Geotechnical Engineering Report

Transcription

1 REPORT COVER PAGE Geotechnical Engineering Report Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No Prepared for: GRDA Tulsa, Oklahoma Prepared by: Terracon Consultants, Inc. Tulsa, Oklahoma

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3 REPORT TOPICS REPORT TOPICS INTRODUCTION... 1 SITE CONDITIONS... 1 PROJECT DESCRIPTION... 2 GEOTECHNICAL CHARACTERIZATION... 2 GEOTECHNICAL OVERVIEW... 3 DRILLED PIER FOUNDATIONS... 4 SEISMIC CONSIDERATIONS... 5 GENERAL COMMENTS... 5 Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com. ATTACHMENTS EXPLORATION AND TESTING PROCEDURES SITE LOCATION AND EXPLORATION PLANS EXPLORATION RESULTS (Boring Logs and Laboratory Data) FOUNDATION DESIGN TABLES SUPPORTING INFORMATION (General Notes and Unified Soil Classification System and Description of Rock Properties) Responsive Resourceful Reliable

4 INTRODUCTION Geotechnical Engineering Report Proposed T-Line Structure Tahlequah, Oklahoma Terracon Project No October 17, 2018 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed T-Line Structure to be located on the west side of South 540 Road in Tahlequah, Oklahoma. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: subsurface soil and rock conditions groundwater conditions foundation design and construction seismic site classification The geotechnical engineering scope of services for this project included the advancement of one test boring to a depth of approximately 33.5 feet below existing site grades. Maps showing the site and the boring location are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs and presented as a separate graph in the Exploration Results section of this report. SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration. Item Parcel Information Existing Improvements Description The project is located on the west side of South 540 Road in Tahlequah, Tahlequah, Oklahoma. The following coordinates for the location of the structure were provided by GRDA: Latitude: , Longitude: (See Site Location) Existing transmission line structures. Responsive Resourceful Reliable 1

5 Geotechnical Engineering Report Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No Item Current Ground Cover Existing Topography Grass. Relatively flat. Description PROJECT DESCRIPTION Our initial understanding of the project was provided in our proposal and was discussed in the project planning stage. Our final understanding of the project conditions is as follows: Item Information Provided Project Description Maximum Loads Grading Description GRDA s describing the requested services, GRDA S Requirements and Specifications documents, and an aerial photo showing the boring location and its GPS coordinates. We understand that the project will include a transmission line structure. Foundation types will be drilled concrete piers (both laterally and vertically loaded). Not provided. None (assumed). GEOTECHNICAL CHARACTERIZATION Subsurface Profile Subsurface conditions at the boring location can be generalized as follows: Stratum Approximate Depth to Bottom of Stratum Material Description Consistency/Density Surface 6 inches Vegetation and topsoil N/A 1 5 feet Sandy lean clay Stiff feet 3 1 Encountered to the termination depth of 33.5 feet Chert gravel with varying amounts of sand and clay 1. Trace limestone seams were encountered to a depth of about 25 feet. 2. Trace soft seams were encountered below a depth of about 30 feet. Medium dense Shale Hard 2 Conditions encountered at the boring location are indicated on the boring log shown in the Exploration Results section and attached to this report. Stratification boundaries on the boring Responsive Resourceful Reliable 2

6 Geotechnical Engineering Report Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No log represent the approximate location of changes in material types; in situ, the transition between materials may be gradual. Groundwater Conditions The borehole was observed while drilling or sampling and immediately after completion for the presence and level of groundwater. The water level observed in the borehole can be found on the boring log in Exploration Results, and is presented below. Boring Number Approximate Depth to Groundwater while Drilling or Sampling (feet) 1 Approximate Depth to Groundwater after Drilling (feet) 1 B Not measured 2 1. Below ground surface. 2. Below the depth rock coring started, groundwater observations could not be made because the water introduced into the borehole for coring masks the presence and level of groundwater. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the boring was performed. Therefore, the groundwater level during construction or at other times in the life of the structure may be higher or lower than the level indicated on the boring log. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. GEOTECHNICAL OVERVIEW Pier excavations into strata characterized as clay, cherty clay, and chert gravel at this site may encounter significant construction difficulties. It should be recognized that these strata are a regolith (heterogeneous mixture of unconsolidated rocky material and clay) left by the solution weathering of the parent cherty limestone. Hard chert seams may be encountered at various depths. Some layers of chert could be relatively thick, interlocked and very hard. The potential exists for other layers to be randomly interspersed with ledges and for cobbles/boulders to be embedded in a clay matrix. Both will be very difficult to excavate with conventional equipment and could require special excavation techniques. Accordingly, some cost increases above normal excavation and site grading costs should be anticipated. Based on the results of our exploration, a transmission line structure installed to resist relatively high vertical and/or lateral loads can be supported by drilled piers. Recommendations for drilled pier foundations are provided in the Deep Foundations section. The General Comments section provides an understanding of the report limitations. Responsive Resourceful Reliable 3

