard penetration test results of 4 or more inches per 50 blows

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable ii can usually be excavated with heavy excavation equipment equipped with ripping teeth.

Rock formations that have standard penetration test results of 3 inches or less per 50 blows usually require either pneumatic equipment to remove. However, variations in hardness of rock can occur with depth and distance from the borings.

n To improve long-term support for the proposed pavements and gravel base areas, we recommend chemically stabilizing the pavement and gravel base subgrade.

n The international Building Code seismic site classification for the treatment area can be generalized as site class C and the alluvial area as site class D.

n Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during construction.

This geotechnical executive summary should be used in conjunction with the entire report for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled General Comments should be read for an understanding of the report limitations.

Responsive Resourceful Reliable 1

GEOTECHNICAL ENGINEERING REPORT CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 AND STATE HIGHWAY 74 CIMARRON CITY, LOGAN COUNTY, OKLAHOMA Terracon Project No. 03165393 January 26, 2017

1.0 INTRODUCTION

This report presents the results of our geotechnical engineering services performed for the proposed Cimarron Water Treatment Facility planned southeast of Cimarron City in Logan County, Oklahoma. Twelve (12) test borings extending to approximate depths of 14 to 34 feet below existing site grades were drilled for this project. Most borings were terminated at shallower depths due to the shallow weathered rock encountered in the borings. Boring B-6 was eliminated per the Clients request. The borings were drilled at the general locations specified by Burns &

McDonnell Engineering Company.

The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

n subsurface soil and rock conditions n

groundwater conditions n

earthwork n

foundation design and construction n

seismic site classification and hazards n

floor slab subgrade support n

pavement and gravel base design and construction Logs of the borings along with a site location and exploration plan are included in Appendix A of this report.

2.0 PROJECT INFORMATION 2.1 Project Description Item Description Site layout See Exhibits A-1 to A-3 in Appendix A.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 2

Item Description Structures The proposed development consists of a water treatment facility comprising a pre-engineered metal building approximately 100 feet by 115 feet in plan, three nitrate treatment areas of approximately 45 feet by 90 feet each, and several tanks. The building will house equipment skids and tanks, electrical equipment, and an administrative area. The nitrate treatment areas will consist of skids and tanks. Stand-alone tanks are anticipated to have diameters as large as 15 feet and contain between 12,000 and 30,000 gallons of water.

Anticipated Loads and foundations We understand the building columns are anticipated to be founded on shallow spread footing foundations with anticipated bearing pressures of 2000 psf. The building is anticipated to have a slab on grade floor system with loading conditions which include a dead load of 200 psf and forklift traffic.

The nitrate treatment areas are anticipated to be founded on continuous mats, while the tanks are anticipated to be constructed on circular mats.

Traffic Permanent asphalt pavement is anticipated around the perimeter of the building and the treatment areas. Some portions of the site are anticipated to have gravel base areas. Traffic loads include tractor-trailers during construction and operation, and passenger automobiles.

We understand, post-construction traffic will consist of a maximum of 2 to 4 semi tractor-trailers per a day.

Grading Based on the information provided by the client, we understand that up to 2 feet of cut and/or fill are planned per structure.

Slopes Based on the existing topography and the boring elevations, slopes are not anticipated for this project.

2.2 Site Location and Description Item Description Location The site is located southeast of Cimarron City, approximately 3/4 mile northeast of the State Highway 33 and State Highway 74 intersection in Logan County, Oklahoma Current ground cover Grass, bare ground and trees.

Existing topography The site generally slopes down from south to north and from west to east with a difference in elevation of approximately elevation difference of about 11 feet between the treatment area borings and about 3 feet between the alluvial area borings.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 3

3.0 SUBSURFACE CONDITIONS 3.1 Geology The geology at the alluvial area consist of Alluvium deposits of Quaternary age underlain by the Garber unit of Permian age. Alluvium deposits consist of deposits of sand, silt, clay, gravel, and/or combinations of materials. Alluvium is found along the flood plains of streams and is normally present at places along all streams. The Garber unit consists of a series of red clay shales, red sandy shales, and massive commonly cross-bedded lenticular sandstones. The total thickness of the Garber unit is about 400 feet in Oklahoma County, it thickens to about 600 feet.

The geology at the water treatment facility area consists of the Garber Unit of Permian age and the Hennessey unit of Permian age. The Hennessey unit consists of red platy to blocky clay shales and mudstone. The total thickness of the unit is about 400 feet.

3.1 Typical Subsurface Profile Specific conditions encountered at each boring location are indicated on the individual boring logs included in Appendix A of this report. Stratification boundaries on the boring logs represent the approximate location of changes in soil and rock types; in-situ, the transition between materials may be gradual. Based on the results of the borings, subsurface conditions on the project site can be generalized as follows.

Description Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density Treatment Area Stratum 1A 3 to 6 feet Lean clay with varying amounts of silt, clay and fat clay Stiff to hard Stratum 1B1 3 to 5 feet Clayey or silty sand Dense to very dense Stratum 2 Below the boring termination depths of 14 to 29 feet Highly weathered to weathered shale Soft to hard Highly weathered to weathered sandstone Poorly cemented to well cemented Alluvial Area Stratum 1A 27.5 to 31 feet Sand with varying amounts of silt, clay and gravel Very loose to medium dense Stratum 1B2 3 feet Lean clay with varying amounts of silt and sand Stiff to very stiff Stratum 1C3 3 to 4 feet Fat clay Stiff to very stiff Stratum 24 31.5 feet Clayey gravel Very dense

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 4

Description Approximate Depth to Bottom of Stratum Material Encountered Consistency/Density Stratum 3 Below the boring termination depths of 19 to 34 feet Highly weathered to weathered sandstone Poorly cemented to well cemented Highly weathered shale Soft 1

Clayey and silty sand layers were encountered in borings B-4 and B-5 2

Encountered in borings B-10 and B-11 3

Encountered in borings B-12 and B-13 4

Encountered in boring B-11 Laboratory tests were conducted on selected soil and rock samples and the test results are presented on the boring logs in Appendix A.

3.2 Groundwater The borings were monitored for the presence and level of groundwater while drilling, immediately after drilling and after 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> of drilling. Because drilling fluid was introduced into borings B-8 to B-13, groundwater observations were made prior to the introduction of drilling fluid and after 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> of drilling completion. As reported in the lower left corner of the boring logs, groundwater was encountered at the following depths.

Boring No.

While drilling Depth (ft.)

After boring Depth (ft) 24 Hours After boring Depth (ft)

B-1 Not Encountered Not Encountered Not Encountered B-2 Not Encountered Not Encountered Not Encountered B-3 Not Encountered Not Encountered Not Encountered B-4 Not Encountered Not Encountered Not Encountered B-5 15.0 15.0 13.0 B-7 23.5 23.0 21.0 B-8 10.0 N/A 5.0 B-9 8.5 N/A 8.0 B-10 8.5 N/A 4.0 B-11 8.5 N/A 3.0 B-12 6.0 N/A 6.0 B-13 6.0 N/A 5.0

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 5

To obtain more accurate groundwater level information, longer observations in a monitoring well or piezometer that is sealed from the influence of surface water would be needed. Fluctuations in groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, altered natural drainage paths and other factors not evident at the time the borings were advanced. Consequently, the designer and contractor should be aware of this possibility while designing and constructing this project.

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations It is our understanding that less than 2 feet of cut and/or fill will be required to develop the design grades for this site. The borings in the treatment area generally encountered moderate to high strength, native soils underlain by predominantly sandstone and shale bedrock below depths ranging from approximately 5 to 6 feet. Based on the subsurface conditions encountered in the borings and the anticipated foundation loads, the following foundation recommendations can be made:

Based on the subsurface conditions encountered, the proposed building can be supported on shallow footing foundations in conjunction with a slab-on-grade. The nitrate treatment areas and tanks can be supported on mat foundations and circular mat foundations, respectively.

The on-site soils within the anticipated depth of seasonal moisture change generally have low to moderate shrink/swell potential and appear suitable for supporting the building floor slab provided the recommended proofrolling and moisture/density control are incorporated into subgrade preparation and fill placement.

Excavations for the treatment area may extend into weathered bedrock. Rock formations that have standard penetration test results of 4 or more inches per 50 blows can usually be excavated with heavy excavation equipment equipped with ripping teeth. Rock formations that have standard penetration test results of 3 inches or less per 50 blows usually require either pneumatic equipment to remove. However, variations in hardness of rock can occur with depth and distance from the borings.

To improve long-term support for the proposed pavements and gravel base areas, we recommend chemically stabilizing the pavement and gravel base subgrade.

Geotechnical engineering recommendations for earthwork and the foundations are outlined below. The recommendations made in this report are based upon our engineering analyses of the field and laboratory testing performed and our current understanding of the proposed project.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 6

4.2 Earthwork The following presents recommendations for site preparation, subgrade preparation, and placement and compaction of engineered fill on the project. The recommendations presented for design and construction of earth supported elements including foundations, floor slab, tank bottoms and pavement and aggregate surfaced access roads are contingent upon following the recommendations outlined in this section.

Earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project. Grading for each structure should incorporate the limits of each proposed structure plus a minimum pad blow-up of five feet beyond proposed perimeter walls and any exterior columns.

4.2.1 Site Preparation Site preparation should include removing vegetation, topsoil, and any other unsuitable materials encountered on-site in construction areas. The necessary stripping depths should be determined at the time of construction by a representative of the geotechnical engineer.

4.2.2 Excavations Excavations should meet all OSHA and other applicable safety regulations. Grading plans should develop effective drainage away from open excavations.

On-site clayey soils encountered in the treatment area can be removed using standard backhoe and loader type equipment. Excavations that extend near the sandstone or shale bedrock materials may require heavy equipment and special rock removal techniques to remove the sandstone and shale. Rock formations that have standard penetration test (SPT) results of 4 inches or more per 50 blows can usually be excavated by heavy equipment outfitted with ripping teeth. Rock formations that have SPT results of 3 inches or less per 50 blows may require pneumatic breaker equipment to remove. Variations in the hardness of rock are likely to occur with depth and distance between boring locations.

Groundwater was encountered at depths ranging from approximately 13 to 23.5 feet at the treatment area boring locations and at depths ranging from about 3 to 10.5 in the Alluvial area.

Based on the groundwater level measurements obtained in our borings, we do not expect to encounter groundwater in excavations extending to a depth no greater than approximately 13 feet in the Treatment area. However, based on the groundwater conditions encountered in the alluvial area, excavations in the alluvial will encounter groundwater. Therefore, dewatering will likely be required for any excavations and if earthwork is performed in the alluvial area.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 7

The overburden soils encountered in the treatment area were generally classified as Soil Type A and Soil Type B per OSHA guidelines while the soils encountered in the alluvial area were generally classified as Soil Type B and Soil Type C per OSHA guidelines. The contractor is solely responsible for designing and constructing stable construction excavations and all excavations should comply with applicable local, state and OSHA excavation standards.

Individual borings should be consulted for additional information on the material that could be anticipated in the excavation. Additional soil borings could be performed in areas where more defined soil classification is required.

The soils to be penetrated by the proposed excavations may vary significantly across the site.

The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions.

4.2.3 Subgrade Preparation After site stripping and completing any required cuts, but before placing any engineered fill, we recommend the site be proofrolled under the observation of Terracon personnel with a loaded, tandem-axle dump truck weighing at least 25 tons to locate any zones that are soft or unstable.

The proofrolling should involve overlapping passes in mutually perpendicular directions. Where rutting or pumping is observed during proofrolling, the unstable soils should be overexcavated and replaced with engineered fill materials as described in Section 4.2.5 if it cannot be adequately compacted in-place. In areas where weathered sandstone or shale is encountered, proofrolling will not be required.

After proofrolling and correcting any unstable subgrade, we recommend the exposed subgrade soils to receive new fill be scarified to a depth of 8 inches. The moisture content of the scarified soil should be adjusted to its optimum value or above, prior to being compacted to at least 95 percent of its maximum dry density as determined by the standard Proctor test method (ASTM D 698. In areas where weathered sandstone or shale is exposed, it will not be necessary to scarify and compact the weathered sandstone or shale.

We recommend the subgrade beneath the tanks and nitrate treatment areas be developed with approved engineered soil fill to within 6 inches below final design elevation. Oklahoma department of transportation (ODOT) Type A Aggregated Base or similar granular material should be placed to develop the final design grade to provide improved, all-weather support for constructing each tank and nitrate treatment area. This will reduce the possible deterioration of the soil subgrade and provide a stable working surface.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 8

4.2.4 Fill Materials Requirements All fill required to develop the design subgrade elevation should be an approved material that is free of organic matter and debris as outlined in the following table.

Fill Type1 Acceptable Location for Placement On-site or Imported Cohesive Low Volume Change Soils with LL40 and 5PI152 All locations and elevations On-site or Imported Cohesive Soils with 40<LL45 and 15<PI253 All locations and elevations, except in the building floor slab area Weathered Shale, Weathered Sandstone4 Excavated rock should be tested and approved prior to its use as low volume change fill material.

Aggregate Base5 ODOT Type A Aggregate Base Materials On-Site Soils (with 5<PI< 25)

Pavement areas6 1 Prior to any filling operations, samples of the proposed borrow and on-site materials should be obtained for laboratory Atterberg limits and moisture-density testing. These tests will provide a basis for material acceptance and evaluation of fill compaction by in-place density testing. A qualified soil technician should perform sufficient in-place density tests during the filling operations to evaluate that proper levels of compaction, including dry unit weight and moisture content, are being attained.

2 Some of the on-site clays appear to meet the requirements of a cohesive low volume change soil.

3 Some of the on-site clays appear to meet the requirements of a cohesive soil with 40<LL45 and 15<PI25.

4 Excavated rock (shale, sandstone) used for fill should have a maximum particle size of 3 inches. We anticipate that the excavated shale and poorly cemented sandstone will break down by compaction and tracked construction equipment. Harder sandstone should not be used as fill unless it is mechanically crushed to less than 3 inches in maximum dimension and mixed with clayey soils.

5 Gradation requirements for the Type A material can be found in section 703 of the ODOT Standard Specifications for Highway Construction.

6 Provided the top 8 inches are stabilized with Class C fly ash or cement kiln dust as discussed in the Pavements and aggregate base section of this report.

4.2.5 Fill Placement Compaction Requirements The recommended compaction and moisture content criteria for engineered fill materials are as follows:

Item Description Fill Lift Thickness n 9-inches or less in loose thickness where heavy, self-propelled compaction equipment is used; or n 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 9

Item Description Compaction Requirements1 n Tank, nitrate and building areas: At least 98 percent of the materials maximum dry density as determined by the standard Proctor test method (ASTM D 698).

n Other areas: At least 95% (ASTM D 698).

Moisture Content-Cohesive Soil Moisture content that is at or above its optimum value as determined by the Standard Proctor test method at the time of placement and compaction.

Moisture Content-ODOT Type A Aggregate Base or Approved Alternate Workable moisture content that does not result in pumping when proofrolled.

1. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.

