OK FLAP CLE 10(1) Lake Thunderbird Access 100 Percent Pavement Report.pdf
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- OK FLAP CLE 10(1), Lake Thunderbird Access Federal contract opportunity
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About this file
This pavement evaluation and design report summarizes subsurface exploration and testing conducted for the proposed Lake Thunderbird Access project in Cleveland County, Oklahoma. The project involves full depth reclamation and asphalt overlay of approximately 0.91 miles of two road segments and one parking area within Lake Thunderbird State Park. Pavement cores were taken at thirteen locations and ranged in thickness from 1 to 10 inches of asphalt underlain by up to 8 inches of aggregate base. Laboratory testing characterized subgrade soils as lean to fat clays with varying amounts of sand and silt. Dynamic cone penetration testing indicated variable subgrade stiffness with California bearing ratio values ranging from fair to good. The report provides recommendations for pavement and earthwork design based on the subsurface conditions evaluation.
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| File | Type | Posted |
|---|---|---|
| Bid Opening Summary Sched and Opt. OK FLAP CLE 10(1), Lake Thunderbird Access.pdf | ||
| 6982AF23B000010 Questions and Answers 04 04 2023.pdf | ||
| Interested Vendors List 04 04 2023.pdf | ||
| 6982AF23B000010 Questions and Answers 03 20 2023.pdf | ||
| INTERESTED VENDORS LIST 03 20 2023.pdf | ||
| 6982AF23B000010 IFB OK FLAP 10(1) Lake Thunderbird Access .pdf | ||
| OK FLAP CLE 10(1) Lake Thunderbird Access 100 Percent Plans 2 15 23.pdf | ||
| Lake Thunderbird Utility Plans 8-75.pdf | ||
| FP-14_Eng.pdf |
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Text version
REPORT COVER PAGE
Pavement Evaluation and Design
Report
Lake Thunderbird Access
Cleveland County, Oklahoma
August 23, 2022
Terracon Project No. 03215112
Prepared for:
DJ&A, P.C.
Missoula, Montana
Prepared by:
Terracon Consultants, Inc.
Oklahoma City, Oklahoma
Terracon Consultants, Inc. 4701 North St i les Avenue Oklahoma City, Oklahoma 73105
P (405) 525 0453 F (405) 557 0549 terracon.com
REPORT COVER LETTER TO SIGN
DJ&A, P.C.
3203 Russell Street
Missoula, Montana 59801
Attn: Mr. Kirk Spalding
Re: Pavement Evaluation and Design Report
Lake Thunderbird Access
Cleveland County, Oklahoma
Terracon Project No. 03215112
Dear Mr. Spalding:
We have completed a subsurface exploration and Pavement Evaluation and Design services for the above referenced project. This study was performed in general accordance with Terracon
Proposal No. P03215112 Revision 2 dated September 16, 2021. This report presents the findings of the subsurface exploration and provides geotechnical recommendations for the proposed project.
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. 6/30/23
Cassa Hooker, E.I. Norman Tan, P.E.
Senior Staff Engineer Oklahoma No. 23083
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REPORT TOPICS
INTRODUCTION
PROJECT INFORMATION
PAVEMENT AND SUBSURFACE CONDITIONS
PAVEMENTS
EARTHWORK
GENERAL COMMENTS
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
GeoReport 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
SUPPORTING INFORMATION
Note: Refer to each individual Attachment for a listing of contents.
http://client.terracon.com/
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INTRODUC TION
Pavement Evaluation and Design Report
Lake Thunderbird Access
Cleveland County, Oklahoma
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Lake Thunderbird Access to be located at Lake Thunderbird
State Park in Cleveland County, Oklahoma. Our services included an in-place soil survey where we performed pavement cores, Dynamic Cone Penetrometer (DCP) and laboratory testing of subgrade soils. This report discusses the data collection methods and presents the data collected along with geotechnical recommendations regarding problem soils.
Maps showing the site and core locations 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 as separate graphs in the Exploration Results section.
PROJECT INFORMATION
The following description of site conditions is derived from our site visit in association with the field exploration Our initial understanding of the project was provided in our proposal and was discussed during project planning. Our final understanding of the project conditions is as follows:
Item Description
Site layout
The sites are located off State Highway 9 approximately 9.5 miles west of
Norman at Lake Thunderbird State Park in Cleveland County, Oklahoma.
