Red Rock Consulting

RED ROCK CONSULTING

PEDOLOGICAL & GEOLOGICAL SOIL SURVEY

EC 1394Q US 56 OVER BEAVER RIVER CIMARRON COUNTY, OKLAHOMA 28658(04)

Prepared For:

Professional Engineering Consultants 10017 S. Pennsylvania Avenue Oklahoma City, OK. 73159 Attention: Mr. Jim Moore, PE

Prepared By:

Red Rock Consulting, LLC P.O. Box 30591 Edmond, Oklahoma 73003 (405) 562-3328

May 14, 2014 Project No. 14039 RED ROCK CONSULTING

May 14, 2014

Professional Engineering Consultants 10017 S. Pennsylvania Avenue Oklahoma City, OK. 73159

Attention: Mr. Jim Moore, PE

Re : Pedological & Geological Soil Survey EC 1394Q US 56 over Beaver River Cimarron County, Oklahoma 28658(04) RRC Project No. 14039

Dear Mr. Moore,

We are pleased to submit herewith this report entitled "Pedological & Geological Soil Survey, EC 13940, US 56 over Beaver River, Cimarron, County, Oklahoma, 28658(04 )".

In an effort to provide a more environmentally friendly service, this report has been printed double-sided on 100% recycled paper.

Kristi K. Bumpas, PE, LEED AP James B. Nevels, Jr, PhD, PE Project Engineer Geotechnical Engineering Consultant Oklahoma PE No. 23667 Oklahoma PE No. 9282

PO. BOX 30591 · EDMOND. OK 73003 • 405-562- 3328 • WWW.REDROCKGEO.COM PEDOLOGICAL & GEOLOGICAL SOIL SURVEY

EC 1394Q US 56 OVER BEAVER RIVER CIMARRON COUNTY, OKLAHOMA 28658(04)

PROJECT NO. 14039

1.0 INTRODUCTION ...... 3 1.1 Project Authorization ...... 3 1.2 Qualifications ...... 3 1.2 Proposed Construction ...... 3 2.0 PEDOLOGICAL and GEOLOGICAL SOIL SURVEY ...... 5 2.1 Site Conditions ...... 5 2.2 Subsurface Conditions ...... 5 2.3 Field Investigation ...... 5 2.4 Soil Taxonomy ...... 6 2.5 Soil Description ...... 6 2.6 Geologic Statement ...... 7 2.7 Soil Series Station Extents ...... 8 3.0 LABORATORY TESTING and TEST DATA RESULTS...... 9 3.1 Laboratory Test Procedures and Test Results ...... 9 4.0 SHRINKAGE and SWELL FACTORS ...... 10 4.1 Estimation of Shrinkage and Swell Factors ...... 10 5.0 CONSTRUCTION CONSIDERATIONS ...... 11 5.1 Soil Parameter Considerations and Compacted Fill Requirements ...... 11 5.2 Other Factors ...... 12 5.3 Cut Section Considerations...... 12 5.4 Groundwater Observations ...... 13 6.0 RECOMMENDATIONS ...... 14 7.0 GENERAL COMMENTS ...... 15

TABLES

TABLE 1 – General Comments on the Soil Series Investigated TABLE 2 – Soil Series Taxonomic Class and Comments TABLE 3 – Soil Taxonomy TABLE 4 – Soil Series Station Extents TABLE 5 – Shrinkage/Swell Factors for Earthwork Excavation TABLE 6 – Cut Section Considerations

TABLE 7 – Recommended MR for Pavement Design

APPENDICES

APPENDIX A – General Site Maps APPENDIX B – Web Soil Survey 3.0 APPENDIX C – Soil Taxonomy Statement APPENDIX D – Pedological Soil Logs and Test Data APPENDIX E – Abrasion and Corrosion Rating

PEDOLOGICAL & GEOLOGICAL SOIL SURVEY

EC 1394Q US 56 OVER BEAVER RIVER CIMARRON COUNTY, OKLAHOMA 28658(04)

PROJECT NO. 14039

1.0 INTRODUCTION

1.1 Project Authorization

Kristi K. Bumpas, PE LEED AP, President of Red Rock Consulting, LLC, assigned this project to James B. Nevels, Jr, PhD, PE on February 17, 2014. The work was authorized by Professional Engineering Consultants (PEC), PA at the Cherokee Building 4150 S. 100th E. Avenue, Suite 401, Tulsa Ok 74146.