4.2.6 Grading and Drainage Effective drainage should be provided during construction and maintained throughout the life of the development. Infiltration of water into utility trenches or foundation excavations should be prevented during construction. Planters and other surface features which could retain water in areas adjacent to the building or pavements should be sealed or eliminated. In areas where sidewalks or paving do not immediately adjoin the structures, we recommend that protective slopes be provided with a minimum grade of approximately five percent for at least 10 feet from perimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration.

Downspouts, roof drains or scuppers should discharge in a manner that carries the water several feet away from the building when the ground surface adjacent to the structure is not protected by exterior slabs or paving. Sprinkler systems should not be installed within five feet of foundation walls. Landscaped irrigation adjacent to the foundation systems should be minimized or eliminated.

4.2.7 Corrosion Potential Corrosion tests were performed on four selected samples to provide an indication of the corrosion potential of the on-site materials. This limited testing program should not be interpreted as a comprehensive assessment of the site, but only provides an indication of conditions at the sampled locations.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 10 The measured sulfate contents of the samples ranged from 28 to 91. Results of soluble sulfate testing indicate that ASTM Type I Portland cement is suitable for all concrete on and below grade. Foundation concrete can be designed for low sulfate exposure in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4.

The measured chloride contents of the samples ranged from 25 to 50 mg/kg. Based on these test results, the risk of chloride exposure to reinforcing steel is rated as negligible according to ACI guidelines.

Laboratory test results indicate that on-site soils have resistivities ranging from 3414 to 7760 ohm-centimeters, and pH values ranging from 7.7 to 8.84. These values indicate the soils are mildly corrosive to moderately corrosive. Iron and steel pipes can be protected from corrosion through the use of cathodic protection or a polyethylene wrap/coating. Corrosion protection should be provided per the manufacturers specifications.

Refer to Summary of Laboratory Results contained in Appendix B for the complete results of the various corrosivity testing conducted on the site soils in conjunction with this geotechnical exploration.

4.3 Foundations Based on the subsurface conditions encountered in borings B-1 and B-2 and the anticipated foundation loads, the single-story building can be supported on shallow footing foundations in conjunction with a slab-on-grade.

We understand the tanks will be supported on circular mat foundations and the nitrate areas will be founded on continuous mats.

The following recommendations for designing the foundations assume that procedures recommend in the report for developing a stable subgrade beneath the structures have been effectively implemented.

4.3.1 Shallow Footing Foundations Description Value Foundation Type Shallow footings Bearing Material Undisturbed native soils and/or approved engineered fill Net Allowable Bearing Pressure1 n

2,000 psf on engineered fill and/or undisturbed native soils within 2.5 feet of existing ground n

3,000 psf on native soils located 2.5 feet below existing grade Allowable Friction Coefficient2 0.2

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 11 Description Value Time Rate of Settlement Most of the foundation settlement will occur within a few weeks after application of foundation loads Allowable Passive Pressure3 150 pcf Minimum Embedment Depth To reduce moisture changes in the soils beneath the footings and for frost protection, we recommend that perimeter footings bear at least 24 inches below finished grade. Interior footings may be placed at shallower depths.

Frost Depth 18 inches Minimum Dimensions Isolated: 30 inches Continuous: 16 inches wide Estimated Total Settlement Less than 1/2 inch Estimated Differential Settlement Less than 1/2 of the total settlement 1 These are the pressures at the base of the foundation in excess of the adjacent overburden pressure.

The allowable bearing pressures have a safety factor of approximately 3 and can be increased by 33 percent for transient loads.

2 The allowable friction coefficient has a safety factor of approximately 2.

3 This value is appropriate for the undisturbed native soils or engineered backfill placed along the sides of the foundation. The allowable passive pressure has a safety factor of approximately 2. Ignore passive pressure in frost zone.

Care should be taken to prevent wetting or drying of the bearing materials during construction.

Any extremely wet or dry material, or any loose or disturbed material in the bottom of the foundation excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by placing concrete as soon as possible after completing the foundation excavations and evaluating the bearing strata.

Foundation excavations should be observed by the geotechnical engineer. If the bearing conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.

4.3.2 Mat Foundations Description Value Foundation Type Mat foundations Bearing Material Engineered fill and/or undisturbed native soils Net Allowable Bearing Pressure1 2,500 psf Allowable Friction Coefficient2 0.2 Time Rate of Settlement Most of the foundation settlement will occur within a few weeks after application of foundation loads Allowable Passive Pressure3 150 pcf

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 12 Description Value Coefficient of Subgrade Reaction4 125 pci Minimum Embedment Depth 24 inches below finished grade Frost Depth 18 inches Estimated Total Settlement Less than 1 1/2 inches (tank center)

Less than 3/4 inch (tank perimeter)

Less than 1 inch (continuous mats) 1 This is the pressure at the base of the foundation in excess of the adjacent overburden pressure. The allowable bearing pressure has a safety factor of approximately 3 and can be increased by 33 percent for transient loads.

2 The allowable friction coefficient has a safety factor of approximately 2.

3 This value is appropriate for the undisturbed native soils or engineered backfill placed along the sides of the foundation. The allowable passive pressure has a safety factor of approximately 2. Ignore passive pressure in frost zone.

4 This value is based on a 30-inch diameter plate. This value is estimated based on soil type and soil stiffness. This value assumes the tank floor will be supported on 6 inches of granular base (such as ASTM D 448 No. 57) over undisturbed native soils.

Care should be taken to prevent wetting or drying of the bearing materials during construction.

Any extremely wet or dry material, or any loose or disturbed material in the bottom of the foundation excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by placing concrete as soon as possible after completing the foundation excavations and evaluating the bearing strata.

Foundation excavations should be observed by the geotechnical engineer. If the bearing conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.

Staged preloading by partially filling the tanks and monitoring tank movements is recommended.

The preloading should be done prior to final connection of the inlet and outlet lines. The staged preloading with movement monitoring will confirm the structural integrity of the tanks, verify adequate bearing capacity and reduce the amount of settlement that the tanks will experience after they are placed in operation.

The differential settlement of the tank shell depends on the local variability of the soil conditions and the amount of fill materials placed below the tank. Settlement response of the tank foundation is impacted greatly by the quality of construction. Improper foundation design and construction or ground improvement methods could result in differential settlements that are significantly greater than we have estimated.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 13 4.4 Building Floor Slab The on-site soils encountered within the anticipated zone of seasonal moisture change in the treatment area were generally low to medium plasticity clays. These soils are not expected to experience significant volume changes with variations in subgrade moisture content. Therefore, these near surface soils are considered adequate for providing direct support for the building floor slab provided the recommended proofrolling and moisture/density control are incorporated into subgrade preparation and fill placement.

We recommend the floor slab be supported on aggregate base materials. A coefficient of subgrade reaction of 150 pci can be used to design a floor slab constructed on a 6-inch thickness of aggregate. The 6-inch thickness of aggregate should consist of 2 inches of fine aggregate meeting the requirements of ASTM D 448 No. 10 (screenings) underlain by 4 inches of Type A aggregate meeting the requirements of Section 703.01 of the ODOT 2009 Standard Specifications for Highway Construction. The aggregate should be adjusted to a workable moisture content, prior to being compacted to at least 95 percent of its maximum dry density as determined by the standard Proctor test method (ASTM D 698).

Control joints should be saw cut into the slab as soon as practical after concrete placement in accordance with ACI Design Manual, Section 302.1R-37 8.3.12 (tooled control joints are not recommended). Additionally, dowels should be placed at the location of proposed construction joints. To control the width of cracking (where it occurs) continuous slab reinforcement should be considered.

Effective separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. Interior trench backfill placed beneath slabs should be compacted in accordance with recommendations outlined in the Earthwork section of this report. Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1R are recommended.

The use of a vapor retarder or barrier should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier.

4.5 Seismic Hazards The project site is located in a region of relatively low seismicity, except when considering the ground shaking hazard from induced earthquakes. The following table lists the relative likelihood of seismic hazards at the site and the methods Terracon used to evaluate the hazards.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 14 Hazard Relative Likelihood Evaluation Method Surface fault rupture Low Quaternary fault and fold database Strong ground shaking Low1 National seismic hazard maps Soil liquefaction Low Field exploration and laboratory data Landsliding Low Field reconnaissance and topographic maps Settlement Low Empirical equations based on case histories 1 See Section 4.5.6 for a discussion on induced earthquakes.

In Sections 4.5.1 through 4.5.5, we address seismic hazards from natural earthquakes only. In Section 4.5.6, we discuss the seismic hazard from both induced and natural earthquakes. That is, Sections 4.5.1 through 4.5.5 describe seismic hazards for the site based on the 2008 U.S.

Geological Survey (USGS) United States National Seismic Hazard Model that are applicable to the seismic provisions of the 2015 IBC and ASCE 7-10.

4.5.1 Surface Fault Rupture According to the Quaternary Fault and Fold Database of the United States (http://earthquake.usgs.gov/hazards/qfaults/) accessed on December 19, 2016, the only mapped fault in the State of Oklahoma is the Meers fault. The Meers fault has the following characteristics:

n The fault is located 145 km to the southwest in Comanche and Kiowa Counties.

n The total fault length is 54 km.

n The fault is one of at least four west-to northwest-trending faults that form the Frontal Wichita fault system, which is the boundary between the Anadarko basin to the northeast and the Wichita Mountains to the southwest.

n Two earthquakes occurred on the fault in the late Holocene (i.e., approximately the last 10,000 years) and a preceding event occurred in middle Pleistocene time or earlier.

n The slip-rate is less than 0.2 mm/year.

Given the distance from the Meers fault to the site, there is minimal risk of ground surface rupture due to faulting.

4.5.2 Strong Ground Shaking We utilized the U.S. Seismic Design Maps web tool developed by the USGS and located at http://earthquake.usgs.gov/designmaps/us/application.php to determine design ground motion values for the site. Based on results of the exploration program, we assigned Site Class C to the Treatment Area and Site Class D to the Alluvial Area. Site Class is determined by the geologic profile to a depth of 100 feet, and our borings extended to a maximum depth of 14 to 34 feet. Therefore, we assumed that materials encountered at the bottom of the explorations extended to a depth of 100 feet in our determination of Site Class. Appendix B contains the Design Maps Detailed Report for both areas and the values are summarized in the table below.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 15 Ground Motion Parameter Site Class C Value1 Site Class D value1 PGA 0.125g 0.125g Ss 0.223g 0.223g S1 0.071g 0.071g FPGA 1.200 1.549 Fa 1.200 1.600 Fv 1.700 2.400 PGAM 0.151g 0.194g SMS 0.267g 0.357g SM1 0.121g 0.171g SDS 0.178g 0.238g SD1 0.081g 0.114g 1 Latitude 35.882 and Longitude -97.583 degrees.

Deaggragation of the PGA value (https://geohazards.usgs.gov/deaggint/2008/) determined that nearly 92 percent of the hazard was from background seismicity with a magnitude (M) value of 5.6 and source-to-site distance (R) of 37 km. The remaining 8 percent of the hazard was attributable to the Meers fault with M7 and R = 145 km.

4.5.3 Soil Liquefaction Liquefaction typically occurs in loose sands located below the water table. Of the two areas, only our explorations in the Alluvial Area encountered materials susceptible to liquefaction during strong ground shaking. However, we understand that no structures are to be located in the Alluvial Area and an evaluation of soil liquefaction for the area is not desired. Conversely, our explorations in the Treatment Area generally encountered clays over bedrock. Soft, saturated clay soils have experienced strength reduction during past earthquakes. However, groundwater in the Treatment Area, if observed, was located in the weathered bedrock below the potentially susceptible clay soils. Therefore, soils within the Treatment Area are not susceptible to soil liquefaction.

4.5.4 Landsliding We anticipate that any permanent slopes at the site will be inclined at 3H:1V or flatter; and a maximum of 10 feet in height. Seismic loading of these relatively flat slopes is not anticipated to result in displacement except in the Alluvial Area where liquefaction of loose, saturated sands may result in a type of movement termed lateral spreading.

4.5.5 Earthquake Induced Settlement Earthquake-induced settlement of materials in the Treatment Area is unlikely given the generally thin layer of stiff to hard clay overlying bedrock. Conversely, the loose sands in the Alluvial Area

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 16 may experience both post-liquefaction reconsolidation settlement and dynamic compression as a result of earthquake loading. If fill is placed to raise grades at the site, the compaction recommendations of the Earthwork section of this report would essentially eliminate settlement of the structural fill.

4.5.6 USGS One-Year Hazard Forecast Earlier in 2016, the USGS published a one-year seismic hazard forecast from induced and natural earthquakes (Open-File Report 2016-1035). The forecast included the induced earthquakes listed in the table below. The list was obtained through a search of the USGS earthquake catalog (http://earthquake.usgs.gov/earthquakes/search/) for events with M4.5 or greater in the State of Oklahoma since December 12, 2011. We accessed the catalog on December 18, 2016.

Date Location Magnitude 11/7/16 3 km W of Cushing 5.0 9/3/16 14 km NW of Pawnee 5.8 2/13/16 31 km NW of Fairview 5.1 1/7/16 33 km NW of Fairview 4.7 11/30/15 26 km E of Cherokee 4.7 11/19/15 13 km SW of Cherokee 4.7 7/27/15 4 km NNE of Crescent 4.5 12/7/13 9 km ESE of Edmond 4.5 The report noted that the ground shaking seismic hazard for one-percent probability of exceedance in one year reaches 0.6g in northern Oklahoma. In addition, conversion of ground shaking to seismic intensity indicated that some places in Oklahoma have a chance of damage similar to that caused by natural earthquakes at sites in parts of California. If Environmental Properties Management LLC, A Subsidiary of Burns & McDonnell Engineering Company would like for Terracon to expand their evaluation of seismic hazards to include induced earthquakes, please contact us.

4.6 Lateral Earth Pressures Walls with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained. Two wall restraint conditions are

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 17 shown. Active earth pressure is commonly used for design of free-standing cantilever retaining walls and assumes wall movement. The "at-rest" condition assumes no wall rotation. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls.

EARTH PRESSURE COEFFICIENTS EARTH PRESSURE CONDITIONS COEFFICIENT FOR BACKFILL TYPE EQUIVALENT FLUID PRESSURE (pcf)

SURCHARGE PRESSURE, P1 (psf)

EARTH PRESSURE, P2 (psf)

Active (Ka)

Granular - 0.33 Lean Clay - 0.42 40 50 (0.33)S (0.42)S (40)H (50)H At-Rest (Ko)

Granular - 0.46 Lean Clay - 0.58 55 70 (0.46)S (0.58)S (55)H (70)H Passive (Kp)

Granular - 3.0 Lean Clay - 2.4 360 288 Conditions applicable to the above table include:

n For active earth pressure, wall must rotate about base, with top lateral movements 0.002 Z to 0.004 Z, where Z is wall height.

n For passive earth pressure, wall must move horizontally to mobilize resistance.

n Uniform surcharge, where S is surcharge pressure.

n In-situ soil backfill weight a maximum of 120 pcf.