See Site Location and Exploration Plan
Existing Pavement
The existing pavement consists of asphalt concrete, ranging in thickness from 2 inches to 10 inches, placed upon either a layer of crushed aggregate base or subgrade. The pavement distresses range from random and longitudinal cracking to isolated areas of deterioration.
Traffic loading We understand that current traffic consists primarily of passenger vehicles, recreational vehicles, and occasional trash trucks.
Locations
The project includes pavement sections on Clear Bay Avenue, Calypso
Cove Avenue, Breakwater Drive, Area 2 Road, and the Turkey Pass Parking area within the Lake Thunderbird State Park in Cleveland County, Oklahoma.
Pavement Evaluation and Design Report
Lake Thunderbird Access ■ Cleveland County, Oklahoma
August 23, 2022 ■ Terracon Project No. 03215112
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PAVEMENT AND SUBSURFACE CONDITIONS
A Pavement Condition Survey and a Subgrade Soils Survey were conducted by Terracon to provide design subgrade parameters for the full depth typical sections for the parking area and each of the park roads included in this project. The following is a summary of each of these surveys.
The details of our field investigation are provided in the Exploration and Testing Procedures section.
Pavement Condition Survey Summary
The existing pavement was cored at thirteen locations. The cores ranged in thickness from 1 to
10 inches. The asphalt was underlain by aggregate base in cores C-2, C-3, and C-5 through C-
10. The core measurements and descriptions are presented in the attached pavement core logs.
The photo logs of each pavement core are presented in the Exploration Results section.
A summary of the cores taken from the parking lot and four park roads in presented in the table below.
Pavement Core Thickness Summary
Core ID Location GPS Coordinates Asphalt Layer
Thickness (inch)
Aggregate Base
Thickness (inch)
C-1 Clear Bay Avenue 35.2016 -97.2386 3 1/2 ---
C-2 Clear Bay Avenue 35.2034 -97.2412 1 1/2 4
C-3 Clear Bay Avenue 35.2063 -97.2443 1 1/2 7
C-4 Clear Bay Avenue 35.2080 -97.2476 10 ---
C-5 Turkey Bay Parking Area 35.2098 -97.2516 1 1/2 6
C-6 Turkey Bay Parking Area 35.2095 -97.2520 1 8
C-7 Turkey Bay Parking Area 35.2099 -97.2525 1 1/2 7
C-8 Turkey Bay Parking Area 35.2098 -97.2529 2 7
C-9 Area 2 Road 35.2118 -97.2475 3 1/2 6
C-10 Area 2 Road 35.2134 -97.2479 4 3/4 6
C-11 Calypso Cove Avenue 35.2124 -97.2449 5 1/4 ---
C-12 Breakwater Drive 35.2147 -97.2424 2 ---
C-13 Breakwater Drive 35.2169 -97.2415 2 1/2 ---
A visual survey of the pavement was also conducted on each of the park roads. Pavement distresses observed during this survey include longitudinal and transverse cracking, rutting, raveling, and fatigue cracking. Representative photographs of these distresses are provided in our Photography Log.
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Typical Subsurface Profile
The subgrade soils generally consisted of lean to fat clays with varying amounts of sand, silt and/or sand. Shallow hand auger refusal (21 to 22 inches below the existing pavement section) was encountered in boring C-4 and C-6. High plasticity (plasticity index greater than 20) lean and fat clays were encountered in six of the boring locations. Laboratory tests were conducted on selected representative portions of the subgrade soils. The laboratory testing program is described in Exploration and Testing Procedures. The test results are reported on the boring logs presented in the Exploration Results section.
Dynamic Cone Penetration (DCP) tests were conducted at each of the pavement core locations to evaluate the subgrade stiffness. The results indicated the variability in the stiffness of the subgrade soil profiles beneath the pavement. California Bearing Ratio, CBR, values developed from the DCP tests are a means of comparing penetration values of soils to that of densely compacted crushed rock. A CBR value of 100 is used as the standard reference to indicate excellent material with resistance and support properties similar to a well graded crushed rock.
In general, CBR values used for pavement design are listed in the following table.
CBR Material
80 Good quality crushed rock
30 to 60 Chemically stabilized subgrade*
20 to 30 Very good subgrade
10 to 20 Fair to good subgrade
5 to 10 Questionable to fair subgrade
<5 Poor subgrade
* CBR values will vary according to chemical admixture
The DCP test results from borings C-1 to C-13 indicate considerable variability with depth in the stiffness of the subgrade soils beneath the various pavement sections. The DCP tests detected poor to fair subgrade in five of the thirteen core locations (C-1, C-2, C-8, C-9, and C-11). The plots of the DCP tests for the borings are illustrated in the Exploration Results section of this report.