The scope of work for the pedological and geological soil survey includes all resilient modulus and supporting data, soil taxonomy and soil descriptions, geologic statement, problem soils, analysis and recommendations.

The purpose of this study was to explore the subsurface conditions at the site with regards to project earthwork and pavement subgrade construction. The scope did not include any environmental assessment for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or air on or below or around the site.

1.2 Qualifications

Mr. James B. Nevels’, Jr, PhD, PE responsibility was limited to selecting the representative soil series sampling locations, logging the soil series descriptions, reviewing the Red Rock Consulting, LLC test data, and preparing the preliminary report. The laboratory processing and testing of the pedological soil samples was conducted by Cobb Engineering Co. at 13801 N. Meridian Avenue in Oklahoma City, Oklahoma, 73134; and the resilient modulus tests were performed by Naji Khoury at 3051 PS Business Center, Woodbridge, VA 22192 for Red Rock Consulting. The field sampling and laboratory testing were performed in general accordance with the current Oklahoma Department of Transportation (ODOT) Roadway Design geotechnical specification (June 29, 2011).

1.2 Proposed Construction

The project consists of the replacement of the existing six span bridge and approach embankments with a new five span bridge and grade and drain located approximately 8.6 miles southwest of the junction of US 385 and US 56 along US 56 over the Beaver River. The center Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014 line for the new alignment grading is along the existing center line of survey of US 56 at approximately the same grade line elevation. The roadway improvement calls for a new 24 foot wide pavement with 8 wide foot shoulders with a minimum 20 foot clear zone. The proposed roadway reconstruction will be made by redirecting traffic onto a shoofly grade to be constructed at a 100 foot offset southeast of the existing alignment. Based on the plan cross‒sections, the shoofly grade will involve cut section grading that intercepts and cuts into the mixed eolin sands, and partly wind reworked alluvial materials, unconsolidated sediments of the Ogallala Formation, and the Dakota Sandstone Formation.

The proposed beginning of the project (BOP) is at station 1042+50, and the end of project (EOP) is at station 1055+00 along the existing US 56 centerline. The overall roadway length of the project is 874.50 feet (0.165 miles), and total length of project is 1250.00 feet (0.237 miles). The preliminary design plans were prepared by PEC. Pertinent sheets of the plan set are presented in Appendix A.

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014

2.0 PEDOLOGICAL and GEOLOGICAL SOIL SURVEY

2.1 Site Conditions

The site of the referenced project is located approximately 8.6 miles southwest of the junction of US 385 and US 56 along US 56 over the Beaver River in Cimarron County, Oklahoma. The general location of the site is shown in Figure 1. The existing US 56 alignment is a 24 foot wide asphalt pavement with 3 foot mixed aggregate and grass shoulders with a varying 100 to 120 foot right of way. The existing alignment is on northeast‒southwest tangent alignment with connecting local roads at each end surveyed project extent. Existing utilities along the proposed alignment consist of the following: a.) overhead electric lines (unidentified) west of station 1035+00 and b.) overhead electric lines (unidentified) crossing the existing alignment at approximately station 1060+66. Additional utilities should be anticipated within the proposed construction areas. The surrounding land along the existing alignment is generally all range land used for cattle grazing, see Figure 2.

2.2 Subsurface Conditions

The subsurface conditions throughout this project extent consist of soils developed from alluvial sediments, mixed eolin sands, and partly wind reworked alluvial materials, see Table 1. The geomorphic province at this site is the High Plains which consists of mostly a flat upland surface on Quaternary and Tertiary geologic aged alluvial and windblown sands and unconsolidated sediments. The High plains province contains some sand dunes and playas; deeply dissected along rivers and major streams.