For active pressure -

Movement (0.002 Z to 0.004 Z)

Finished Grade S

For at-rest pressure - No Movement Assumed H (ft)

Z P2 P1 Finished Grade

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 18 n

Horizontal backfill, compacted to at least 95 percent of standard Proctor (ASTM D-698) maximum dry density.

n Loading from heavy compaction equipment not included.

n No groundwater acting on wall.

n No safety factor included.

n Ignore passive pressure in frost zone.

Backfill placed against structures should consist of granular soils or low plasticity cohesive soils (PI 15). For the granular values to be valid, the granular backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the at-rest and passive cases, respectively. Additionally, the granular backfill must extend out from the base of the wall at an angle of at least 30 degrees from vertical for the active case. To calculate the resistance to sliding, values of 0.2 and 0.4 should be used as the allowable coefficients of friction between the footing and the underlying soil or weathered bedrock, respectively.

We recommend installing an exterior perimeter drain system along the below-grade walls. The exterior perimeter drains should be installed at the foundation level as shown on the adjacent figure and described in the following notes.

n Granular backfill should be clean, free-draining sand or crushed stone.

n Perforated pipe should be rigid PVC, sized to transport the expected water.

n Perforated pipe should be surrounded by at least 4 inches of ASTM C-33 No.

57 stone or equivalent with the stone and pipe encased in an approved filter fabric to restrict the migration of fines into the drain system.

n Exterior ground surface should consist of a 12-inch compacted clay cap or pavement section sloped to drain from building.

If adequate drainage is not possible, then combined hydrostatic and lateral earth pressures should be calculated for lean clay backfill using an equivalent fluid weighing 90 and 100 pcf for active and at-rest conditions, respectively. For granular backfill, an equivalent fluid weighing 85 and 90 pcf should be used for active and at-rest, respectively. These pressures do not include the influence of surcharge, equipment or floor loading, which should be added. Heavy equipment should not operate within a distance closer than the exposed height of retaining walls to prevent imposing lateral pressures larger than those provided.

12" Granular Backfill

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 19 4.7 Gravel Base Areas Recommendations regarding site preparation, subgrade preparation and placement and compaction of engineered fill are provided in the Earthwork section of this report.

We recommend that the top 8 inches of the subgrade be stabilized with Class C fly ash or cement kiln dust. Based on past experience with soils similar to those present at the site, we estimate 10 to 14 percent Class C fly ash or cement kiln dust will be needed to adequately stabilize on-site soils. The actual percentage of additive should be determined at the time of construction by the geotechnical engineer. Before compaction, the stabilized soil zone should be adjusted to within 2 percent of the materials optimum moisture as determined by the standard Proctor test method (ASTM D 698). After conditioning the soil to the required moisture content, the treated subgrade should be compacted to at least 98 percent of the materials maximum dry density as determined by the standard Proctor test method (ASTM D 698).

Compaction should be completed within about two hours after initially mixing the soil and stabilizing agent to optimize the stabilization benefit.

We understand traffic patterns and anticipated loading conditions will consist primarily of automobile traffic and occasional delivery and trash removal trucks. We also understand that approximately two to four semi-tractor a day will be entering the site after construction. Two aggregate base section categories have been provided. The light duty parking and drive category is for areas expected to receive only car traffic. The heavy duty parking and drive category assumes two to four semi-tractor trailers per day five days a week and three delivery and/or trash removal trucks per day in addition to car traffic. If the truck traffic loading expected is different than our assumptions, we should be provided the traffic information and allowed to review these aggregate base sections. The owner/user should consider placing signs at entryways to deter heavy trucks from light duty aggregate base areas.

Description Value Heavy Duty1, 2 12.0 inches of Type A Aggregate Base3 8.0 Stabilized Subgrade Light Duty1, 2 6.0 inches of Type A Aggregate Base3 8.0 Stabilized Subgrade or Compacted Subgrade

1. It should be emphasized that aggregate base areas, regardless of the thickness or practical subgrade preparation measures, will require on-going maintenance and repairs to keep them in a serviceable condition. It is not practical to design an aggregate surfaced section of sufficient thickness that on-going maintenance will not be required. This is due to the porous nature of the aggregate that will allow precipitation and surface water to infiltrate and soften the subgrade soils, and the limited near surface strength of unconfined aggregate that makes it susceptible to rutting.

When potholes, ruts, depressions or yielding subgrades develop they must be repaired prior to applying additional traffic loads. Typical repairs could consist of placing additional aggregate in ruts or depressed areas and, in some cases complete removal of aggregate surfacing, repair of

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 20 Description Value unstable subgrade, and replacement of the aggregate surfacing. Potholes and depressions should not be filled by blading adjacent ridges or high areas into the depressed areas. New material should be added to the depressed areas as they develop. Failure to make timely repairs will result in more rapid deterioration of the roadway/yard, making more extensive repairs necessary.

2. We recommend that ditches with inverts extending one foot below the soil subgrade be provided along both sides of the road. The road should be sloped to provide rapid drainage of surface water.

3. ODOT Type A aggregate meeting the requirements of Section 703.01. The aggregate should be compacted to at least 95 percent of its maximum dry density as determined by the standard Proctor test method (ASTM D 698).

4.8 Pavements To improve long-term support for the proposed pavements, we recommend chemically stabilizing the pavement subgrade. Recommendations regarding site preparation, subgrade preparation, and placement and compaction of engineered fill are provided in the earthwork section of this report.

We recommend that the top 8 inches of the subgrade be stabilized with Class C fly ash or cement kiln dust. Based on past experience with soils similar to those present at the site, we estimate 10 to 14 percent Class C fly ash or cement kiln dust will be needed to adequately stabilize on-site soils. The actual percentage of additive should be determined at the time of construction by the geotechnical engineer. Before compaction, the stabilized soil zone should be adjusted to within 2 percent of the materials optimum moisture as determined by the standard Proctor test method (ASTM D 698). After conditioning the soil to the required moisture content, the treated subgrade should be compacted to at least 98 percent of the materials maximum dry density as determined by the standard Proctor test method (ASTM D 698).

Compaction should be completed within about two hours after initially mixing the soil and stabilizing agent to optimize the stabilization benefit.

We understand traffic patterns and anticipated loading conditions will consist primarily of automobile traffic and occasional delivery and trash removal trucks. We also understand that approximately two to four semi-tractor trailers a day will be entering the site after construction.

Two pavement section categories have been provided. The light duty parking and drive category is for areas expected to receive only car traffic. The heavy duty parking and drive category assumes two semi-tractor trailers per day five days a week and three delivery and/or trash removal trucks per day in addition to car traffic. If the truck traffic loading expected is different than our assumptions, we should be provided the traffic information and allowed to review these pavement sections. The owner/user should consider placing signs at entryways to deter heavy trucks from light duty pavement areas.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 21 Light Duty Parking and Drive Heavy Duty Parking and Drive Asphaltic Concrete1 2.0 Type B Asphaltic Concrete 3.0 Type A Asphaltic Concrete 8.0 Stabilized Subgrade 2.0 Type B Asphaltic Concrete 5.0 Type A Asphaltic Concrete 8.0 Stabilized Subgrade 1 All materials should meet the ODOT Standard Specifications for Highway Construction.

Note: Reinforced concrete pads should be provided in front of and beneath trash receptacles. The dumpster trucks should be parked on the rigid concrete pavement when the trash receptacles are lifted.

The concrete pads should be a minimum of 7 inches thick and properly reinforced.

These pavement sections are considered minimal sections based upon the expected traffic and the existing subgrade conditions. However, they are expected to function with periodic maintenance and overlays if good drainage is provided and maintained.

Pavement materials should not be placed when the surface is wet. Surface drainage should be provided away from the edge of paved areas to minimize lateral moisture transmission into the subgrade.

Openings in pavement, such as landscape islands, are sources for water infiltration into surroundings pavements. Water collects in the islands and migrates into the surrounding subgrade soils thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils.

The civil design for the pavements with these conditions should include features to restrict or to collect and discharge excess water from the islands. Examples of features are edge drains connected to the storm water collection system or other suitable outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure Preventative maintenance should generally consist of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). It should be planned and provided for through an on-going pavement management program to enhance future pavement performance and preserve the pavement investment.

5.0

GENERAL COMMENT

S Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable 22 The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided.

The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing.

APPENDIX A FIELD EXPLORATION

TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY QUADRANGLES INCLUDE: CRESCENT, OK (1/1/1981) and NAVINA, OK (1/1/1970).

SITE LOCATION Cimarron Water Treatment Facility State Highway 33 & State Highway 74 Cimarron City, OK 4701 N Stiles Ave Oklahoma City, OK 73105-3330 03165393 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES Project Manager:

Drawn by:

Checked by:

Approved by:

CAN DCVS JWB DCVS A1-A3 DEC 2016 Project No.

File Name:

Date:

A-1 Exhibit SITE 1=2,000 Scale:

EXPLORATION PLAN 4701 N Stiles Ave Oklahoma City, OK 73105-3330 03165393 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS Cimarron Water Treatment Facility State Highway 33 & State Highway 74 Cimarron City, OK DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES Project Manager:

Drawn by:

Checked by:

Approved by:

CAN DCVS JWB DCVS A1-A3 DEC 2016 Scale:

Project No.

File Name:

Date:

AS SHOWN A-2 Exhibit Geotechnical Boring Locations Percolation Tests Boring Locations

EXPLORATION PLAN 4701 N Stiles Ave Oklahoma City, OK 73105-3330 03165393 AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS Cimarron Water Treatment Facility State Highway 33 & State Highway 74 Cimarron City, OK DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES Project Manager:

Drawn by:

Checked by:

Approved by:

CAN DCVS JWB DCVS A1-A3 DEC 2016 Scale:

Project No.

File Name:

Date:

AS SHOWN A-3 Exhibit

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable Exhibit A-4 Field Exploration Description A total of twelve (12) test borings were drilled at the site on November 17 and 18, 2016. The borings were drilled to depths of approximately 14 to 34 feet below the ground surface at the approximate locations shown on the attached Boring Location Plan, Exhibit A-2. Some borings were terminated at shallower depths due to shallow bedrock. Boring B-6 was eliminated per the Clients request.

The borings were located in the field by Terracon personnel using a handheld GPS unit. The coordinates of each boring are shown on the boring logs. Surface elevations at the boring locations were provided by the Client. The surface elevations at the boring locations ranged from approximately 936 to 996 feet. The locations and elevations of the borings should be considered accurate only to the degree implied by the methods used to define them.

The borings were advanced using a tuck mounted, rotary drill rig equipped with continuous flight augers and a rotary bit. Representative samples were obtained by the split-barrel sampling procedure.

The split-barrel sampling procedure uses a standard 2-inch O.D. split-barrel sampling spoon that is driven into the bottom of the boring with a 140-pound drive hammer falling 30 inches.

The number of blows required to advance the sampling spoon the last 12 inches, or less, of a typical 18-inch sampling interval or portion thereof, is recorded as the standard penetration resistance value, N. The N value is used to estimate the in-situ relative density of cohesionless soils and, to a lesser degree of accuracy, the consistency of cohesive soils and the hardness of sedimentary bedrock. The sampling depths, penetration distances, and the N values are reported on the boring logs. The samples were tagged for identification, sealed to reduce moisture loss and returned to the laboratory for further examination, testing and classification.

An automatic Standard Penetration Test (SPT) drive hammer was used to advance the split-barrel sampler. A greater mechanical efficiency is achieved with the automatic drive hammer when compared to a conventional safety drive hammer operated with a cathead and rope. This higher efficiency has been considered in our interpretation and analysis of the subsurface information provided with this report. The energy efficiency of our automatic drive hammer is approximately 82 percent.

A geologist prepared field boring logs as part of the drilling operations. These boring logs included visual classifications of the materials encountered during drilling and the geologists interpretation of the subsurface conditions between samples. The final boring logs included with this report represent the geologists interpretation of the field logs and include modifications based on observations and tests of the samples in the laboratory.

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable Exhibit A-4 As required by the Oklahoma Water Resources Board, any borings deeper than 20 feet, or borings that encounter groundwater or contaminated materials must be grouted or plugged in accordance with Oklahoma State statutes. One boring log must also be submitted to the Oklahoma Water Resources Board for each 10 acres of project site area. Terracon grouted the borings and submitted a log in order to comply with the Oklahoma Water Resources Board requirements.

3-4-4 N=8 5-8-22 N=30 50/6" 50/5" 38-50/1" 6.0 14.5 SANDY LEAN CLAY (CL), trace roots, brown to reddish-brown, stiff

-hard below 3.5'

+WEATHERED SANDSTONE, red, poorly cemented

-well cemented at 13.5' Boring Terminated at 14.5 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 5:15 PM Boring Completed: 5:45 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

+9000 (HP) 68 8

9 6

6 8

30-13-17 979+/-

970.5+/-

4 11 6

6 7

Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 321042.56 Easting: 2092178.53 Latitude: 35.88125° Longitude: -97.58076° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 985.0 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

Power Auger Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/17/2016 BORING LOG NO. B-1 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/17/2016 Exhibit:

A-5 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK No free water observed WATER LEVEL OBSERVATIONS

6-8-9 N=17 17-19-21 N=40 21-38-50/4" 50/4" 50/2" 6.0 10.0 14.0 SANDY SILTY CLAY (CL-ML), dark red to reddish-gray, very stiff

-hard below 3.5'

+HIGHLY WEATHERED SHALE, red, soft

+WEATHERED SANDSTONE, red, well cemented Boring Terminated at 14 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 4:30 PM Boring Completed: 5:10 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

+9000 (HP) 52 84 6

7 9

9 7

24-18-6 26-17-9 983+/-

979+/-

975+/-

12 6

14 4

2 Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 320964.71 Easting: 2092267.83 Latitude: 35.88104° Longitude: -97.58042° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 989.0 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

Power Auger Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/17/2016 BORING LOG NO. B-2 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/17/2016 Exhibit:

A-6 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK No free water observed WATER LEVEL OBSERVATIONS

6-6-8 N=14 10-15-18 N=33 40-50/5" 21-28-50/5" 32-50/2" 3.0 6.0 14.5 SANDY LEAN CLAY (CL), red, stiff FAT CLAY (CH), trace fine sand, dark red, hard

+HIGHLY WEATHERED SHALE, reddish-gray, soft Boring Terminated at 14.5 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 3:30 PM Boring Completed: 4:25 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

+9000 (HP) 89 99 7

18 14 13 10 52-21-31 29-14-15 988.5+/-

985.5+/-

977+/-

6 10 14 12 12 Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 320899.51 Easting: 2092224.76 Latitude: 35.88086° Longitude: -97.58056° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 991.5 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

Power Auger Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/17/2016 BORING LOG NO. B-3 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/17/2016 Exhibit:

A-7 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK No free water observed WATER LEVEL OBSERVATIONS

8-7-12 N=19 30-18-21 N=39 18-21-50/3" 33-50/5" 50/3" 3.0 5.0 14.0 SANDY LEAN CLAY (CL), red to reddish-gray, very stiff SILTY SAND (SM), red, dense