Groundwater Conditions
The borings were monitored while drilling and immediately after for the presence and level of groundwater. Groundwater was not encountered in any of the borings during our investigation.
Fluctuations in groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were advanced. Consequently, the potential for moisture fluctuations in the pavement subgrade should be considered in designing and constructing future pavement repairs.
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PAVEMENTS
Flexible pavement sections were analyzed for the project. AASHTO Pavement Design software was used to design each new pavement section. The full depth typical sections for new construction are based upon a 20-year design life.
Pavement Cores and In-Place Subgrade Soils Survey were analyzed to develop design parameters for the full depth typical sections. The following is a summary of these reports, the traffic data that was provided, and the design parameters used to design the pavement typical sections:
Pavement and Subsurface Conditions Summary
The Pavement Condition Survey and Typical Subsurface Conditions indicate that the sampled subgrade soils were predominantly clays with varying amounts of sand and silt. Resilient modulus tests were not conducted on any of these soils so a review of the NRCS soil map was conducted for the project extent. This review indicates six predominant soil series the along the project alignment. These soil series, onsite soil classifications, and DCP tests were used to develop a generalized soil type for the pavement sections. The existing pavement sections and generalized soil types are summarized in the table below.
Pavement Section HMA (in.) Aggregate Base (in.) Soil Type
Clear Bay Ave 1-1/2 to 10 0 to 7 Lean to Fat Clays
Turkey Pass Parking 1 to 2 6 to 8 Lean to Fat Clays
Area 2 Road 3-1/2 to 4-3/4 6 Lean to Fat Clays
Breakwater Drive 2 to 2-1/2 0 Silty, Clayey Sand
Calypso Cove Avenue 5-1/4 0 Lean Clay w/ Sand
Traffic Loading
The design traffic data that was provided was averaged over the traffic values recorded for year
2022.
■ Design AADT – o Clear Bay Avenue - 800 vehicles o Calypso Cove Avenue - 400 vehicles o Breakwater Drive - 250 vehicles o Area 2 Road - 500 vehicles o Turkey Pass Parking Area - 200 vehicles
■ Annual Growth Rate - 1% from 2023 to 2043 (20 year design life)
■ Direction Distribution - 50%
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The design AADT used in the pavement designs includes 10% Class 5 Vehicles and 1% Class 8
Vehicles and a combination of cars and pickup trucks. If these design traffic parameters are inconsistent with those desired by the client, the revised traffic information should be submitted for our review to evaluate any potential changes to our design recommendations.
Pavement Design Parameters
Pavement Design Parameters
Reliability
Level of Reliability 80%
Standard Deviation 0.49
Serviceability
Initial Serviceability Index 4.2
Terminal Serviceability Index 2.5
Subgrade
Conditions
Design CBR 2.5 to 3.0
Design Resilient Modulus, Mr 4,500 to 5,000 psi
Layer Properties
Asphalt Concrete (AC) Layer Coefficient (403) 0.40
Aggregate Base (ABC) Layer Coefficient (301) 0.14
Cement Stabilized Full Depth Reclamation (FDR) Layer
Coefficient (305)
0.20
Asphalt Concrete Pavement Recommendations - Full-Depth Reclamation (FDR)
Based upon the parameters listed in previous sections, the following minimum flexible pavement sections may be considered for Asphalt Concrete Pavement in areas of Full-Depth Reclamation
(FDR) for this project:
Full-Depth Reclamation (FDR)
Layer Materials
Clear Bay Avenue
Turkey Pass
Parking Area
Calypso Cove
Avenue
Breakwater Drive
Area 2 Road
Thickness (in.) 1
Surface2
Item 403 Asphalt Concrete Superpave ODOT S5 Mix
PG 70-28OK
2.0 1.5 1.5 1.5 1.5
Base2
Item 403 Asphalt Concrete Superpave ODOT S4 Mix
PG 64-22OK
2.0 2.0 2.0 2.0 2.0
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FDR3
Item 305 Cement Stabilized
FDR
8.0 8.0 8.0 8.0 8.0
Total Pavement Section (in.) 12 11.5 11.5 11.5 11.5
1. The individual and total material thickness values presented herein represent minimum thickness values, not averages.
2. Materials should meet Oklahoma Standard Specifications for Highway Construction (2019), Sections
703.01 Aggregate and 708 Plant Mix Bituminous Bases and Surfaces. ODOT Type S5 should have a 3/8-inch nominal maximum aggregate size and ODOT Type S4 should have a 1/2-inch nominal maximum aggregate size.