7 Geotechnical Engineering Report Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No DRILLED PIER FOUNDATIONS Based on the subsurface conditions encountered, the transmission line structure can be supported on drilled pier foundations. The tables presented in the Foundation Design Tables section present allowable design criteria for the drilled pier foundations. The tables include the parameters required for the LPILE and MFAD computer programs and for conventional limit equilibrium analysis. In the tables, the net allowable bearing pressure has a safety factor of at least 3. Also, the allowable side friction and allowable passive pressure values have safety factors of at least 2. Design soil parameters shown in the tables are applicable to the natural, undisturbed soils and should not be applied to disturbed materials or newly placed fill materials. Because soil strength varies due to frost action and moisture variations, we recommend neglecting passive pressure and frictional resistance forces for the soils within 3 feet of the ground surface. The straight shaft piers should have a minimum diameter of 24 inches and be provided with enough steel reinforcement to provide adequate structural integrity. We anticipate that temporary casing may be needed to prevent caving of the excavation sides; however, the final determination should be made at the time of construction. Groundwater was encountered at a depth of about 8.5 feet in the boring while drilling. Also, overburden soils subject to caving and sloughing were encountered at this site. Therefore, the use of temporary casing should be expected at this site to prevent cave-in of the pier excavation sidewalls and control groundwater inflow into pier excavations. Prior to placing concrete, water or sloughed material should be removed from the base of the drilled piers. If water is encountered and it cannot be removed, the concrete should be pumped from the bottom of the pier excavation to the top, displacing the water to the surface. To facilitate pier construction, concrete should be on-site and ready for placement as pier excavations are completed. A heavy-duty pier rig equipped with a rock auger and rock coring bit will be required to complete the pier excavation into the bedrock materials. The contractor should anticipate difficulties in advancing drilled piers due to the cherty material and possible cobbles or boulders within the gravel and clay overburden. Drilled pier foundations designed and constructed according to the recommendations provided herein and bearing within approved materials should experience total long-term settlements of less than 1 inch. A Terracon representative should observe all foundation excavations to evaluate the suitability of the bearing materials and to verify that conditions in the excavations are consistent with those Responsive Resourceful Reliable 4

8 Geotechnical Engineering Report Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No encountered in the test boring. If unsuitable materials are encountered at planned depths, it may be necessary to deepen the foundation excavations. SEISMIC CONSIDERATIONS Description Value 2015 International Building Code Site Classification 1 D 1. Seismic general accordance with the 2015 International Building Code; Table , Chapter 20, ASCE 7. The 2015 International Building Code (IBC) uses a site soil profile determination extending a depth of 100 feet for seismic site classification. The boring at this site was extended to a maximum depth of 33.5 feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth. GENERAL COMMENTS As the project progresses, we address assumptions by incorporating information provided by the design team, if any. Revised project information that reflects actual conditions important to our services is reflected in the final report. The design team should collaborate with Terracon to confirm these assumptions and to prepare the final design plans and specifications. This facilitates the incorporation of our opinions related to implementation of our geotechnical recommendations. Any information conveyed prior to the final report is for informational purposes only and should not be considered or used for decision-making purposes. Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations 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. Terracon should be retained as the Geotechnical Engineer, where noted in the final report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our scope of services 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. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and Responsive Resourceful Reliable 5

9 Geotechnical Engineering Report Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No are accomplished in accordance with generally accepted geotechnical engineering practices with no third party beneficiaries intended. Any third party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive Resourceful Reliable 6