+HIGHLY WEATHERED SHALE, red to reddish-gray, soft Boring Terminated at 14 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 2:50 PM Boring Completed: 3:15 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

+9000 (HP) 96 10 7

13 11 7

989.5+/-

987.5+/-

978.5+/-

14 12 14 14 3

Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 320880.12 Easting: 2092352.53 Latitude: 35.8807° Longitude: -97.58057° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 992.5 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

Power Auger Abandonment Method:

Boring backfilled with soil cuttings upon completion.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/17/2016 BORING LOG NO. B-4 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/17/2016 Exhibit:

A-8 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK No free water observed WATER LEVEL OBSERVATIONS

12-15-50/6" 15-18-25 N=43 33-50/4" 50/3" 50/5" 3.0 6.0 14.0 CLAYEY SAND (SC), red, very dense LEAN CLAY (CL), red, hard

+HIGHLY WEATHERED SANDSTONE, red, poorly cemented to cemented Boring Terminated at 14 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 2:10 PM Boring Completed: 3:00 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

+9000 (HP) 91 7

13 14 9

17 993+/-

990+/-

982+/-

14 16 11 6

5 Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 320742.17 Easting: 2092224.01 Latitude: 35.88037° Longitude: -97.58059° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 996.0 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

Power Auger Abandonment Method:

Backfilled with cuttings above 4; grouted 4 to 14; backfilled with cuttings from 14 to termination depth.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/17/2016 BORING LOG NO. B-5 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/17/2016 Exhibit:

A-9 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK WATER LEVEL OBSERVATIONS 15 ft After Boring 13 ft After 24 Hours 15 ft While drilling

5-6-11 N=17 16-50/3" 25-50/3" 50/3" 50/5" 50/5" 50/2" 6.0 13.5 29.0 LEAN CLAY WITH SAND (CL), red, very stiff

+HIGHLY WEATHERED SHALE, red to dark red, soft to moderately hard

+WEATHERED SANDSTONE, red, cemented

-poorly cemented below 18.5'

-well cemented below 28.5' Boring Terminated at 29 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 1:00 PM Boring Completed: 2:00 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

+9000 (HP) 75 73 9

8 9

7 10 13 18 31-18-13 985.5+/-

978+/-

962.5+/-

7 4

8 3

5 5

2 Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 320986.85 Easting: 2092121.01 Latitude: 35.8811° Longitude: -97.58099° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 991.5 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 15 20 25 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

Power Auger Abandonment Method:

Backfilled with cuttings above 4; grouted 4 to 14; backfilled with cuttings from 14 to termination depth.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/17/2016 BORING LOG NO. B-7 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/17/2016 Exhibit:

A-10 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK WATER LEVEL OBSERVATIONS 23 ft After Boring 21 ft After 24 Hours 23.5 ft While Drilling

3-3-3 N=6 5-3-3 N=6 3-4-4 N=8 4-4-2 N=6 2-2-4 N=6 3-3-3 N=6 4-6-8 N=14 4-8-20 N=28 50/1" 8.5 31.0 34.0 SILTY SAND (SM), reddish-brown, loose POORLY GRADED SAND (SP), fine grained, light reddish-brown, loose

-fine to medium grained below 13'

-medium dense below 24'

+WEATHERED SANDSTONE, red, well cemented Boring Terminated at 34 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 3:15 PM Boring Completed: 4:30 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

20 4

2 3

6 4

5 12 19 15 21 13 NP NP NP NP 930.5+/-

908+/-

905+/-

14 16 16 18 12 10 9

12 0

Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 323425.84 Easting: 2092149.84 Latitude: 35.88775° Longitude: -97.5826° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 939.0 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 15 20 25 30 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

0' - 13.5' Power Auger 13.5' - 34' Wash Boring Abandonment Method:

Backfilled with cuttings above 4; grouted 4 to 14; backfilled with cuttings from 14 to termination depth.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/18/2016 BORING LOG NO. B-8 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/18/2016 Exhibit:

A-11 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK WATER LEVEL OBSERVATIONS 10 ft While Drilling 5 ft Wet Cave In After 24 Hours

9-7-8 N=15 6-8-9 N=17 7-8-6 N=14 2-2-1 N=3 2-2-4 N=6 4-4-4 N=8 5-5-7 N=12 50/2" 7.5 18.5 23.5 27.5 29.0 POORLY GRADED SAND WITH SILT (SP-SM), fine grained, light reddish-brown, medium dense

-fine to medium grained below 6' POORLY GRADED SAND (SP), fine to medium grained, light reddish-brown, very loose

-loose below 13.5' WELL GRADED SAND WITH SILT (SW-SM), light reddish-brown, loose POORLY GRADED SAND WITH SILT (SP-SM), fine grained, light reddish-brown, medium dense

+WEATHERED SANDSTONE, red, well cemented Boring Terminated at 29 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 2:15 PM Boring Completed: 3:00 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

8 3

7 8

8 10 18 15 18 10 10 NP NP NP NP 928.5+/-

917.5+/-

912.5+/-

908.5+/-

907+/-

12 18 18 18 10 12 1

Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 323005.27 Easting: 2093125.68 Latitude: 35.8866° Longitude: -97.57927° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 936.0 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 15 20 25 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

0' - 13.5' Power Auger 13.5' - 29' Wash Boring Abandonment Method:

Backfilled with cuttings above 4; grouted 4 to 14; backfilled with cuttings from 14 to termination depth.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/18/2016 BORING LOG NO. B-9 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/18/2016 Exhibit:

A-12 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK WATER LEVEL OBSERVATIONS 8.5 ft While Drilling 8 ft Wet Cave In After 24 Hours

5-5-7 N=12 6-6-4 N=10 5-4-4 N=8 1-2-3 N=5 3-3-2 N=5 1-3-4 N=7 4-5-50/5" 3.0 7.5 18.5 24.5 25.0 SILTY CLAY WITH SAND (CL-ML), dark reddish-brown, stiff SILTY SAND (SM), fine grained, light reddish-brown, medium dense

-loose below 6' POORLY GRADED SAND (SP), fine grained, light reddish-brown, loose

-brown to grayish brown below 8.5' POORLY GRADED SAND WITH SILT (SP-SM), fine grained, brown to grayish-brown, loose

+HIGHLY WEATHERED SANDSTONE, red, poorly cemented Boring Terminated at 25 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 1:15 PM Boring Completed: 2:00 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

39 5

10 5

15 9

10 18 18 18 14 24-18-6 NP NP NP NP 934+/-

929.5+/-

918.5+/-

912.5+/-

912+/-

10 12 16 16 14 9

15 Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 323144.58 Easting: 2095331.7 Latitude: 35.88693° Longitude: -97.57183° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 937.0 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 15 20 25 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

0' - 10' Power Auger 10' - 25' Wash Boring Abandonment Method:

Backfilled with cuttings above 4; grouted 4 to 14; backfilled with cuttings from 14 to termination depth.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/18/2016 BORING LOG NO. B-10 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/18/2016 Exhibit:

A-13 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK WATER LEVEL OBSERVATIONS 8.5 ft While Drilling 4 ft Wet Cave In After 24 Hours

11-12-15 N=27 4-3-4 N=7 3-2-5 N=7 3-3-5 N=8 6-7-10 N=17 1-1-12 N=13 5-7-8 N=15 50/3" 50/4" 3.0 8.5 18.5 28.5 31.5 34.0 LEAN CLAY WITH SAND (CL), brown, very stiff SILTY SAND (SM), fine grained, light reddish-brown, loose POORLY GRADED SAND WITH SILT (SP-SM), fine grained, light brown to reddish-brown, loose to medium dense

-medium dense below 13.5' POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), fine grained, light brown to reddish-brown, medium dense

-fine to medium grained below 23.5' CLAYEY GRAVEL (GC), red, very dense

+WEATHERED SANDSTONE, red, cemented Boring Terminated at 34 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 9:00 AM Boring Completed: 10:15 AM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

+9000 (HP) 74 20 7

11 11 8

3 20 16 15 12 14 15 NP NP NP NP 934+/-

928.5+/-

918.5+/-

908.5+/-

905.5+/-

903+/-

2 14 14 12 12 4

12 3

0 Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 321775.94 Easting: 2091462.7 Latitude: 35.88321° Longitude: -97.58491° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 937.0 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 15 20 25 30 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

0' - 13.5' Power Auger 13.5' - 34' Wash Boring Abandonment Method:

Backfilled with cuttings above 4; grouted 4 to 14; backfilled with cuttings from 14 to termination depth.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/18/2016 BORING LOG NO. B-11 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/18/2016 Exhibit:

A-14 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK WATER LEVEL OBSERVATIONS 8.5 ft While Drilling 3 ft Wet Cave In After 24 Hours

6-8-10 N=18 6-7-8 N=15 6-3-3 N=6 12-3-2 N=5 2-2-3 N=5 7-8-12 N=20 29-50/3" 4.0 23.5 24.5 FAT CLAY (CH), dark red, very stiff POORLY GRADED SAND (SP), fine grained, light reddish-brown, loose to medium dense

-fine to medium grained below 18.5'

+HIGHLY WEATHERED SHALE, red, soft Boring Terminated at 24.5 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 10:30 AM Boring Completed: 11:15 AM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

+9000 (HP) 95 3

3 5

18 5

19 21 27 16 14 61-20-41 NP NP NP 932+/-

912.5+/-

911.5+/-

10 14 12 11 2

11 8

Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 321887.69 Easting: 2092462.14 Latitude: 35.88354° Longitude: -97.5815° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 936.0 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 15 20 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

Power Auger Abandonment Method:

Backfilled with cuttings above 4; grouted 4 to 14; backfilled with cuttings from 14 to termination depth.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/17/2016 BORING LOG NO. B-12 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/17/2016 Exhibit:

A-15 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK WATER LEVEL OBSERVATIONS 6 ft While Drilling 6 ft Wet Cave In After 24 Hours

3-4-5 N=9 3-3-3 N=6 4-2-2 N=4 1-1-2 N=3 2-2-3 N=5 50/4" 3.0 6.0 13.5 17.0 19.0 FAT CLAY (CH), dark reddish-brown, stiff SANDY LEAN CLAY (CL), with clay, red, loose POORLY GRADED SAND WITH SILT (SP-SM), fine grained, brown to light reddish-brown, loose

-very loose below 8.5' POORLY GRADED SAND (SP), fine grained, brown to light reddish-brown, loose

+WEATHERED SANDSTONE, red, cemented Boring Terminated at 19 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 12:15 PM Boring Completed: 1:00 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

6000 (HP) 97 63 6

2 25 24 26 17 18 72-24-48 31-14-17 NP NP 933+/-

930+/-

922.5+/-

919+/-

917+/-

14 15 12 14 11 0

Surface Cover: Grass Field GRAPHIC LOG

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types.

Hammer Type: Automatic Stratification lines are approximate. In-situ, the transition may be gradual.

THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ FIELD TEST RESULTS DEPTH LOCATION Northing: 322179.69 Easting: 2093160.69 Latitude: 35.88429° Longitude: -97.5792° See Exhibit A-2 LABORATORY TORVANE/HP (psf)

UNCONFINED COMPRESSIVE STRENGTH (psf)

PERCENT FINES WATER CONTENT (%)

DRY UNIT WEIGHT (pcf)

LL-PL-PI ATTERBERG LIMITS ELEVATION (Ft.)

Approximate Surface Elev: 936.0 (Ft.) +/-

SAMPLE TYPE WATER LEVEL OBSERVATIONS DEPTH (Ft.)

5 10 15 RECOVERY (In.)

State Highway 33 & State Highway 74 Cimarron City, Oklahoma SITE:

Page 1 of 1 Advancement Method:

0' - 6' Power Auger 6' - 19' Wash Boring Abandonment Method:

Backfilled with cuttings above 4; grouted 4 to 14; backfilled with cuttings from 14 to termination depth.

Notes:

Project No.: 03165393 Drill Rig: 387 Boring Started: 11/18/2016 BORING LOG NO. B-13 Environmental Properties Management LLC CLIENT:

Kansas City, Missouri Driller: P. Hacker Boring Completed: 11/18/2016 Exhibit:

A-16 See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratory procedures and additional data (if any).

See Appendix C for explanation of symbols and abbreviations.

PROJECT: Cimarron Water Treatment Facility 4701 N Stiles Ave Oklahoma City, OK WATER LEVEL OBSERVATIONS 6 ft While Drilling 6 ft After Boring 5 ft Wet Cave In After 24 Hours

965 970 975 980 985 990 995 1,000 965 970 975 980 985 990 995 1,000 Borehole Termination Type Borehole Lithology Water Level Reading after drilling.

Water Level Reading at time of drilling.

B-1

%w Moisture Content LL PL AR BT Liquid and Plastic Limits Borehole Number Explanation Elevation - Feet NOTES:

Sandy Lean Clay Sandstone Sandy Silty Clay Shale Fat Clay Sampling (See General Notes)

See Exhibit A-2 for orientation of soil profile.

See General Notes in Appendix C for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ AR - Auger Refusal BT - Boring Termination A-17 4701 N Stiles Ave Oklahoma City, OK PH. 405-525-0453 FAX. 405-557-0549 SUBSURFACE PROFILE EXHIBIT Project Manager: DCVS CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 & STATE HIGHWAY 74 CIMARRON CITY, OKLAHOMA File Name: 03165393.A-17 Scale: N.T.S.

Project No.: 03165393 Drawn by: SRS Date: 12/22/2016 Approved by: DCVS THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ 24 26 18 17 BT-14.0 Ft.

6-8-9 N=17 17-19-21 N=40 21-38-50/4" 50/4" 50/2" 6

7 9

9 7

LL PL B-2

%w 52 29 21 14 BT-14.5 Ft.

6-6-8 N=14 10-15-18 N=33 40-50/5" 21-28-50/5" 32-50/2" 7

18 14 13 10 LL PL B-3

%w 30 13 BT-14.5 Ft.

3-4-4 N=8 5-8-22 N=30 50/6" 50/5" 38-50/1" 8

9 6

6 8

LL PL B-1

%w

960 965 970 975 980 985 990 995 1,000 960 965 970 975 980 985 990 995 1,000 Borehole Termination Type Borehole Lithology Water Level Reading after drilling.

Water Level Reading at time of drilling.

B-4

%w Moisture Content LL PL AR BT Liquid and Plastic Limits Borehole Number Explanation Distance Along Baseline - Feet Elevation - Feet NOTES:

Sandy Lean Clay Silty Sand Shale Clayey Sand Lean Clay Sandstone Lean Clay with Sand Sampling (See General Notes)

See Exhibit A-2 for orientation of soil profile.

See General Notes in Appendix C for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ AR - Auger Refusal BT - Boring Termination A-18 4701 N Stiles Ave Oklahoma City, OK PH. 405-525-0453 FAX. 405-557-0549 SUBSURFACE PROFILE EXHIBIT Project Manager: DCVS CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 & STATE HIGHWAY 74 CIMARRON CITY, OKLAHOMA File Name: 03165393.A-18 Scale: N.T.S.