3. The processed pavement, base, and subgrade should be stabilized with cement or approved equivalent after all pavement layers have been pulverized and blended to provide added strength and stability to the final pavement section. A mix design should be conducted on a representative sample of the blended materials to determine the optimum amount of stabilizing agent required.
Cement Stabilized FDR materials should meet FP-14 requirements as shown above for materials and placement.
To reduce potential strength loss, and to improve the long-term subgrade support, the top 8 inches of the Full-Depth Reclamation (FDR) processed pavement, base, and subgrade should be chemically stabilized. This may require off-site mixing of the processed pavement, base, and subgrade and chemical additive. A mix design should be conducted on a representative sample of the blended materials to determine the optimum amount of stabilizing agent required. We recommend following ODOT’s OHD L-50 for determining the actual type and percentage of chemical used as indicated in the table below.
Soil Stabilization Table
Additive
(Expressed as a percentage added on oven dry basis)
Soil Group Classification - AASHTO M145
A-1 A-1
A-3
A-4
A-5
A-6
A-7
A-1-a A-1-b A-2-4 A-2-5 A-2-6 A-2-7 A-7-5 A-7-6
Portland Cement 4 4 4 4 4 4 5 √ √ √
Fly Ash 12 12 13 14 14 14
Cement Kiln Dust
(Pre-Calciner Plants) 5 5 5 5 5 5 6 √ √
Cement Kiln Dust
(Other Type Plants) 10 10 10 11 11 11 12 12 12
Hydrated Lime* 4 5** 5**
A blank in the table indicates the additive is not recommended for that soil group. Recommended amounts include a safety factor for loss due to wind, grading, and/or mixing. Pre-Calciner plants are identified on the ODOT Materials Division approved list for cement kiln dust.
√ = Mix Design required
*= Reduce quantity by 20 percent when quick lime is used, i.e. 4% x 0.8 = 3.2%, 5% x 0.8 = 4.0%, 6% x 0.8 = 4.8%.
**= use 6% when liquid limit is greater than 50.
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Asphalt Concrete Pavement Recommendations - Widening / Subexcavation
Based upon the parameters listed in previous sections, the following minimum flexible pavement sections may be considered for Asphalt Concrete Pavement in areas of widening and subexcavation for this project:
Widening / Subexcavation
Layer Materials
Clear Bay Avenue
Turkey Pass
Parking Area
Calypso Cove
Avenue
Breakwater Drive
Area 2 Road
Thickness (in.) 1
Surface2
Item 403 Asphalt Concrete Superpave ODOT S5 Mix
PG 64-22OK
2.0 1.5 1.5 1.5 1.5
Base2
Item 403 Asphalt Concrete Superpave ODOT S4 Mix
PG 64-22OK
2.5 2.5 2.5 2.0 2.5
Aggregate3 Item 302 ODOT Type A
8.0 8.0 8.0 8.0 8.0
Geotextile
Section 714 Class 2 Non-Woven 8 oz/SY Separator Fabric
Yes Yes Yes Yes Yes
Total Pavement Section (in.) 12.5 12 12 11.5 11.5
1. The individual and total material thickness values presented herein represent minimum thickness values, not averages.
2. Materials should meet Oklahoma Standard Specifications for Highway Construction (2019), Sections
703.01 Aggregate and 708 Plant Mix Bituminous Bases and Surfaces. ODOT Type S5 should have a 3/8-inch nominal maximum aggregate size and ODOT Type S4 should have a 1/2-inch nominal maximum aggregate size.
3. Aggregate Base shall comply with Section 703.01 Aggregate for Aggregate Base Type A of the Oklahoma DOT standard specifications. The Aggregate Base shall meet the requirements of Class A in Table 703:1.
Base course or 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.
Crushed Aggregate Base should meet FP-14 requirements as shown above for materials and placement. Oklahoma DOT Type “A” Aggregate Base is recommended for the project.