10 ATTACH MENTS ATTACHMENTS

11 MISC APPENDIX 1 EXPLORATION AND TESTING PROCEDURES

12 Geotechnical Engineering Report Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No EXPLORATION AND TESTING PROCEDURES Field Exploration Number of Borings Boring Depth (feet) Planned Location See Exploration Plan for drilled boring locations. Planned transmission line structure location Boring Layout and Elevations: The boring location was staked in the field by GRDA personnel. Subsurface Exploration Procedures: We advance the boring with an ATV-mounted rotary drill rig using continuous flight augers (solid stem and/or hollow stem as necessary depending on soil conditions). Four samples are obtained in the upper 10 feet of the boring and at intervals of 5 feet thereafter. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon is driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicated on the boring log at the test depths. Upon encountering competent bedrock, we cored the shale bedrock (using NQ/NX rock core barrel). We performed fifteen feet of rock coring. The percentages of rock core recovered (%REC) and Rock Quality Designation (RQD) per length of core run are shown on the boring log. The RQD is an index obtained by summing the lengths of rock core pieces that are 4 inches in length or longer divided by the total length of core run. We observed and record groundwater levels during drilling and sampling. For safety purposes, the boring was backfilled after completion. The sampling depths, penetration distances, and other sampling information are recorded on the field boring log. The samples are placed in appropriate containers and taken to our soil laboratory for testing and classification by a geotechnical engineer. Our exploration team prepares field boring logs as part of the drilling operations. These field logs include visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Final boring logs are prepared from the field logs. The final boring logs represent the geotechnical engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in our laboratory. Responsive Resourceful Reliable

13 Geotechnical Engineering Report Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No Laboratory Testing The project engineer reviews the field data and assigns various laboratory tests to better understand the engineering properties of the various soil and rock strata as necessary for this project. Procedural standards noted below are for reference to methodology in general. In some cases, variations to methods are applied because of local practice or professional judgment. Standards noted below include reference to other, related standards. Such references are not necessarily applicable to describe the specific test performed. ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D422 Standard Test Methods for Particle-Size Analysis of Soils ASTM D7012 Standard Test Method for Unconfined Compressive Strength of Rock Samples The laboratory testing program often includes examination of soil samples by an engineer. Based on the material s texture and plasticity, we describe and classify the soil samples in accordance with the Unified Soil Classification System. Rock classification is conducted using locally accepted practices for engineering purposes; petrographic analysis may reveal other rock types. Rock core samples typically provide an improved specimen for this classification. Boring log rock classification is determined using the Description of Rock Properties. Responsive Resourceful Reliable

14 SITE LOCA TION AND EXPLORATI ON PLANS SITE LOCATION AND EXPLORATION PLANS

15 SITE LOCA TION P LAN SITE LOCATION Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

16 EXHIBIT E LANDSCAPE EXPLORATION PLAN Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

17 EXPLORATION RESULTS EXPLORATION RESULTS

18 PROJECT: Proposed T-Line Structure BORING LOG NO. B-1 CLIENT: GRDA Tulsa, OK Page 1 of 2 SITE: GRAPHIC LOG LOCATION South 540 Road Tahlequah, OK See Exploration Plan Latitude: Longitude: DEPTH 6" Topsoil SANDY LEAN CLAY (CL), brown, stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 18 FIELD TEST RESULTS N=9 UNCONFINED COMPRESSIVE STRENGTH (psi) WATER CONTENT (%) 17 ATTERBERG LIMITS LL-PL-PI PERCENT FINES THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED T-LINE S.GPJ TERRACON_DATATEMPLATE.GDT 10/17/ CHERT GRAVEL (GW), with sand and clay, orangish brown, medium dense CHERT GRAVEL (GP), trace clay, gray and orange, medium dense 18.5 SHALE+, trace limestone seams, dark gray, hard Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 18.5 feet, Diamond Bit Core below 18.5 feet Abandonment Method: WATER LEVEL OBSERVATIONS 8.5 Feet While Drilling See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations E 47th Pl, Ste D Tulsa, OK N= N= N= N=12 50/3" REC=100% RQD=75% Hammer Type: Automatic +Classification estimated from disturbed samples or core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: Drill Rig: ATV Project No.: Driller: AS 11 Boring Completed:

19 PROJECT: Proposed T-Line Structure BORING LOG NO. B-1 CLIENT: GRDA Tulsa, OK Page 2 of 2 SITE: GRAPHIC LOG LOCATION South 540 Road Tahlequah, OK See Exploration Plan Latitude: Longitude: DEPTH SHALE+, trace limestone seams, dark gray, hard (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS REC=100% RQD=87% UNCONFINED COMPRESSIVE STRENGTH (psi) 5310 WATER CONTENT (%) ATTERBERG LIMITS LL-PL-PI PERCENT FINES THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL PROPOSED T-LINE S.GPJ TERRACON_DATATEMPLATE.GDT 10/17/18 - trace soft seams at about 30 feet 33.5 Boring Terminated at 33.5 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger to 18.5 feet, Diamond Bit Core below 18.5 feet Abandonment Method: WATER LEVEL OBSERVATIONS 8.5 Feet While Drilling 30 See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations E 47th Pl, Ste D Tulsa, OK REC=100% RQD=68% 3030 Hammer Type: Automatic +Classification estimated from disturbed samples or core samples. Petrographic analysis may reveal other rock types. Notes: Boring Started: Drill Rig: ATV Project No.: Boring Completed: Driller: AS

20 GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C U.S. SIEVE OPENING IN INCHES 6 U.S. SIEVE NUMBERS /4 1/ / HYDROMETER LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS PROPOSED T-LINE S.GPJ TERRACON_DATATEMPLATE.GDT 10/17/18 PERCENT FINER BY WEIGHT D 60 D 30 D 10 C C C U COBBLES 100 SITE: South 540 Road Tahlequah, OK coarse COEFFICIENTS 4.04 GRAVEL PROJECT: Proposed T-Line Structure 10 1 GRAIN SIZE IN MILLIMETERS fine coarse medium fine SAND 9522 E 47th Pl, Ste D Tulsa, OK PROJECT NUMBER: CLIENT: GRDA Tulsa, OK SILT OR CLAY BORING ID DEPTH % COBBLES % GRAVEL % SAND % SILT % FINES % CLAY USCS B GRAIN SIZE Sieve % Finer Sieve % Finer Sieve % Finer 1 1/2" 1" 3/4" 1/2" 3/8" #4 #10 #40 # SOIL DESCRIPTION REMARKS PERCENT COARSER BY WEIGHT

21 MISC APPENDIX 3 FOUNDATION DESIGN TABLES

22 BORING B-1 AXIAL AND LATERAL CAPACITY ANALYSES SOIL/ROCK PARAMETERS Proposed T-Line Structure Terracon Project No Tahlequah, Oklahoma Depth to Bottom of Soil/Rock Layer (feet) Effective Unit Weight (pcf) Net Allowable Bearing Pressure (psf) Allowable Side Friction Initial Value (psf) Increase per Foot of Depth (psf) Allowable Passive Pressure Initial Value (psf) Increase per Foot of Depth (psf) Undrained Shear Strength (psf) Friction Angle (degrees) , , , , ,000 3, , , ,000 3, , , ,000 3, , ,000 0 Notes: 1. Design depth to groundwater is assumed to be greater than about 8.5 feet. 2. The net allowable bearing pressure refers to the pressure at the foundation bearing level in excess of the minimum surrounding overburden pressure. The net allowable bearing pressure has a safety factor on the order of 3. A minimum penetration of 2 feet or one pier diameter, whichever is greater, into the desired bearing strata should be achieved to use the recommended allowable end bearing pressure. 3. The allowable side friction and passive pressure in cohesive soils and bedrock are based on a rectangular pressure distribution. The allowable side friction and passive pressure in granular soils are based on a triangular pressure distribution. The allowable side friction and passive pressure values have a safety factor of approximately 2. Responsive Resourceful Reliable

23 BORING B-1 LATERAL CAPACITY ANALYSES DESIGN SOIL PARAMETERS FOR UNDRAINED CONDITIONS Proposed T-Line Structure Terracon Project No Tahlequah, Oklahoma LPILE LPILE Soil Effective Undrained Internal Soil Depth to Soil Layer Modulus Unit Shear Friction Strain Soil LPILE Top Bottom k 2 Weight Strength 3 Angle RQD 4 Factor Layer Soil Type (feet) (feet) (pci) (pcf) (psf) (degrees) (%) e50/krm 1 Stiff Clay without Free Water (3) , Sand (4) Sand (4) Weak Rock (9) , , Weak Rock (9) , , Weak Rock (9) , , NOTES: 1. Design depth to subsurface water is about 8.5 feet. 2. Value given for Weak Rock is E ri in psi. 3. Uniaxial compressive strength for rock, in psi 4. Value given for RQD estimated from field data and sample examination. Responsive Resourceful Reliable