2.3 Field Investigation

Mr. James B. Nevels, Jr, PhD, PE, performed the field operations and soil sampling on March 14 ‒ 16, 2014. A check with the USDA Natural Resources Conservation Service (NRCS) Web Soil Survey 3.0 program indicates that there are three soil series (Corlena, Vona, and Valent) that cross the alignment at various points. The Corlena soil series is found singularly and the Vona and Valent soil series are in a soil complex as noted below. A soil series complex means that two or more dissimilar soil series occur in a regular repeating pattern but that these soil series cannot be mapped separately on the soil map on page 1 of the Web Soil Survey 3.0 as in this case.

The results of this Web Soil Survey 3.0 include the following: a.) soil survey; b.) the soil series extended soil information; and c.) the Official Soil Descriptions (OSD) of the Corlena, Vona, and Valent soil series, see Appendix B. An enlarged soil map presented in Figure 2 indicates the following: a.) BOP and EOP for the US 56 alignment, b.) area of interest (AOL), c.) soil map units, and d.) the approximate sampling locations of the soil series.

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014

The original scope of work called for sampling the Corlena soil series and the Vona‒Valent complex. These three soil series were sampled with a 4 ¾ inch mud hand auger at the recorded station and offset locations noted in the pedological logs. The USDA Natural Resources Conservation Service (NRCS) official soil descriptions (OSD) and Field Book for Describing and Sampling Soils, Version 3.0 were used to model the Corlena, Vona, and Valent soil series profile depths and descriptions in the sampling process, see Appendix B.

A review of the Cimarron County Soil Survey (June 1960) indicates that the soil series extents and number descriptions along this alignment project extent are almost as exactly the same as compared to what is reported in the Web Soil Survey 3.0. However, the Vona‒Tivoli loamy fine sands (Vb) has been re‒correlated to the Vona‒Valent complex, 3 to 5 percent slopes (Vb) and the Lincoln soils (La) has been re‒correlated to the Corlena loamy fine sand, 0 to 1 percent slopes, occasionally flooded (La) in the Web Soil Survey 3.0.

2.4 Soil Taxonomy

The soil taxonomic class for all the soil series is presented in Table 2 and a further taxonomic description is given in Table 3. A soil taxonomy statement for all soil series is presented in Appendix C. The soil series throughout this report are arranged in decreasing order and great group to reinforce and emphasize the taxonomic classification.

2.5 Soil Description

The soil series identified along the alignment of this project in the order of occurrence beginning from the BOP are as follows:

Vona‒Valent complex, 3 to 5 percent slopes, (Vb) Water (W), undifferentiated alluvial sand Corlena loamy fine sand, 0 to 1 percent slopes, occasionally flooded, (La) Vona‒Valent complex, 3 to 5 percent slopes, (Vb)

Regarding the pedological and geological soil survey, the soil series identified in the project extent are from two soil orders and three suborders; see Table 3 and the soil taxonomic statement in Appendix B.

The Corlena soil series diagnostic horizons and features include an ochric epipedon and a fluventic feature. The ochric epipedon is a surface horizon with color values more than 5 dry or 3 moist, contains less than 0.6 percent organic carbon, or is hard to very hard and massive and includes the A1 horizon from the ground surface to an approximate depth of 5 inches. The fluventic feature refers to the A2 and C horizons where there occurs an irregular decrease in

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014 organic matter with depth resulting within these horizons zones of darker alluvial material below an approximate depth of 5 inches. A water table ranges between 3 to 10 feet below the ground surface.