Project No.: 03165393 Drawn by: SRS Date: 12/22/2016 Approved by: DCVS THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ B-4 BT-14.0 Ft.

12-15-50/6" 15-18-25 N=43 33-50/4" 50/3" 50/5" 7

13 14 9

17 B-5

%w 31 18 BT-29.0 Ft.

5-6-11 N=17 16-50/3" 25-50/3" 50/3" 50/5" 50/5" 50/2" 9

8 9

7 10 13 18 LL PL B-7

%w BT-14.0 Ft.

8-7-12 N=19 30-18-21 N=39 18-21-50/3" 33-50/5" 50/3" 10 7

13 11 7

%w

900 905 910 915 920 925 930 935 940 945 950 0

500 1,000 1,500 2,000 2,500 3,000 3,500 900 905 910 915 920 925 930 935 940 945 950 0

500 1,000 1,500 2,000 2,500 3,000 3,500 Borehole Termination Type Borehole Lithology Water Level Reading after drilling.

Water Level Reading at time of drilling.

B-8

%w Moisture Content LL PL AR BT Liquid and Plastic Limits Borehole Number Explanation Distance Along Baseline - Feet Elevation - Feet NOTES:

Silty Sand Poorly-graded Sand Sandstone Poorly-graded Sand with Silt Well-graded Sand with Silt Silty Clay with Sand Sampling (See General Notes)

See Exhibit A-2 for orientation of soil profile.

See General Notes in Appendix C for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ AR - Auger Refusal BT - Boring Termination A-19 4701 N Stiles Ave Oklahoma City, OK PH. 405-525-0453 FAX. 405-557-0549 SUBSURFACE PROFILE EXHIBIT Project Manager: DCVS CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 & STATE HIGHWAY 74 CIMARRON CITY, OKLAHOMA File Name: 03165393.A-19 Scale: N.T.S.

Project No.: 03165393 Drawn by: SRS Date: 12/22/2016 Approved by: DCVS THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ 0

0 0

0 0

0 0

0 BT-29.0 Ft.

9-7-8 N=15 6-8-9 N=17 7-8-6 N=14 2-2-1 N=3 2-2-4 N=6 4-4-4 N=8 5-5-7 N=12 50/2" 8

10 18 15 18 10 10 LL PL B-9

%w 24 0

0 0

0 18 0

0 0

0 BT-25.0 Ft.

5-5-7 N=12 6-6-4 N=10 5-4-4 N=8 1-2-3 N=5 3-3-2 N=5 1-3-4 N=7 4-5-50/5" 15 9

10 18 18 18 14 LL PL B-10

%w 0

0 0

0 0

0 0

0 BT-34.0 Ft.

3-3-3 N=6 5-3-3 N=6 3-4-4 N=8 4-4-2 N=6 2-2-4 N=6 3-3-3 N=6 4-6-8 N=14 4-8-20 N=28 50/1" 6

4 5

12 19 15 21 13 LL PL B-8

%w

900 905 910 915 920 925 930 935 940 0

200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 900 905 910 915 920 925 930 935 940 0

200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 0

0 0

0 0

0 0

0 BT-34.0 Ft.

11-12-15 N=27 4-3-4 N=7 3-2-5 N=7 3-3-5 N=8 6-7-10 N=17 1-1-12 N=13 5-7-8 N=15 50/3" 50/4" 8

3 20 16 15 12 14 15 LL PL B-11

%w 61 0

0 0

20 0

0 0

BT-24.5 Ft.

6-8-10 N=18 6-7-8 N=15 6-3-3 N=6 12-3-2 N=5 2-2-3 N=5 7-8-12 N=20 29-50/3" 18 5

19 21 27 16 14 LL PL B-12

%w 72 31 0

0 24 14 0

0 BT-19.0 Ft.

3-4-5 N=9 3-3-3 N=6 4-2-2 N=4 1-1-2 N=3 2-2-3 N=5 50/4" 25 24 26 17 18 LL PL B-13

%w Borehole Termination Type Borehole Lithology Water Level Reading after drilling.

Water Level Reading at time of drilling.

B-11

%w Moisture Content LL PL AR BT Liquid and Plastic Limits Borehole Number Explanation Distance Along Baseline - Feet Elevation - Feet NOTES:

Lean Clay with Sand Silty Sand Poorly-graded Sand with Silt Poorly-graded Sand with Silt and Gravel Clayey Gravel Sandstone Fat Clay Poorly-graded Sand Highly Weathered Shale Sandy Lean Clay Sampling (See General Notes)

See Exhibit A-2 for orientation of soil profile.

See General Notes in Appendix C for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ AR - Auger Refusal BT - Boring Termination A-20 4701 N Stiles Ave Oklahoma City, OK PH. 405-525-0453 FAX. 405-557-0549 SUBSURFACE PROFILE EXHIBIT Project Manager: DCVS CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 & STATE HIGHWAY 74 CIMARRON CITY, OKLAHOMA File Name: 03165393.A-20 Scale: N.T.S.

Project No.: 03165393 Drawn by: SRS Date: 12/21/2016 Approved by: DCVS THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ

01/07/2013 10:27 4055624306 RAYGRAHAM PAGE 01/05 ft~rft E~ONMENTAL COMPLAINTS AND LOCAL SERVICES DMSION

-~ff!l!!--(,.()Y? itze, T REPOR.T FOR ON-SITE SEWAGE TREATMENT Work Order No. § J

(

1 1

~

J

• SOil PROFILE DF.SCRJPTION TEST System No.

• • • .. I" *** \\" *C**l*l*I ;~1 u r L L1 (PLEASE /'RINT or 'TYPE)

Date Rec'd C.ENEltALINFORMAJ10N~

j

_L 7 3"'1/Y N3mcandM~ilingAddfe_,sofPrvpccf'Owner: ~1..!!',... Trr!:!!Mlh* ff/~t~/PCJ ft" #7 ?.rY ~telS1t!-

Owncr Phone N11111ber. 6 ~ - fj.(',J, 0Wnc(') 5-M~ll Address (Opl101Tt1I):

Property Ad~s :

A-h t1t1e..

"'"'""' A4ku1 Se+ /.l,. lo~~

Lei;al Descripllon:

Fln<llng LocatloJ\\. ~

J 3 "-7,Y ;f o Water Supp(y:

LJ fncilv1dnal PriYo.tc Well or Dis field loca14!d in WatcT 1'rolc1:tion Are;,: check one Zone I

.F.lo.v Cutitk:atkn~ 27A O.S, 2001, Seaton 2-6-403 SlaleS-"11 ~I be the duty oflbe petsoo corrtractlng with no insmllcr wlto is mmlifyiog ur in&talling illl on..siu sewago tre:it1t1ent system fr;r 11 residence or busincs$ to.:crti(y the number of bedrooms In the msiden~e or the Wfttet. ll:illgc ofthc business that will be served by the sewage trcalmenr syitcm $0 1hal the syst.cm <;;in be properly sized."

Tut following information w:is c:enilicd 011 OEQ form 641-68tccrt. (Cutilkation Doc:umcotauoo l'onn)

~ndividual sew;igc trESll'llefll synem will !mrc an individual residence or duplex wilh lhc following 11 ot"bcdro0111S The: e5tima.tc4 flow or acnlal flow for this small p<Jhlic sewage sys1em is

~ ~

gal/day 3/'ld ls a lJ'Jt-µ;;u:_~=:;~~~il..!.....L~CJIJ..!....f Oe$f~ Ooty Pritit Pirst and. Last Name of Dzsisner:

,Oe$fgn OBLC;

~OLE Ill HOLE Ill llOLE#J S£PARATIONRA.NGll.

llmitlnfl 14Ytr l.JmitiJ1t1 Layu l.btriting Lqi:r Depth of.. shaJJowe$t limiting la~r: IS/ inches Dtptll of Group GTTHlf' Group Ho~IJ tmHale Wl111 lfft~aJ*

wA11./ttfrnvzJ*

Hllfn /11/f!Tval*

T ~hole. With the: lowest cl:iy ton~ot iii Scp!llllion r&11ge:

o-6"

~4 2-il Most ~lent soil lmlUP fO\\Uld in the.5COIUlltion ran11.c:

Groun 24

~12"

~~

2-11

-2...-

DISPERSAL ALLOWW ( Ai'PUCA.BLE SIZING RANGE

• 12.-18" 2.tl a..

z, S'islmt 1\\llM Sl'dlltt Ran1ti DllflM

)8-~"

~-

i..

.J...

I CSA.Jconvettdonal SubsUtf.1cc Absorption 12 *v ON

~

1~

4*

z.,.,.

Ll'O-Lew Presslll'e Dosing 12--l()"

Lld'y U N J0.36"

t_.,

)..11 SE-Shallow Extended 6-24" lltrY U f\\I

.36-12"

~*

z. *

~*

F:f/A - B~pouanspiratioll/Absnrntiou 12-30" U y

~

4.248"

~*

L...t Lb L-La!!OOD NIA LJy l!rN 48".S.,.

.1 it LA

.)..11 ADI-Aerobic wf Orio hrilllltioo 0-18" U y L:TN..

'"Limiting la)~rr G'/Y-Ot'UU11d Wlfttr RX = IJ~dm;; RC= Rock GJ =Group S Sil/I ASI-Acrolm w/Spl2)' lrrlpon

~tr U y l!f~

DE lfSE ONLY!

0 Soil Tet Performed by OEQ on (dah!):

0 DEQSoil 0 Verificationof 0 to file Test Design Joiol Soil Profile t>EQ Reviewed llt)d Accepkd ORO DEQ Reviewed 211d ReJtdul (dare imd initial) --- --

I Nora:

\\ \\ *a9-l lq Wolk Order No...._ ____ __ __,

Revised 811/2014 DEQ Form 641-.581SP Exhibit A-21

APPENDIX B LABORATORY TESTING AND ANALYSIS

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma January 26, 2017 Terracon Project No. 03165393 Responsive Resourceful Reliable Exhibit B-1 Laboratory Test Description Samples retrieved during the field exploration were taken to the laboratory for further observation by the project geotechnical engineer and were classified in accordance with the Unified Soil Classification System (USCS) described in Appendix C. Samples of bedrock were classified in accordance with the general notes for Sedimentary Rock Classification. At that time, the field descriptions were confirmed or modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials.

Laboratory tests were conducted on selected soil and rock samples and the test results are presented on the logs in Appendix A. The laboratory test results were used for the geotechnical engineering analyses, and the development of foundation and earthwork recommendations.

Laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards.

Selected soil samples obtained from the site were tested for the following engineering properties:

n Visual Classification (ASTM D2488) n In-situ Water Content (ASTM D2216) n Atterberg Limits (ASTM D4318) n Moisture Density Relationship (ASTM D-698) n CBR Test (ASTM D1883) n Direct Shear Test (ASTM D3080) n Chloride content (ASTM D512) n Sulfate content (ASTM D516) n Sulfides (AWWA 4500-S D) n Red-Ox (AWWA 2580) n pH (AWWA 450 H))

n Miller Box Electrical Resistivity (ASTM G57) n Total Salts (AWWA 2540)

Procedural standards noted above are for reference to methodology in general. In some cases variations to methods are applied as a result of local practice or professional judgment.

ATTERBERG LIMITS RESULTS A5TMD4318 60 I/

17

.v v

/

50 I/

v v

p

/

L o~

/

A 40 s

V /

J

/

T I

CJ~

/

c I

30

+

I T

I/ v v y

ov I

N 20

'-~

~

~

D I/ ~ v

~

E t

(JV MH or OH x

~ /

0 C>

10

/

/

.t. v

~

z 72 ~

v ////Cl_,..., ff 0

ML Dr OL 0

v

,,/

~

n a:

1 ~

I!!

20 40 60 80 100 a..

~

LIQUID LIMIT

...J Boring ID Depth LL PL Pl Fines uses Description 0

~

!z:. B-1 3.5-5 30 13 17 68 CL SANDY LEAN CLAY w

~ Ill B-2 1 -2.5 24 18 6

52 CL-ML SANDY SIL TY CLAY I!'

B-2 6-7.3 26 17 84 a:.t.

9

~

• B-3 3.5-5 52 21 31 89 CH FAT CLAY B-3 8.5-9.9 29 14 15 99 o B-7 1 -2.5 31 18 13 75 CL LEAN CLAY with SAND o B-8 6-7.5 NP NP NP 20 SM SILTY SAND 6 B-8 13.5-15 NP NP NP 4

SP POORLY GRADED SAND B-8 23.5-25 NP NP NP 2

SP POORLY GRADED SAND e B-8 28.5-30 NP NP NP 3

SP POORLY GRADED SAND D B-9 6 -7.5 NP NP NP 8

SP-SM POORLY GRADED SAND with SILT 8 B-9 13.5-15 NP NP NP 3

SP POORLY GRADED SAND 0 B-9 18.5 - 20 NP NP NP 7

SW-SM WELL-GRADED SAND with SILT

• B-9 23.5 - 25 NP NP NP 8

SP-SM POORLY GRADED SAND with SILT

£3 B-10 1 - 2.5 24 18 6

• B-10 3.5-5 NP NP NP 39 SM SILTY SAND

• B-10 8.5-10 NP NP NP 5

SP POORLY GRADED SAND

<> B-10 18.5 - 20 NP NP NP 10 SP-SM POORLY GRADED SAND with SILT x B-10 23.5-24.9 NP NP NP 5

• B-11 3.5-5 NP NP NP 20 SM SILTY SAND PROJECT: Cimarron Water Treatment Facility PROJECT NUMBER: 03165393 SITE: State Highway 33 & State Highway 74 lrerracon CLIENT: Environmental Properties Management LLC Cimarron City, Oklahoma Kansas City, Missouri 4701 N Stiles Ave Oklahoma City, OK EXHIBIT: B-2 HIGHLY WEATHERED SHALE HIGHLY WEATHERED SHALE SILTY CLAY with SAND CL-ML HIGHLY WEATHERED SANDSTONE

0 10 20 30 40 50 60 0

20 40 60 80 100 CH or OH CL or OL ML or OL MH or OH PL PI Boring ID Depth Description POORLY GRADED SAND with SILT POORLY GRADED SAND with SILT and GRAVEL POORLY GRADED SAND with SILT FAT CLAY POORLY GRADED SAND POORLY GRADED SAND POORLY GRADED SAND FAT CLAY SANDY LEAN CLAY POORLY GRADED SAND with SILT POORLY GRADED SAND SANDY LEAN CLAY SANDY LEAN CLAY SP-SM SP-SM SP-SM CH SP SP SP CH CL SP-SM SP CL CL Fines P

L A

S T

I C

I T

Y I

N D

E X

LIQUID LIMIT "U" Line "A" Line NP NP NP 61 NP NP NP 72 31 NP NP 30 26 NP NP NP 20 NP NP NP 24 14 NP NP 15 15 NP NP NP 41 NP NP NP 48 17 NP NP 15 11 7