24 Soil/Rock Layer Number Notes: Layer Type Depth to Bottom of Layer (feet) Responsive Resourceful Reliable BORING B-1 MFAD 5.0/HFAD 5.0 ANALYSES SOIL/ROCK PARAMETERS Proposed T-Line Structure Terracon Project No Tahlequah, Oklahoma Effective Unit Weight 1 Deformation Modulus 2 (ksi) Effective Friction Angle (degrees) Undrained Shear Strength or Rock Effective Cohesion (ksf) Allowable Rock/Concrete Bond Strength 3 (pcf) (ksf) 1 Soil Soil Soil Rock Rock , Rock Design depth to groundwater is assumed to be greater than about 8.5 feet. 2. Deformation modulus determined based on the data in the following papers: (A) DiGioia, A.M., Donovan, T.D., and Cortese, F.J., A Multi- Layered/Pressuremeter Approach to Laterally Loaded Rigid Caisson Design, presented at the seminar on Lateral Pressures Related to Large Diameter Pipes, Piles, Tunnels, and Caissons, Dayton, Ohio, February 1975, ASCE. (B) Schmertmann, J.H., Static Cone to Compute Static Settlement over Sand, Journal of the Soil Mechanics and Foundation Division, ASCE, Vol. 96, No. SM3, May 1970, pp Allowable rock/concrete bond strength has a factor of safety of about Deformation modulus and shear strength values are based on a calculated RMR76 value of Deformation modulus and shear strength values are based on a calculated RMR76 value of Deformation modulus and shear strength values are based on a calculated RMR76 value of 34.

25 BORING B to 33.5 feet Calculation of Rock Mass Rating (RMR 76) Proposed T-Line Structure Terracon Project No Tahlequah, Oklahoma Parameter Relative Rating 18 to 23.5 feet 23.5 to 28.5 feet 28.5 to 33.5 feet Strength of Intact Rock RQD Spacing of Joints Conditions of Joints Groundwater Conditions Adjustment for Joint Orientations CALCULATED RMR Responsive Resourceful Reliable

26 SUPPORTING INF ORMA TION SUPPORTING INFORMATION

27 GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Proposed T-Line Structure Tahlequah, OK October 17, 2018 Terracon Project No Rock Core SAMPLING WATER LEVEL FIELD TESTS Standard Penetration Test Water Initially Encountered Water Level After a Specified Period of Time Water Level After a Specified Period of Time 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. N (HP) (T) (DCP) UC (PID) Standard Penetration Test Resistance (Blows/Ft.) Hand Penetrometer Torvane Dynamic Cone Penetrometer Unconfined Compressive Strength Photo-Ionization Detector (OVA) Organic Vapor Analyzer DESCRIPTIVE SOIL CLASSIFICATION 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. LOCATION AND ELEVATION NOTES 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. RELATIVE DENSITY OF COARSE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance Descriptive Term (Density) Very Loose Loose Medium Dense Dense Very Dense Standard Penetration or N-Value Blows/Ft > 50 STRENGTH TERMS 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 Term (Consistency) Very Soft Soft Medium Stiff Stiff Very Stiff Hard Unconfined Compressive Strength Qu, (psi) less than to to to to 55.5 > 55.5 Standard Penetration or N-Value Blows/Ft > 30 RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other constituents Trace Modifier Major Component of Sample Boulders Cobbles Gravel Sand Silt or Clay GRAIN SIZE TERMINOLOGY Percent of Dry Weight <15 With >30 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) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm) RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Trace With Modifier Term Non-plastic Low Medium High PLASTICITY DESCRIPTION Percent of Dry Weight < >12 Plasticity Index > 30