Asphalt Concrete Mix Design Requirements
Asphalt Concrete Pavement used on this project should be an Item 403, Superpave mix designed and constructed in accordance with Section 403 of the Standard Specifications in FP-14. ODOT
Type S5 should have a 3/8-inch nominal maximum aggregate size and ODOT Type S4 should
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EARTHWORK
Earthwork activities, including site preparation, fill material types, compaction requirements, grading, and drainage, should be completed in accordance with the Standard Specifications for
Construction of Roads and Bridges on Federal Highway Projects (FP-14), Section 204. The following presents general recommendations for site subgrade preparation and placement of fill considering these guidelines. Earthwork, including subgrade preparation and fill placement, should be observed and tested by Terracon.
Subgrade Preparation
After removal of the existing pavement and base materials, subgrade preparation for the new pavement construction for widening and subexcavation areas should include proofrolling the exposed subgrade with a loaded, tandem-axle dump truck weighing at least 25 tons (under the observation of Terracon personnel) to locate any soft or unstable zones. The proofrolling should involve overlapping passes of the equipment. Where rutting or pumping is observed during proofrolling, the unstable soils should be overexcavated and replaced with an approved soil as described in following sections if it cannot be effectively dried and compacted in-place. Some of the subgrade soils under the existing pavement may have accumulated moisture and could be unstable under the proofrolling load. The extent of this unstable soil will not become evident until construction begins, but this condition should be anticipated and planned for accordingly.
Following pavement removal and proofrolling, the exposed subgrade in areas to receive new fill should be scarified to a depth of 8 inches, adjusted to a workable moisture content that is within
2 percent of its optimum value for cohesionless soils and above its optimum values for cohesive soils. The subgrade should then be compacted to at least 95 percent of the material’s maximum dry density as determined by test method ASTM D698 (standard Proctor).
Fill Materials
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.
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Soil Type
USCS
Classification Acceptable Location for Placement
Item 204
Treated Onsite Soils or Imported
Low Plasticity Cohesive Soils-
■ Liquid Limit (LL) less than 40
■ Plasticity Index (PI) between
5 and 15
■ At least 60 percent passing
U.S. #200 sieve
CL, CL-ML
■ Develop the subgrade in pavement widening areas
On-Site Cohesive Soils CH, CL-CH, CL
■ Non-structure areas
■ Below 8-inch FDR or aggregate base sections in pavement areas
On-Site Cohesionless Soils SM, SC-SM, SC
■ Non-structure areas
■ Below 8-inch FDR or aggregate base sections in pavement areas
Item 302
ODOT Type “A” Aggregate meeting the requirements of Section 703.01
GW-GM, GP-GC
■ 8-inch thick layer of aggregate base course below pavement for widening and subexcavation sections
1. Fill should consist of approved materials free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.
2. Recycled aggregate is not recommended.
Placement and Compaction Requirements
Compact each layer of fill according to specifications in FP-14, Section 204.11.
Pavement Drainage
The pavement surfacing should be sloped to provide rapid drainage of surface water. Water should not be allowed to pond on or adjacent to these grade-supported slabs, since this could saturate the subgrade and contribute to premature pavement or slab deterioration.
Pavement Maintenance
To extend the life of the pavements, periodic maintenance should include cleaning and sealing all cracks. Cracks should be routed, cleaned, and dried immediately before applying sealants. A liquid crack sealant is recommended for sealing all cracks as they develop. Sealing will reduce moisture intrusion into the subgrade. Pavement sections that develop cracks should be sealed as soon as possible to prevent further deterioration that will lead to total replacement if left unattended.
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GENERAL COMMENTS
The analysis and opinions 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 traffic, site drainage and weather. The nature and extent of such variations may not become evident until pavement repairs are underway. If variations appear, we should be immediately notified so that further evaluation and analysis can be performed.
The scope of services of this project does not include either specifically or by implication any environmental assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential of 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. In the event that any changes in the nature of the project as outlined in this report are planned, the analysis and conclusions contained in this report shall not be considered valid unless Terracon
Consultants, Inc. reviews the changes, and either verifies or modifies the conclusions of this report in writing.
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ATTACHMENTS
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EXPLORATION AND TESTING PROCEDURES
Field Exploration
The pavement and subgrade were evaluated at thirteen locations on December 6 and 7, 2021.
The pavement was cored with a 6-inch diameter diamond bit and a hand auger was used to extend the borings to depths of about 3 feet below the surface of the asphalt pavement at the approximate locations shown on the attached Exploration Plan in the Exploration Results section.