11 11 95 3

3 5

97 63 6

2 63 62 LL USCS B-11 B-11 B-11 B-12 B-12 B-12 B-12 B-13 B-13 B-13 B-13 B-1 & B-7 (Bulk)

B-2 & B-4(Bulk)

ATTERBERG LIMITS RESULTS ASTM D4318 8.5 - 10 18.5 - 20 23.5 - 25 1 - 2.5 6 - 7.5 13.5 - 15 18.5 - 20 1 - 2.5 3.5 - 5 8.5 - 10 13.5 - 15 0 - 5 0 - 5 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-3 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 03165393 CIMARRON WATER TREATMENT FACILITY.GPJ TERRACON2015.GDT 12/21/16 CL-ML

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1

10 100 6

16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES USCS Classification Boring ID Depth LL D100 D30 Cc Cu Boring ID Depth D60 U.S. SIEVE NUMBERS SILT OR CLAY 4

AASHTO Classification 50 1.5 200 6

810 14 4.75 9.5 4.75 9.5 0.04 0.0 0.7 0.0 0.1 B-1 B-2 B-2 B-3 1 3/4 1/2 60 31.9 47.6 16.4 11.4 fine HYDROMETER PL PI D10

%Gravel

%Sand 13 18 17 21 17 6

9 31 3/8 3

100 140 3

2 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine SANDY LEAN CLAY (CL)

SANDY SILTY CLAY (CL-ML)

HIGHLY WEATHERED SHALE FAT CLAY (CH)

B-1 B-2 B-2 B-3 0.098 0.004 3.5 - 5 1 - 2.5 6 - 7.3 3.5 - 5 3.5 - 5 1 - 2.5 6 - 7.3 3.5 - 5 ASTM D422 / ASTM C136 WC (%)

A-6 (9)

A-4 (1)

A-7-6 (30) 30 24 26 52 9

6 9

18 4

%Silt %Fines %Clay 18.0 66.0 68.1 83.6 33.7 22.5 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-4 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 03165393 UPDATED CIMARRON TREATMENT FACILITY - DKK.GPJ TERRACON2015.GDT 12/20/16

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1

10 100 6

16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES USCS Classification Boring ID Depth LL D100 D30 Cc Cu Boring ID Depth D60 U.S. SIEVE NUMBERS SILT OR CLAY 4

AASHTO Classification 50 1.5 200 6

810 14 4.75 9.5 9.5 2

0.0 0.1 0.0 0.0 B-3 B-4 B-5 B-7 1 3/4 1/2 60 1.2 4.0 9.3 24.8 fine HYDROMETER PL PI D10

%Gravel

%Sand 14 18 15 13 3/8 3

100 140 3

2 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine HIGHLY WEATHERED SHALE LEAN CLAY with SAND (CL)

B-3 B-4 B-5 B-7 8.5 - 9.9 6 - 7.3 3.5 - 5 1 - 2.5 8.5 - 9.9 6 - 7.3 3.5 - 5 1 - 2.5 ASTM D422 / ASTM C136 WC (%)

A-6 (8) 29 31 13 13 13 9

4

%Silt %Fines %Clay 98.8 96.0 90.7 75.2 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-5 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 03165393 UPDATED CIMARRON TREATMENT FACILITY - DKK.GPJ TERRACON2015.GDT 12/20/16 HIGHLY WEATHERED SHALE LEAN CLAY (CL)

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1

10 100 6

16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES USCS Classification Boring ID Depth LL D100 D30 Cc Cu Boring ID Depth D60 1.40 0.93 0.87 4.45 2.72 2.39 U.S. SIEVE NUMBERS SILT OR CLAY 4

AASHTO Classification 50 1.5 200 6

810 14 9.5 2

9.5 9.5 0.113 0.328 0.377 0.045 0.206 0.261 1.1 0.0 2.5 0.2 B-7 B-8 B-8 B-8 1 3/4 1/2 60 25.8 80.2 93.9 97.4 fine HYDROMETER PL PI D10

%Gravel

%Sand NP NP NP NP NP NP 3/8 3

100 140 3

2 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine SILTY SAND (SM)

POORLY GRADED SAND (SP)

POORLY GRADED SAND (SP)

B-7 B-8 B-8 B-8 0.202 0.562 0.624 6 - 6.8 6 - 7.5 13.5 - 15 23.5 - 25 6 - 6.8 6 - 7.5 13.5 - 15 23.5 - 25 ASTM D422 / ASTM C136 WC (%)

A-2-4 (0)

A-1-b (0)

A-1-b (0)

NP NP NP 8

5 19 21 4

%Silt %Fines %Clay 4.0 2.3 1.0 73.0 15.7 1.4 1.4 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-6 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 03165393 UPDATED CIMARRON TREATMENT FACILITY - DKK.GPJ TERRACON2015.GDT 12/20/16 HIGHLY WEATHERED SHALE

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1

10 100 6

16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES USCS Classification Boring ID Depth LL D100 D30 Cc Cu Boring ID Depth D60 0.96 1.01 1.19 1.40 4.13 2.44 2.86 6.59 U.S. SIEVE NUMBERS SILT OR CLAY 4

AASHTO Classification 50 1.5 200 6

810 14 19 9.5 9.5 9.5 0.508 0.138 0.31 0.295 0.256 0.088 0.168 0.097 5.6 0.1 0.2 0.1 B-8 B-9 B-9 B-9 1 3/4 1/2 60 91.4 91.6 96.5 92.5 fine HYDROMETER PL PI D10

%Gravel

%Sand NP NP NP NP NP NP NP NP 3/8 3

100 140 3

2 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine POORLY GRADED SAND (SP)

POORLY GRADED SAND with SILT (SP-SM)

POORLY GRADED SAND (SP)

WELL-GRADED SAND with SILT (SW-SM)

B-8 B-9 B-9 B-9 1.055 0.215 0.481 0.641 28.5 - 30 6 - 7.5 13.5 - 15 18.5 - 20 28.5 - 30 6 - 7.5 13.5 - 15 18.5 - 20 ASTM D422 / ASTM C136 WC (%)

A-1-b (0)

A-3 (0)

A-3 (0)

A-1-b (0)

NP NP NP NP 13 18 18 10 4

%Silt %Fines %Clay 1.2 3.6 1.7 2.4 1.9 4.7 1.6 5.1 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-7 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 03165393 UPDATED CIMARRON TREATMENT FACILITY - DKK.GPJ TERRACON2015.GDT 12/20/16

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1

10 100 6

16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES USCS Classification Boring ID Depth LL D100 D30 Cc Cu Boring ID Depth D60 1.42 1.74 1.44 0.81 4.83 8.69 3.04 2.64 U.S. SIEVE NUMBERS SILT OR CLAY 4

AASHTO Classification 50 1.5 200 6

810 14 9.5 2

9.5 9.5 0.252 0.059 0.254 0.11 0.096 0.015 0.122 0.075 0.0 0.0 0.1 0.3 B-9 B-10 B-10 B-10 1 3/4 1/2 60 92.2 60.8 95.0 89.8 fine HYDROMETER PL PI D10

%Gravel

%Sand NP NP NP NP NP NP NP NP 3/8 3

100 140 3

2 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine POORLY GRADED SAND with SILT (SP-SM)

SILTY SAND (SM)

POORLY GRADED SAND (SP)

POORLY GRADED SAND with SILT (SP-SM)

B-9 B-10 B-10 B-10 0.463 0.132 0.37 0.198 23.5 - 25 3.5 - 5 8.5 - 10 18.5 - 20 23.5 - 25 3.5 - 5 8.5 - 10 18.5 - 20 ASTM D422 / ASTM C136 WC (%)

A-3 (0)

A-4 (0)

A-3 (0)

A-3 (0)

NP NP NP NP 10 9

18 18 4

%Silt %Fines %Clay 3.2 7.5 2.7 2.8 4.6 31.7 2.2 7.1 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-8 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 03165393 UPDATED CIMARRON TREATMENT FACILITY - DKK.GPJ TERRACON2015.GDT 12/20/16

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1

10 100 6

16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES USCS Classification Boring ID Depth LL D100 D30 Cc Cu Boring ID Depth D60 1.38 30.98 1.41 6.72 131.46 3.25 U.S. SIEVE NUMBERS SILT OR CLAY 4

AASHTO Classification 50 1.5 200 6

810 14 12.5 2

2 9.5 0.39 0.13 0.246 0.128 0.002 0.115 2.7 0.0 0.0 0.1 B-10 B-11 B-11 B-11 1 3/4 1/2 60 92.0 25.7 80.3 93.2 fine HYDROMETER PL PI D10

%Gravel

%Sand NP NP NP NP NP NP 3/8 3

100 140 3

2 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine WELL-GRADED SAND with SILT (SW-SM)

SILTY SAND (SM)

POORLY GRADED SAND with SILT (SP-SM)

B-10 B-11 B-11 B-11 0.863 0.269 0.374 23.5 - 24.9 1 - 2.5 3.5 - 5 8.5 - 10 23.5 - 24.9 1 - 2.5 3.5 - 5 8.5 - 10 ASTM D422 / ASTM C136 WC (%)

A-1-b (0)

A-2-4 (0)

A-3 (0)

NP NP NP 14 8

3 16 4

%Silt %Fines %Clay 2.7 11.3 3.5 74.3 2.6 8.3 3.2 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-9 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 03165393 UPDATED CIMARRON TREATMENT FACILITY - DKK.GPJ TERRACON2015.GDT 12/20/16 LEAN CLAY with SAND (CL)

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1

10 100 6

16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES USCS Classification Boring ID Depth LL D100 D30 Cc Cu Boring ID Depth D60 0.27 3.96 1.29 32.96 23.56 3.17 U.S. SIEVE NUMBERS SILT OR CLAY 4

AASHTO Classification 50 1.5 200 6

810 14 37.5 12.5 4.75 9.5 0.196 0.508 0.257 0.065 0.053 0.127 28.4 7.0 0.0 0.1 B-11 B-11 B-12 B-12 1 3/4 1/2 60 60.5 81.6 5.1 96.6 fine HYDROMETER PL PI D10

%Gravel

%Sand NP NP 20 NP NP NP 41 NP 3/8 3

100 140 3

2 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine POORLY GRADED SAND with SILT and GRAVEL (SP-SM)

POORLY GRADED SAND with SILT (SP-SM)

FAT CLAY (CH)

POORLY GRADED SAND (SP)

B-11 B-11 B-12 B-12 2.153 1.239 0.403 18.5 - 20 23.5 - 25 1 - 2.5 6 - 7.5 18.5 - 20 23.5 - 25 1 - 2.5 6 - 7.5 ASTM D422 / ASTM C136 WC (%)

A-1-b (0)

A-1-b (0)

A-7-6 (43)

A-3 (0)

NP NP 61 NP 12 14 18 19 4

%Silt %Fines %Clay 4.4 5.7 1.4 94.9 6.7 5.7 2.0 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-10 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 03165393 UPDATED CIMARRON TREATMENT FACILITY - DKK.GPJ TERRACON2015.GDT 12/20/16

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1

10 100 6

16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES USCS Classification Boring ID Depth LL D100 D30 Cc Cu Boring ID Depth D60 0.81 0.91 2.43 2.74 U.S. SIEVE NUMBERS SILT OR CLAY 4

AASHTO Classification 50 1.5 200 6

810 14 9.5 4.75 4.75 2

0.161 0.177 0.038 0.115 0.112 2.9 0.0 0.0 0.0 B-12 B-12 B-13 B-13 1 3/4 1/2 60 94.3 95.1 2.8 37.5 fine HYDROMETER PL PI D10

%Gravel

%Sand NP NP 24 14 NP NP 48 17 3/8 3

100 140 3

2 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine POORLY GRADED SAND (SP)

POORLY GRADED SAND (SP)

FAT CLAY (CH)

SANDY LEAN CLAY (CL)

B-12 B-12 B-13 B-13 0.278 0.306 0.072 13.5 - 15 18.5 - 20 1 - 2.5 3.5 - 5 13.5 - 15 18.5 - 20 1 - 2.5 3.5 - 5 ASTM D422 / ASTM C136 WC (%)

A-3 (0)

A-3 (0)

A-7-6 (53)

A-6 (8)

NP NP 72 31 27 16 25 24 4

%Silt %Fines %Clay 1.2 14.8 2.7 97.2 3.8 47.8 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-11 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 03165393 UPDATED CIMARRON TREATMENT FACILITY - DKK.GPJ TERRACON2015.GDT 12/20/16

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.001 0.01 0.1 1

10 100 6

16 20 30 40 GRAIN SIZE DISTRIBUTION U.S. SIEVE OPENING IN INCHES USCS Classification Boring ID Depth LL D100 D30 Cc Cu Boring ID Depth D60 1.11 1.20 3.32 2.65 U.S. SIEVE NUMBERS SILT OR CLAY 4

AASHTO Classification 50 1.5 200 6

810 14 9.5 9.5 9.5 12.5 0.215 0.297 0.112 0.166 0.0 0.1 0.2 2.6 B-13 B-13 B-1 & B-7 (Bulk)

B-2 & B-4(Bulk) 1 3/4 1/2 60 93.8 98.0 36.7 35.5 fine HYDROMETER PL PI D10

%Gravel

%Sand NP NP 15 15 NP NP 15 11 3/8 3

100 140 3

2 COBBLES GRAVEL SAND coarse medium GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine POORLY GRADED SAND with SILT (SP-SM)

POORLY GRADED SAND (SP)

SANDY LEAN CLAY (CL)

SANDY LEAN CLAY (CL)

B-13 B-13 B-1 & B-7 (Bulk)

B-2 & B-4(Bulk) 0.372 0.441 8.5 - 10 13.5 - 15 0 - 5 0 - 5 8.5 - 10 13.5 - 15 0 - 5 0 - 5 ASTM D422 / ASTM C136 WC (%)

A-3 (0)

A-3 (0)

A-6 (7)

A-6 (4)

NP NP 30 26 17 18 4

%Silt %Fines %Clay 2.6 1.3 63.1 61.9 3.6 0.7 PROJECT NUMBER: 03165393 PROJECT: Cimarron Water Treatment Facility SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma CLIENT: Environmental Properties Management LLC Kansas City, Missouri EXHIBIT: B-12 4701 N Stiles Ave Oklahoma City, OK LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS & AASHTO COMBINED 03165393 UPDATED CIMARRON TREATMENT FACILITY - DKK.GPJ TERRACON2015.GDT 12/20/16

Laboratory Compaction Characteristics of Soil 13910 West 96th Terrace Lenexa, Kansas 66215 913-492-7777 Client Name:

Environmental Properties Management LLC Project No.:

03165393 Date:

12/8/2016 Project Name:

Cimarron Water Treatmen Facility Location:

State Highway 33 and State Highway 74 Cimarron City, Logan County, Oklahoma TEST RESULTS Source Material:

B-1 & B-7, Bulk, 1 to 5.0 feet Maximum Dry Unit Wt.:

113.5 pcf Optimum Water Content:

13.6 Sample

Description:

Sandy Lean Clay, reddish brown Material Designation:

CL Sample date: 11/17/2016 Liquid Limit:

30 Plastic Limit:

15 Test Method:

ASTM D698 (Standard)

Plasticity Index:

15 Test Procedure:

Method B Natural Moisture, %:

Sample Preparation:

Dry Preparation

% passing # 200 sieve: 63.1 Rammer:

X Mechanical Manual Reviewed by: DCVS Zero air voids for specific gravity of 2.70 N:\\Projects\\2016\\03165393\\PROJECT DOCUMENTS (Reports-Letters-Drafts to Clients)\\Proctors (Exhibits B-13 & B-14)\\[Exhibit B-13 ProctorReport B1&B7-Bulk-0.0.xlsx]REPORT Exhibit B-13 98 100 102 104 106 108 110 112 114 116 118 4

6 8

10 12 14 16 18 20 22 24 Dry Unit Weight, pcf Water Content, %

Data Points Max. Dry Unit Wt. and Opt. Water Content - - - - Zero Air

Laboratory Compaction Characteristics of Soil 13910 West 96th Terrace Lenexa, Kansas 66215 913-492-7777 Client Name:

Environmental Properties Management LLC Project No.:

03165393 Date:

12/8/2016 Project Name:

Cimarron Water Treatmen Facility Location:

State Highway 33 and State Highway 74 Cimarron City, Logan County, Oklahoma TEST RESULTS Source Material:

B-2 & B-4, Bulk, 1 to 5.0 feet Maximum Dry Unit Wt.:

116.7 pcf Optimum Water Content:

12.1 Sample

Description:

Sandy Lean Clay, reddish brown Material Designation:

CL Sample date: 11/17/2016 Liquid Limit:

26 Plastic Limit:

15 Test Method:

ASTM D698 (Standard)

Plasticity Index:

11 Test Procedure:

Method B Natural Moisture, %:

Sample Preparation:

Dry Preparation

% passing # 200 sieve: 61.9 Rammer:

X Mechanical Manual Reviewed by: DCVS Zero air voids for specific gravity of 2.70 N:\\Projects\\2016\\03165393\\PROJECT DOCUMENTS (Reports-Letters-Drafts to Clients)\\Proctors (Exhibits B-13 & B-14)\\[Exhibit B-14 ProctorReport B2&B4-Bulk-0.0.xlsx]REPORT Exhibit B-14 104 106 108 110 112 114 116 118 120 122 124 2

4 6

8 10 12 14 16 18 20 22 Dry Unit Weight, pcf Water Content, %

Data Points Max. Dry Unit Wt. and Opt. Water Content - - - - Zero Air

Project No.

Proctor Method:

Maximum Dry Density (pcf):

DENSITY DATA MOISTURE DATA Comments:

Test Methods:

Services:

Terracon Rep:

Reported To:

Contractor:

DCVS Finished:

Reviewed by:

ASTM D1883 Started:

Exhibit B-15 Compaction of Proctor (%)

93.1 Dry Density Before Soaking (pcf) 105.6 Before Compaction (%)

California Bearing Ratio of Laboratory-Compacted Soils 03165393.0000 12/12/16 03165393 Report Date:

A Subsidiary of Burns & McDonnell Eng. Company Environmental Properties Management LLC Task:

Kansas City, Missouri 64111 Cimarron Water Treatment Facility State Highway 33 and State Highway 74 113.5 13.6 30 CBR TEST DATA 15 1 to 5.0 feet Depth:

Material

Description:

Plasticity Index:

Surcharge Weight (lbs)

CBR Value at 0.200 inch 3.8 3.3 Top 1" After Soaking (%)

17.2 14.7 18.2 CBR Value at 0.100 inch Average After Soaking (%)

After Compaction (%)

Length of Soaking (hours)

Swell (%)

96 0.9 SAMPLE INFORMATION Optimum Moisture:

Liquid Limit:

Sample Number:

Boring Number:

Composite B-1 & B-7 Bulk ASTM D698 - Method C Sample Location:

20.1 Soaked 10 Soaking Condition Sandy Lean Clay, reddish brown Ph. 913.492.7777; Fx 913.492.7443 Project Report Distribution Cimarron City, Logan County, Oklahoma Client Report Number:

13910 West 963th Terrace Lenexa, Kansas 66215 Service Date:

0 10 20 30 40 50 60 70 80 90

-0.05 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 Stress on Piston (psi)

Penetration (inch)

Page 1 of 1

Project No.

Proctor Method:

Maximum Dry Density (pcf):

DENSITY DATA MOISTURE DATA Comments:

Test Methods:

Services:

Terracon Rep:

Reported To:

Contractor:

DCVS Finished:

Reviewed by:

ASTM D1883 Started:

Exhibit B-16 Compaction of Proctor (%)

94.6 Dry Density Before Soaking (pcf) 110.4 Before Compaction (%)

California Bearing Ratio of Laboratory-Compacted Soils 03165393.0000 12/12/16 03165393 Report Date:

A Subsidiary of Burns & McDonnell Eng. Company Environmental Properties Management LLC Task:

Kansas City, Missouri 64111 Cimarron Water Treatment Facility State Highway 33 and State Highway 74 116.7 12.1 26 CBR TEST DATA 11 0.0 to 5.0 feet Depth:

Material

Description:

Plasticity Index:

Surcharge Weight (lbs)

CBR Value at 0.200 inch 2.6 2.5 Top 1" After Soaking (%)

14.1 13.9 16.5 CBR Value at 0.100 inch Average After Soaking (%)

After Compaction (%)

Length of Soaking (hours)

Swell (%)

96 1.4 SAMPLE INFORMATION Optimum Moisture:

Liquid Limit:

Sample Number:

Boring Number:

Composite B-2 & B-4 Bulk ASTM D698 - Method C Sample Location:

19.2 Soaked 10 Soaking Condition Sandy Lean Clay, reddish brown Ph. 913.492.7777; Fx 913.492.7443 Project Report Distribution Cimarron City, Logan County, Oklahoma Client Report Number:

13910 West 963th Terrace Lenexa, Kansas 66215 Service Date:

0 10 20 30 40 50 60 70

-0.05 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 Stress on Piston (psi)

Penetration (inch)

Page 1 of 1

Project Number:

Service Date:

Report Date:

Task:

Client Date Received:

1 3, 3, 3 2, 1, 1 3, 4 B-1 B-1, B-5, B-7 B-2, B-3, B-4 B-3, B-4 1.0-2.5 6.0-7.5 3.5-5, 1-2.5, 1-2.5 6.-7.5 & 8.5-10 8.84 8.58 7.70 7.79 30 28 91 69 Nil Nil Nil Nil 30 43 50 25

+633

+641

+667

+662 7760 7566 3880 3414 308 302 1042 549 Analyzed By:

The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials.

03165393 Terracon (03)

Sample Submitted By:

12/7/2016 Results of Corrosion Analysis Chemist 12/12/16 Lab No.: 16-1084 Sample No.

Sample Location Sample Depth (ft.)

12/13/16 750 Pilot Road, Suite F Las Vegas, Nevada 89119 (702) 597-9393 Project Nil = <1.0 mg/kg CHEMICAL LABORATORY TEST REPORT Kurt D. Ergun pH Analysis, AWWA 4500 H Water Soluble Sulfate (SO4), ASTM D 516 (mg/kg)

Sulfides, AWWA 4500-S D (mg/kg)

Chlorides, ASTM D 512, (mg/kg)

Red-Ox, AWWA 2580, (mV)

Resistivity, ASTM G-57, (ohm-cm)

Total Salts, AWWA 2540, (mg/kg)

Cimarron Treatment Facility Exhibit B-17

25

~ 20 CJ)

CJ) w

~ 15 CJ) cc::

~

l5 10 5

0.0 0.1 0.2 0.3 HORZ. DEFORMATION, in 0.06 I

I I

0.07 -

I I

.5 z

0.08 -

I........

0

-f-

<(

I

?:

cc::

0.09 -

0 LL w 0

~

cc: 0.10 -

w 0.11 -

0.12 I

I I

0.0 0.1 0.2 0.3 HORZ. DEFORMATION, in Project: CIMARRON TREATMENT FACILITY Location:

Project No : 03165393 Boring No : B-1 & B-7 Sample Type: REMOLDED

==

Description:==

REDDISH BROWN SANDY LEAN CLAY CL Remarks: TEST PERFORMED AS PER ASTM D3080.

DIRECT SHEAR TEST by ASTM D3080 0.4 0

0.4 c = 0.867 psi

!p = 30.4 tan !p = 0.59 5

Symbol Test No.

Sample No.

Shape 10 Dimension, in Area, in2 Height, in

'°

.e Water Content, %

Dry Density, pcf Saturation, %

Void Ratio Consol. Height, in Consol. Void Ratio Water Content, %

'° Dry Density, pcf c

LL Saturation, %

Void Ratio Normal Stress, psi Max. Shear Stress, psi Ult. Shear Stress, psi Time to Failure, min Disp. Rate, in/min Estimated Specific Gravity Liquid Limit Plastic Limit Plasticity Index 15 20 25 NORMAL STRESS, psi 10 PSI 15.0 PSI BULK BULK Circular Circular 2.5 2.4992 4.9087 4.9056 0.98425 0.98465 13.74 13.74 107.7 107.7 64.83 64.90 0.5765 0.57595 0.91564 0.9008 0.4666 0.44175 19.44 18.84 119.2 119.9 124.56 122.99 0.42457 0.41673 9.9944 14.998 6.5464 10.045 6.5209 10.045 990.34 1716.7 0.00019528 0.00019528 2.72 2.72 30 35 40 20 PSI BULK Circular 2.5 4.9087 0.98465 13.60 107.8 64.35 0.57473 0.91407 0.46186 18.90 121.4 128.79 0.39908 19.995 12.416 12.416 1334.3 0.00019528 2.72 Exhibit B-18 Cimarron City, Logan County, Oklahoma

12117/2016 Design Maps Detailed Report EUSGS Design Maps Detailed Report ASCE 7-10 Standard (35.882°N, 97.583°W)

Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 -

Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.

Adjustments for other Site aasses are made, as needed, in Section 11.4.3.

From fjqure 22-1 c11 55 = 0.223 g From Figure 22-2 c2 1 51 = 0.071 g Section 11.4.2 -

Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20.

Table 20.3-1 Site Classification Site Class A. Hard Rock B. Rock C. Very dense soil and soft rock D. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 Vs Nor Nm Su

>5,000 ft/s N/A N/A 2,500 to 5,000 ft/s N/A N/A 1,200 to 2,500 ft/s

>50

>2,000 psf 600 to 1,200 ft/s 15 to so 1,000 to 2,000 psf

<600 ft/S

<15

<1,000 psf Any profile with more than 10 ft of soil having the characteristics:

• Plasticity index PI > 20,

• Moisture content w ~ 40%, and

• Undrained shear strength su < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m 2 http://earthquake.usgs.gov/designmaps/us/reportphp?template=minimal&latitude=35.882&1ongitude=-97.583&siteclass=3&riskcategory=O&edition=asce-2010...

1/6 Exhibit B-19

12/17r.!016 Design Maps Detailed Report Section 11.4.3 -

Site Coefficients and Risk-Targeted Maximum Considered Earthquake C.!'1~.~..a)

Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F.

Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S5 s 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 S5 <!:: 1.25 A

0.8 0.8 0.8 0.8 0.8 B

1.0 1.0 1.0 1.0 1.0 c

1.2 1.2 1.1 1.0 1.0 D

1.6 1.4 1.2 1.1 1.0 E

2.5 1.7 1.2 0.9 0.9 F

See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intetTTiediate values of 55 For Site Class = D and 5 5 = 0.223 g, F. = 1.600 Table 11.4-2: Site Coefficient Fv Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 :::; 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ~ 0.50 A

0.8 0.8 0.8 0.8 0.8 B

1.0 1.0 1.0 1.0 1.0 c

1.7 1.6 1.5 1.4 1.3 D

2.4 2.0 1.8 1.6 1.5 E

3.5 3.2 2.8 2.4 2.4 F

See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intetTTiediate values of 5 1 For Site Class= D and 5 1 = 0.071 g, Fv = 2.400 http://earthquake.usgs.gov/designmaps/us/reportphp?template=minimal&latitude=35.882&1ongitude=-97.583&siteclass=3&riskcategory=O&edition=asce-2010...

216 Exhibit B-19

12117fa18 Equation (11.+-1):

SHs = F.SS = 1.600 X 0.223 = 0.357 g Eq11atlon (11.+-2):

SH1 = F.S1 = 2.400 x 0.071 = 0.171 g Section 11.4.4 -

Design Spectral Acceleratlon Parameters Equation (11.+-3):

So:s = % S115 = % x 0.357 = 0.238 g Equation (11.4-4):

S01 = % SH1 = % x 0.171 = 0.114 g Section 11.4.S -

Design Response Spectrum From Flayre 22-12 ~1 0 'j "ii " "

~

c 0

ft * "

~

ti *..

Figure 11.4-1: Design Response Spec.trum Sos = 0. 238 - ~--~

T < T0 : S, = S,,. ( 0.4 + 0.6 T /T0 )

T0 ST ST1 : S, = S05 TI <Ts T, : s, = s., IT T> T, : S,= S0 1T,IT' s.,. 0.114

-~---------~-----------

T0 = 0.096 Ts = 0.479 1.000 Period, T (sec)

Exhibit B-19

12117fa18 Section 11.4.6 -

Risk-Targeted Maximum Considered Earthquake (MCEJ Response Spectrum

'The MCE* Response Spectrum rs detennlned by multlpl)lfn9 ltle design responi;e spec;trum aOYe

] *

"' c 0

~

~ " " < *

• c 0

0.

~ "

ii

~

0.

by 1.5.

s.., = 0.357 s.., = 0.171 -

---

~------------

To= 0.096 Ts = 0.479 1.000 Period, T (sec)

Exhibit B-19

12/17r.!016 Design Maps Detailed Report Section 11.8.3 -

Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 C4 l PGA = 0.125 Equation (11.8-1):

PGAM = FPGAPGA = 1.549 x 0.125 = 0.194 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA s 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA ~a.so A

0.8 0.8 0.8 0.8 0.8 B

1.0 1.0 1.0 1.0 1.0 c

1.2 1.2 1.1 1.0 1.0 D

1.6 1.4 1.2 1.1 1.0 E

2.5 1.7 1.2 0.9 0.9 F

See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class= D and PGA = 0.125 g, FPGA = 1.549 Section 21.2.1.1 -

Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design)

From Figure 22-17 c51 CRs = 0.872 From Figure 22-18 csi CRl = 0.883 http://earthquake.usgs.gov/designmaps/us/reportphp?template=minimal&latitude=35.882&1ongitude=-97.583&siteclass=3&riskcategory=O&edition=asce-2010...