28 UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOIL CLASSIFICATION SYSTEM Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Coarse-Grained Soils: More than 50% retained on No. 200 sieve Fine-Grained Soils: 50% or more passes the No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Sands: 50% or more of coarse fraction passes No. 4 sieve Silts and Clays: Liquid limit less than 50 Silts and Clays: Liquid limit 50 or more Soil Classification Group Symbol Group Name B Clean Gravels: Cu 4 and 1 Cc 3 E GW Well-graded gravel F Less than 5% fines C Cu < 4 and/or 1 > Cc > 3 E GP Poorly graded gravel F Gravels with Fines: Fines classify as ML or MH GM Silty gravel F, G, H More than 12% fines C Fines classify as CL or CH GC Clayey gravel F, G, H Clean Sands: Cu 6 and 1 Cc 3 E SW Well-graded sand I Less than 5% fines D Cu < 6 and/or 1 > Cc > 3 E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as CL or CH SC Clayey sand G, H, I Fines classify as ML or MH SM Silty sand G, H, I Inorganic: PI > 7 and plots on or above A CL Lean clayk, L, M line PI < J 4 or plots below A line J ML Silt K, L, M Organic: Liquid limit - oven dried Organic clay K, L, M, N < 0.75 OL Liquid limit - not dried Organic silt K, L, M, O PI plots on or above A line CH Fat clayk, L, M Inorganic: PI plots below A line MH Elastic Silt K, L, M Liquid limit - oven dried Organic clay K, L, M, P Organic: < 0.75 OH 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 = D (D ) 2 x D F If soil contains 15% sand, add with sand to group name. GIf fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. 60 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. KIf 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. MIf soil contains 30% plus No. 200, predominantly gravel, add gravelly to group name. NPI 4 and plots on or above A line. OPI < 4 or plots below A line. P PI plots on or above A line. QPI plots below A line.

29 ROCK VERSION 2 DESCRIPTION OF ROCK PROPERTIES Proposed T-Line Structure Tahlequah, Oklahoma October 17, 2018 Terracon Project No DESCRIPTIVE ROCK CLASSIFICATION 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 shaley, sandy, dolomitic, calcareous, carbonaceous, etc. are used to describe various constituents. Examples: sandy shale; calcareous sandstone. Limestone Dolomite Chert Shale Sandstone Conglomerate Slight Moderate High Light to dark colored, crystalline to fine-grained texture, composed of CaCo 3, reacts readily with HCl. Light to dark colored, crystalline to fine-grained texture, composed of CaMg(CO 3) 2, harder than limestone, reacts with HCl when powdered. Light to dark colored, very fine-grained texture, composed of micro-crystalline quartz (SiO 2), 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 cementing agents. Breccia is similar but composed of angular, fractured rock particles cemented together. PHYSICAL PROPERTIES Degree of Weathering Bedding and Joint Characteristics 1 Slight decomposition of parent material on joints. May be color change. Some decomposition and color change throughout. Rock highly decomposed, may be extremely broken. Bed Thickness Joint Spacing Dimensions Laminated in..4 in. Very thin Very close.4 in. 2 in. Thin Close 2 in. 1 ft. Medium Moderately close 1 ft. 3 ft. Thick Wide 3 ft. 10 ft. Hardness and Degree of Cementation Very thick Very wide More than 10 ft. Limestone and Dolomite Hard Moderately Hard Soft Shale, Siltstone and Claystone Hard Difficult to scratch with a knife. Can be scratched easily with a knife, cannot be scratched with a fingernail. Can be scratched with a fingernail. Can be scratched easily with a knife, cannot be scratched with a fingernail. 1. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so. Bedding Plane Joint Seam A plane dividing sedimentary rocks of the same or different lithology. Fracture in rock, generally more or less vertical or transverse to bedding, along which no appreciable movement has occurred. Generally applies to bedding plane with an unspecified degree of weathering. Moderately Hard Can be scratched with a fingernail. Solution and Void Conditions Soft Sandstone and Conglomerate Well Cemented Can easily be dented but not molded with fingers. Capable of scratching a knife blade. Solid Vuggy (Pitted) Cemented Difficult to scratch with a knife. Porous Poorly Cemented Can be broken apart easily with fingers. Cavernous Contains no voids. Rock having small solution pits or cavities up to ½ inch diameter, frequently with a mineral lining. Containing numerous voids, pores, or other openings, which may or may not interconnect. Containing cavities or caverns, sometimes quite large.