The stiffness/relative density of the subgrade materials was assessed with a dynamic cone penetrometer (DCP), and disturbed samples were obtained from the auger cuttings. The DCP consists of a 17.6-pound slide hammer falling 22.6 inches onto an anvil driving a 0.79-inch diameter cone into the soil. The number of blows required to drive the cone is recorded along with the penetration depth and roughly corresponds to the California Bearing Ratio, CBR. The
CBR is a strength measure comparing the penetration resistance of compacted soil to that of densely compacted crushed rock.
The sampling depths, soil descriptions, and laboratory test results 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.
Field logs were prepared as part of the coring and hand auger operations. These boring logs included visual classifications of the materials encountered during drilling and the field personnel’s interpretation of the subsurface conditions between samples. The final boring logs included with this report may include modifications based on observations and tests of the samples in the laboratory.
Laboratory Testing
The project engineer reviewed the field data and assigned laboratory tests to understand the engineering properties of the various soil strata, as necessary, for this project.
■ Water content
■ Atterberg limits
■ Grain size analysis
The laboratory testing program often included examination of soil samples by an engineer. Based on the material’s texture and plasticity, we described and classified the soil samples in accordance with the Unified Soil Classification System.
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SITE LOCATION AND EXPLORATION PLANS
Contents:
Site Location Plan
Exploration Plan (5 pages)
Note: All attachments are one page unless noted above.
SITE LOCATION
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SITE LOCA TION
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
EXPLORATION PLAN
it as desired, but try to keep to a single line of text to avoid reformatting the page.
EXPLORATION P LAN
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS
EXPLORATION RESULTS
Boring Logs (C-1 through C-13)
Core Logs (C-1 through C-13)
DCP Results (C-1 through C-13)
Atterberg Limits
Grain Size Distribution
7.5
13.2
11.2
20-12-8
APPROX. 3.5" OF ASPHALT PAVEMENT
SANDY LEAN CLAY (CL), reddish brown
LEAN TO FAT CLAY (CL/CH), with sand, reddish brown
SILTY SAND (SM), red
Boring Terminated at 3.3 Feet
0.3
0.8
2.8
3.3
Stratification lines are approximate. In-situ, the transition may be gradual.
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LIMITSLOCATION See Exploration Plan
Latitude: 35.2016° Longitude: -97.2386°
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DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-1
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-06-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-06-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
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8.7
9.7
12.7 31-14-17
APPROX. 1.5" OF ASPHALT PAVEMENT
APPROX. 4" OF AGGREGATE BASE
SILTY SAND (SM), light brown
LEAN CLAY WITH SAND (CL), reddish brown
Boring Terminated at 3.5 Feet
0.1
0.5
3.0
3.5
Stratification lines are approximate. In-situ, the transition may be gradual.
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S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2034° Longitude: -97.2412°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-2
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-06-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-06-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
10.7
10.2
14.2
19-13-6
APPROX. 1.5" OF ASPHALT PAVEMENT
APPROX. 7" OF AGGREGATE BASE
SILTY SAND (SM), trace clay, brown
SILTY CLAYEY SAND (SC-SM), brown
- trace gravel, reddish brown below 3.2'
Boring Terminated at 3.8 Feet
0.1
0.7
1.2
3.8
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2063° Longitude: -97.2443°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-3
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-06-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-06-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
15.5
12.7
12.7
45-19-26
APPROX. 10" OF ASPHALT PAVEMENT
LEAN CLAY WITH SAND (CL), red
Auger Refusal at 2.6 Feet
0.9
2.6
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2080° Longitude: -97.2476°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-4
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-06-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-06-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
6.2
7.2
9.3 25-12-13
APPROX. 1.5" OF ASPHALT PAVEMENT
APPROX. 6" OF AGGREGATE BASE
SILTY SAND (SM), reddish brown
SANDY LEAN CLAY (CL), trace gravel, reddish brown
Boring Terminated at 3.7 Feet
0.1
0.6
3.1
3.7