516 Exhibit B-19

12/17r.!016 Design Maps Detailed Report Section 11.6 -

Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sos I or II Ill IV SDS < 0.167g A

A A

0.167g :S Sns < 0.33g B

B c

0.33g :S SDS < O.SOg c

c D

O.SOg :S Sns D

D D

For Risk Category = I and Sns = 0.238 g, Seismic Design Category = B Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF S01 I or II Ill IV S01 < 0.067g A

A A

0.067g :S SD1 < 0.133g B

B c

0.133g :!ii SDI < 0.20g c

c D

0.20g :!ii SDI D

D D

For Risk Category = I and Sn1 = 0.114 g, Seismic Design Category = B Note: When 5 1 is greater than or equal to 0.75g, the Seismic Design category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above.

Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = B Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.

References

1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-1.pdf

2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-2.pdf

3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf

4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-7.pdf

5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figu re_22-17.pdf

6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf http://earthquake.usgs.gov/designmaps/us/reportphp?template=minimal&latitude=35.882&1ongitude=-97.583&siteclass=3&riskcategory=O&edition=asce-2010...

616 Exhibit B-19

1211912016 Design Maps Detailed Report E lJSGS Design Maps Detailed Report ASCE 7-10 Standard (35.882°N, 97.583°W)

Site Class C - "Very Dense Soil and Soft: Rock", Risk category I/II/III Section 11.4.1 -

Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain 55 ) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.

Adjustments for other Site Classes are made, as needed, in Section 11.4.3.

From Fjqure 22-1 cii 55 = 0.223 g From Figure 22-2 c2 1 51 = 0.071 g Section 11.4.2 -

Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class C, based on the site soil properties in accordance with Chapter 20.

Table 20.3-1 Site Classification Site Class A. Hard Rock B. Rock C. Very dense soil and soft rock D. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 Vs Nor Nch Su

>5,000 ft/S N/A N/A 2,500 to 5,000 ft/S N/A N/A 1,200 to 2,500 ft/S

>SO

>2,000 psf 600 to 1,200 ft/S 15 to 50 1,000 to 2,000 psf

<600 ft/S

<15

<1,000 psf Any profile with more than 10 ft of soil having the characteristics:

• Plasticity index PI> 20,

• Moisture content w ~ 40%, and

• Undrained shear strength su < 500 psf See Section 20.3.1 For SI: 1ft/s = 0.3048 m/s llb/ft2 = o.0479 kN/m 2 http://earthquake.usgs.gov/designmaps/us/reportprp?tem plate=m i ni mal &lalitude=35.882&1orgitude=-97.583&siteclass= 2&riskcategory=O&edilion=asce-2010...

1/6 Exhibit B-20

1211912016 Design Maps Detailed Report Section 11.4.3 -

Site Coefficients and Risk-Targeted Maximum Considered Earthquake (!:'.!.~ER)

Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F1 Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period 55 s 0.25 55 = 0.50 55 = 0.75 55 = 1.00 55 ?! 1.25 A

0.8 0.8 0.8 0.8 0.8 B

1.0 1.0 1.0 1.0 1.0 c

1.2 1.2 1.1 1.0 1.0 D

1.6 1.4 1.2 1.1 1.0 E

2.5 1.7 1.2 0.9 0.9 F

See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of 55 For Site Class = C and 5 5 = 0.223 g, F,. = 1.200 Table 11.4-2: Site Coefficient Fv Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period sl s 0.10 sl = 0.20 51 = 0.30 51 = 0.40 sl ?! 0.50 A

0.8 0.8 0.8 0.8 0.8 B

1.0 1.0 1.0 1.0 1.0 c

1.7 1.6 1.5 1.4 1.3 D

2.4 2.0 1.8 1.6 1.5 E

3.5 3.2 2.8 2.4 2.4 F

See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of 51 For Site Class = C and 5 1 = 0.071 g, Fv = 1.700 http://earthquake.usgs.gov/designmaps/us/reportprp?tem plate=m i ni mal &lalitude=35.882&1ongitude=-97.583&siteclass= 2&riskcategory=O&edilion=asce-2010...

216 Exhibit B-20

12/llllm18 Equation (11.+-1):

SMS = F.Ss = 1.200 X 0.223 = 0.267 g Equation (11.4-2):

SMl = F..S1 = 1.700 x 0.071 = 0.121 g Section 11.4.4 -

Design Spectral Acceleratlon Parameters Equation (11.+-3):

Sos=% SNs = % X 0.267 = 0.178 g Equation (11.4-4):

S1>1 = % S,41 = % x 0.121 = 0.081 g Section 11.4.5 -

Design Response Spectrum From Figure 22-12 Pl TL = 12 sec:cnds

"' c

• ~

v v < *

~

0 il' * " l *..

Figure 11.4-1: Ol!lllgn Response Specttum T < r. : s. = s,,. ( 0.4 + 0.6 TI r, J Sos =0.178

- ---~

T,sTsT.: s, = s..

T 5 < T s T, : S, = S0, IT s.,. 0.081

+

I To* 0.091 Ts

• 0.455 l.000 Period, T {sec}

Exhibit B-20

12/llllm18 Section 11.4.6 -

Risk-Targeted Maximum Considered Earthquake (MCEJ Response Spectrum

'The MCE* Response Spectrum rs ddl:rmlned by multlpl~ng ljie design response spectrum ~bove by1.5.

SICS = 0. 267 - ---~

Sw1 = 0.121 _,. - - - - - - - _,. - - - - - - - - - - - -.

T0 = 0.091 T, = 0.453 1.000 Period. T (sec)

Exhibit B-20

1211912016 Design Maps Detailed Report Section 11.8.3 -

Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Fjqure 22-7 c4 1 PGA = 0.125 Equation (11.8-1):

PGAM = FpGAPGA = 1.200 x 0.125 = 0.151 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA :S 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA:::?: 0.50 A

0.8 0.8 0.8 0.8 0.8 B

1.0 1.0 1.0 1.0 1.0 c

1.2 1.2 1.1 1.0 1.0 D

1.6 1.4 1.2 1.1 1.0 E

2.5 1.7 1.2 0.9 0.9 F

See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class 11 C and PGA

• 0.125 g, FPGA 11 1.200 Section 21.2.1.1 -

Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design)

From Fiaure 22-17 cs1 CRs = 0.872 From Figure 22-18 c11 CR1 = 0.883 http://earthquake.usgs.gov/designmaps/us/reportprp?tem plate=m i ni mal &lalitude=35.882&1ongitude=-97.583&siteclass= 2&riskcategory=O&edilion=asce-2010...

516 Exhibit B-20

1211912016 Design Maps Detailed Report Section 11.6 -

Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sns I or II III IV Sos< 0.167g A

A A

0.167g :5 SDS < 0.33g B

B c

0.33g :Si SDS < O.SOg c

c D

O.SOg :Si SDS D

D D

For Risk Category = I and s.. = 0.178 g, Seismic Design Category = B Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SD1 I or II III IV SD1 < 0.067g A

A A

0.067g :5 SDl < 0.133g B

B c

0.133g :Si SDI < 0.20g c

c D

0.20g :Si SDI D

D D

Far Risk Category = I and SD1 = 0.081 g, Seismic Design Category = B Note: When 5 1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk category IV, irrespective of the above.

Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = B Note: See Section 11.6 for alternative approaches to calculating Seismic Design category.

References

1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-1.pdf

2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf

3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf

4. Figure 22-7: http://earthquake.usgs.gov/hazards/design maps/downloads/pdfs/201 O_ASCE-7 _Figu re_22-7.pdf

5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-17.pdf

6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf http://earthquake.usgs.gov/designmaps/us/reportprp?tem plate=m i ni mal &lalitude=35.882&1orgitude=-97.583&siteclass= 2&riskcategory=O&edilion=asce-2010...

616 Exhibit B-20

APPENDIX C SUPPORTING DOCUMENTS

0 1 - 10 11 - 30

> 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Percent of Dry Weight Hand Penetrometer Torvane Standard Penetration Test (blows per foot)

Photo-Ionization Detector Organic Vapor Analyzer Texas Cone Penetrometer Trace With Modifier Water Level After a Specified Period of Time GRAIN SIZE TERMINOLOGY RELATIVE PROPORTIONS OF SAND AND GRAVEL Trace With Modifier Standard Penetration or N-Value Blows/Ft.

Descriptive Term (Consistency)

Loose Very Stiff Standard Penetration or N-Value Blows/Ft.

Ring Sampler Blows/Ft.

Ring Sampler Blows/Ft.

Medium Dense Dense Very Dense 0 - 1

< 3 4 - 9 2 - 4 3 - 4 Medium-Stiff 5 - 9 30 - 50 WATER LEVEL Auger Shelby Tube Grab Sample FIELD TESTS DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Descriptive Term (Density)

Non-plastic Low Medium High Boulders Cobbles Gravel Sand Silt or Clay 10 - 18

> 50 15 - 30 19 - 42

> 30

> 42 Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated.

Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

CONSISTENCY OF FINE-GRAINED SOILS (50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance DESCRIPTIVE SOIL CLASSIFICATION

> 8,000 Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index 8 - 15 Split Spoon Rock Core PLASTICITY DESCRIPTION Term

< 15 15 - 29

> 30 Descriptive Term(s) of other constituents Water Initially Encountered Water Level After a Specified Period of Time Major Component of Sample Percent of Dry Weight (More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance Includes gravels, sands and silts.

Hard Very Loose 0 - 3 0 - 6 Very Soft 7 - 18 Soft 10 - 29 19 - 58 59 - 98 Stiff less than 500 500 to 1,000 1,000 to 2,000 2,000 to 4,000 4,000 to 8,000

> 99 LOCATION AND ELEVATION NOTES SAMPLING

< 5 5 - 12

> 12 No Recovery RELATIVE DENSITY OF COARSE-GRAINED SOILS Particle Size Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm)

1. 4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm)

STRENGTH TERMS Unconfined Compressive Strength, Qu, psf 4 - 8 GENERAL NOTES Texas Cone (HP)

(T)

(b/f)

(PID)

(OVA)

(TCP)

Pressure Meter Exhibit C-1

UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B

Coarse Grained Soils:

More than 50% retained on No. 200 sieve Gravels:

More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels:

Less than 5% fines C

Cu 4 and 1 Cc 3 E

GW Well-graded gravel F

Cu 4 and/or 1 Cc 3 E

GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H Sands:

50% or more of coarse fraction passes No. 4 sieve Clean Sands:

Less than 5% fines D

Cu 6 and 1 Cc 3 E

SW Well-graded sand I

Cu 6 and/or 1 Cc 3 E

SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I Fine-Grained Soils:

50% or more passes the No. 200 sieve Silts and Clays:

Liquid limit less than 50 Inorganic:

PI 7 and plots on or above A line J

CL Lean clay K,L,M PI 4 or plots below A line J

ML Silt K,L,M Organic:

Liquid limit - oven dried 0.75 OL Organic clay K,L,M,N Liquid limit - not dried Organic silt K,L,M,O Silts and Clays:

Liquid limit 50 or more Inorganic:

PI plots on or above A line CH Fat clay K,L,M PI plots below A line MH Elastic Silt K,L,M Organic:

Liquid limit - oven dried 0.75 OH Organic clay K,L,M,P Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils:

Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add with cobbles or boulders, or both to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D60/D10 Cc =

60 10 2

30 D

x D

)

(D F If soil contains 15% sand, add with sand to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add with organic fines to group name.

I If soil contains 15% gravel, add with gravel to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add with sand or with gravel, whichever is predominant.

L If soil contains 30% plus No. 200 predominantly sand, add sandy to group name.

M If soil contains 30% plus No. 200, predominantly gravel, add gravelly to group name.

N PI 4 and plots on or above A line.

O PI 4 or plots below A line.

P PI plots on or above A line.

Q PI plots below A line.

Exhibit C-2

GENERAL NOTES Sedimentary Rock Classification DESCRIPTIVE ROCK CLASSIFICATION:

LIMESTONE DOLOMITE CHERT SHALE SANDSTONE CONGLOMERATE Sedimentary rocks are composed of cemented clay, silt and sand sized particles. The most common minerals are clay, quartz and calcite. Rock composed primarily of calcite is called limestone; rock of sand size grains is called sandstone, and rock of clay and silt size grains is called mudstone or claystone, siltstone, or shale. Modifiers such as shaly, sandy, dolomitic, calcareous, carbonaceous, etc. are used to describe various constituents. Examples: sandy shale; calcareous sandstone.

Light to dark colored, crystalline to fine-grained texture, composed of CaCo,, reacts readily with HCI.

Light to dark colored, crystalline to fine-grained texture, composed of CaMg(C03)>, harder than limestone, reacts with HCI when powdered.

Light to dark colored, very fine-grained texture, composed of micro-crystalline quartz (Si02),

brittle, breaks into angular fragments, will scratch glass.

Very fine-grained texture, composed of consolidated silt or clay, bedded in thin layers. The unlaminated equivalent is frequently referred to as siltstone, claystone or mudstone.

Usually light colored, coarse to fine texture, composed of cemented sand size grains of quartz, feldspar, etc. Cement usually is silica but may be such minerals as calcite, iron-oxide, or some other carbonate.

Rounded rock fragments of variable mineralogy varying in size from near sand to boulder size but usually pebble to cobble size (1/2 inch to 6 inches). Cemented together with various cemen-ting agents. Breccia is similar but composed of angular, fractured rock particles cemented together.

PHYSICAL PROPERTIES:

DEGREE OF WEATHERING Slight Moderate High Slight decomposition of parent material on joints. May be color change.

Some decomposition and color change throughout.

Rock highly decomposed, may be ex-tremely broken.

HARDNESS AND DEGREE OF CEMENTATION Limestone and Dolomite:

Hard Difficult to scratch with knife.

Moderately Hard Soft Can be scratched easily with knife, cannot be scratched with fingernail.

Can be scratched with fingernail.

Shale, Siltstone and Claystone Hard Can be scratched easily with knife, cannot be scratched with fingernail.

Moderately Hard Soft Can be scratched with fingernail.

Can be easily dented but not molded with fingers.

Sandstone and Conglomerate Well Capable of scratching a knife blade.

Cemented Cemented Poorly Cemented Can be scratched with knife.

Can be broken apart easily with fingers.

BEDDING AND JOINT CHARACTERISTICS Bed Thickness Very Thick Thick Medium Thin Very Thin Laminated Joint Spacing Very Wide Wide Moderately Close Close Very Close Dimensions

>10' 3' - 10' 1' -

3' 2" -

1'

.4" -

2"

.1" -

.4" Bedding Plane A plane dividing sedimentary rocks of the same or different lithology.

Joint Seam Fracture in rock, generally more or less vertical or transverse to bedding, along which no appreciable move-ment has occurred.

Generally applies to bedding plane with an unspecified degree of weathering.

SOLUTION AND VOID CONDITIONS Solid Vuggy (Pitted)

Porous Cavernous Contains no voids.

Rock having small solution pits or cavities up to 112 inch diameter, fre-quently with a mineral lining.

Containing numerous voids, pores, or other openings, which may or may not interconnect.

Containing cavities or caverns, some-times quite large.

~~~~~~~~~-l~rracon~

Form 110-6-85 Exhibit C-3