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2098° Longitude: -97.2516°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-5
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-06-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-06-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
7.1
6.5
19.0
22-11-11
APPROX. 1" OF ASPHALT PAVEMENT
APPROX. 8" OF AGGREGATE BASE
CLAYEY SAND (SC), dark reddish brown
-red, trace gravel below 1.75'
Auger Refusal at 2.6 Feet
0.1
0.8
2.6
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2095° Longitude: -97.2520°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-6
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-06-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-06-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
20.4
24.4
4.9
55-16-39
APPROX. 1.5" OF ASPHALT PAVEMENT
APPROX. 7" OF AGGREGATE BASE
FAT CLAY (CH), red
SILTY SAND (SM), reddish yellow
Boring Terminated at 3.8 Feet
0.1
0.7
2.5
3.8
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2099° Longitude: -97.2525°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-7
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-06-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-06-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
19.9
18.8
5.2
26-13-13
APPROX. 2" OF ASPHALT PAVEMENT
APPROX. 7" OF AGGREGATE BASE
LEAN CLAY (CL), trace sand, red
SILTY SAND (SM), reddish yellow
Boring Terminated at 3.8 Feet
0.2
0.8
2.6
3.8
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2098° Longitude: -97.2529°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-8
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-06-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-06-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
17.1
19.5
16.2
55-20-35
APPROX. 3.5" OF ASPHALT PAVEMENT
APPROX. 6" OF AGGREGATE BASE
FAT CLAY (CH), red
Boring Terminated at 3.8 Feet
0.3
0.8
3.8
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2118° Longitude: -97.2475°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-9
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-07-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-07-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
14.0
12.8
11.2 45-19-26
APPROX. 4.75" OF ASPHALT PAVEMENT
APPROX. 6" OF AGGREGATE BASE
LEAN CLAY WITH SAND (CL), trace gravel, red
Boring Terminated at 3.9 Feet
0.4
0.9
3.9
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2134° Longitude: -97.2479°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-10
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-07-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-07-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
14.4
16.5
14.6
27-14-13
APPROX. 5.25" OF ASPHALT PAVEMENT
LEAN CLAY WITH SAND (CL), brown
CLAYEY SAND (SC), reddish brown
LEAN CLAY WITH SAND (CL), red
Boring Terminated at 3.4 Feet
0.4
0.9
2.9
3.4
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2124° Longitude: -97.2449°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-11
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-07-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-07-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
5.9
6.4
10.5 37-14-23
APPROX. 2" OF ASPHALT PAVEMENT
SILTY SAND (SM), brown
-red below 0.7'
LEAN CLAY WITH SAND (CL), orangish brown
Boring Terminated at 3.2 Feet
0.2
2.7
3.2
Stratification lines are approximate. In-situ, the transition may be gradual.
T H
IS
B
O R
IN
G
L O
G I
S N
O T
V A
L
ID
I F
S E
P A
R A
T E
D F
R O
M O
R
IG
IN
A
L R
E P
O R
T
G E
O S
M A
R T
L O
G -N
O W
E
L A
K E
T H
U N
D E
R B
IR
D
G
P J
T E
R R
A C
O N
D
A T
A T
E M
P L
A T
E .G
/2
D E
P T
H
F t.)
W A
T E
R L
E V
E L
O B
S E
R V
A T
IO
N
S
W A
T E
R C
O N
T E
N T
LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2147° Longitude: -97.2424°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-12
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-07-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-07-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
E N
T F
IN
E
S
S A
M P
LE
T
Y
10.7
9.6
10.1
23-14-9
APPROX. 2.5" OF ASPHALT PAVEMENT
SILTY CLAYEY SAND (SC-SM), reddish brown
-red below 0.7'
Boring Terminated at 3.3 Feet
0.2
3.3
Stratification lines are approximate. In-situ, the transition may be gradual.
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LL-PL-PI
ATTERBERG
LIMITSLOCATION See Exploration Plan
Latitude: 35.2169° Longitude: -97.2415°
G R
A P
H
IC
L O
G
DEPTH
Advancement Method:
Abandonment Method:
Boring backfilled with soil cuttings upon completion.
Notes:
Project No.: 03215112
Drill Rig: Hand Auger
BORING LOG NO. C-13
DJ&A PCCLIENT:
Missoula, MT
Driller: R. Peters
Boring Completed: 12-07-2021
PROJECT: Lake Thunderbird Access - Scoping Phase
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.
Lake Thunderbird State Park Norman, Oklahoma
SITE:
Boring Started: 12-07-2021
4701 N Stiles Ave Oklahoma City, OK
WATER LEVEL OBSERVATIONS
No free water observed
P E
R C
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T F
IN
E
S
S A
M P
LE
T
Y
TOP
CORE NUMBER
DATE CORED
LOCATION
1 1 1/4
1 1/4
GPS LATITUDE 35.2016 LONGITUDE -97.2386
Total Core Thickness 3 1/2Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-1
Layer Type
Sample
No
Layer
Thickness (in.) Layer Characteristics*
Asphaltic Concrete
Asphaltic Concrete
CORE DATA
Asphaltic Concrete
12/6/2021
Clear Bay Avenue
Lake Thunderbird State Park
Norman, Oklahoma
Surface Material Type:
Stripping or Separation in Asphalt:
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
Yes No Unknown
03215112 - C-1
DATE CORED
LOCATION
1 1 1/2
GPS LATITUDE 35.2034 LONGITUDE -97.2412
Total Core Thickness 5 1/2
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-2 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/6/2021
Clear Bay Avenue
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Aggregate Base not pictured
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-2
DATE CORED
LOCATION
1 1 1/2
GPS LATITUDE 35.2063 LONGITUDE -97.2443
Total Core Thickness 8 1/2
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-3 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/6/2021
Clear Bay Avenue
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Aggregate Base not pictured
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-3
DATE CORED
LOCATION
1 3/4
2 1/2
Asphaltic Concrete 2 3/4
Asphaltic Concrete 2
Asphaltic Concrete 2
GPS LATITUDE 35.2080 LONGITUDE -97.2476
Total Core Thickness 10
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-4 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/6/2021
Clear Bay Avenue
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Asphaltic Concrete
CORE DATA
Surface Material Type:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
Stripping or Separation in Asphalt:
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-4
DATE CORED
LOCATION
1 1 1/2
GPS LATITUDE 35.2098 LONGITUDE -97.2516
Total Core Thickness 7 1/2
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-5 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/6/2021
Turkey Bay Parking Area
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Aggregate Base not pictured
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-5
DATE CORED
LOCATION
1 1
GPS LATITUDE 35.2095 LONGITUDE -97.2520
Total Core Thickness 9
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-6 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/6/2021
Turkey Bay Parking Area
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Aggregate Base not pictured
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-6
DATE CORED
LOCATION
1 1 1/2
GPS LATITUDE 35.2099 LONGITUDE -97.2525
Total Core Thickness 8 1/2
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-7 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/6/2021
Turkey Bay Parking Area
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Aggregate Base not pictured
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-7
DATE CORED
LOCATION
1 2
GPS LATITUDE 35.2098 LONGITUDE -97.2529
Total Core Thickness 9
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-8 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/6/2021
Turkey Bay Parking Area
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Aggregate Base not pictured
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-8
DATE CORED
LOCATION
1 2
1 1/2
GPS LATITUDE 35.2118 LONGITUDE -97.2475
Total Core Thickness 9 1/2
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-9 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/7/2021
Area 2 Road
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Asphaltic Concrete
Aggregate Base not pictured
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-9
DATE CORED
LOCATION
1 1 3/4
GPS LATITUDE 35.2134 LONGITUDE -97.2479
Total Core Thickness 10 3/4
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-10 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/7/2021
Area 2 Road
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Asphaltic Concrete
Asphaltic Concrete
Aggregate Base not pictured
CORE DATA
Surface Material Type:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
Stripping or Separation in Asphalt:
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-10
DATE CORED
LOCATION
1 2
1 3/4
1 1/2
GPS LATITUDE 35.2124 LONGITUDE -97.2449
Total Core Thickness 5 1/4
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-11 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/7/2021
Calypso Cove Avenue
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Asphaltic Concrete
Asphaltic Concrete
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-11
DATE CORED
LOCATION
1 1/2
1 1/2
GPS LATITUDE 35.2147 LONGITUDE -97.2424
Total Core Thickness 2
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-12 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/7/2021
Breakwater Drive
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Asphaltic Concrete
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C. P.C.C.
Stripping Separation N/A
Honeycomb "D" Cracking N/A
Continuously Reinforced Concrete
03215112 - C-12
DATE CORED
LOCATION
1 1/2
GPS LATITUDE 35.2169 LONGITUDE -97.2415
Total Core Thickness 2 1/2
CORE LOG CORE LAYER DATA (FROM TOP TO BOTTOM):
C-13 Sample
No Layer Type
Layer
Thickness (in.) Layer Characteristics* 12/7/2021
Breakwater Drive
Lake Thunderbird State Park Asphaltic Concrete
Norman, Oklahoma Asphaltic Concrete
CORE DATA
Surface Material Type:
Stripping or Separation in Asphalt:
Honeycomb or "D" Cracking in PCC:
Stabilized Subgrade Beneath Pavement or Sub-base?
A.C.…
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