The Valent soil series diagnostic horizons and features include an ochric epipedon and an ustic aridic soil moisture regime. The ochric epipedon as described above includes the A horizon from the ground surface to an approximate depth of 4 inches. The ustic aridic soil moisture regime means that the soil moisture regime ranges between the ustic and aridic soil moisture state. The ustic soil moisture refers to moisture changes in the pedon profile that in normal years, part of the moisture control section (depth of plant root penetration) of these soils is dry for more than 90 cumulative days but moist in some part for more than one−half of the days when the soil temperature is above 5˚ C (41˚ F) at 50 cm (19.7 inches). The aridic soil moisture regime refers a soil moisture classification that in normal years the moisture control section of these soils is both dry more than half the time when not frozen and never moist more than 90 consecutive days when soil temperatures are above 8˚ C (46˚ F) at 50 cm (19.68 inches) depth.

The Vona soil series diagnostic horizons and features include an ochric epipedon and an argillic horizon. The ochric epipedon as described above includes the A and AB horizons from the ground surface to an approximate depth of 9 inches. The argillic horizon develops through a process of illuviation where successive sub-horizons with depth develop with increasing clay content at least 1.2 times more clay content as occurring in an overlying sub-horizon and is represented by a lower case symbol 't' in the sub-horizon identification and includes the Bt horizon from approximate depth of 9 to 24 inches.

Ground water was not found in the auger borings for the Corlena, Valent, and Vona series on the reported dates of the site investigation.

2.6 Geologic Statement

The Cimarron County Soil Survey (December 1960) does not provide geologic map. A general but limited geologic description of the Cimarron County geology is presented on page 2 of the Cimarron County Soil Survey. The site geology is listed windblown sands, loess, and alluvium that overly the Ogallala Formation which is underlain by the Dakota sandstone.

According to the Oklahoma Department of Transportation (ODOT) Engineering Classification of Geologic Materials Division Six, 1969 (Red Book), the underlying geology for this project extent is Alluvium (Qas) and Terrace (Qts). The alluvium are deposits of sand, silt, clay, gravel, and combinations of these materials; and the terrace consist of sand, silt, clay, gravel, and/or mixtures of these materials According to the Geological Atlas of Texas, Dalhart Sheet by W. L. Fisher, Bureau of Economic Geology at The University of Texas at Austin, Texas, 1984; the geology underlying the project

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014 site is alluvium (Qal) and Windblown sand (Qs) underlain by the Ogallala Formation (To) of which is underlain by the Dakota Sandstone Formation (Kd). The Ogallala Formation consists of sand, silt, clay, gravel, and caliche in thicknesses up to 300 feet. The Dakota Sandstone upper division consists of brownish yellow sandstone with thickness ranging from 50 to 150 feet.

According to the U.S. Geological Survey, Reconnaissance of the Ground‒Water Resources of Cimarron County, Oklahoma ‒ Atlas HA‒373, 1973, by D.B. Sapik and R.L. Goemaat; the site geology consist of alluvium (Qa) and dune sand (Qd) underlain by the Ogallala Formation (To) which consists of generally unconsolidated clay, silt, sand, gravel, and caliche from 0 to 400 feet thick. The Ogallala Formation is moderately permeable and will yield as much as 1,200 gpm where sufficient saturated materials are penetrated. Underlying Ogallala Formation is the Dakota Sandstone (Kd) which is described as buff to light‒brown, fine to medium‒grained, thin bedded to massive sandstone with interbedded shale. The Dakota Sandstone is moderately to highly permeable and will yield as much as 200gpm.

The geological period and epoch respectively for the site geologic deposits are as follows: a.) alluvium and dune sand ‒ Quaternary and Pleistocene to Holocene; b.) Ogallala Formation ‒ Tertiary and Pliocene; and Dakota Sandstone ‒ Cretaceous and Lower Cretaceous.

The Oklahoma Geological Survey does not have definitive current publications for Cimarron County, Oklahoma.

2.7 Soil Series Station Extents

An estimate of the soil series station extents was based on using the Web Soil Survey 3.0 soil map on page 1, see Appendix B. The Web Soil Survey 3.0 soil map on page 1 was converted to a 1:20,000 map scale. The distances were then scaled in feet referenced from the intersection of the center line of US 56 and the Beaver River to establish the BOP and EOP station locations for the project extent. The soil series station extents are presented in Table 4. For clarity the soil map with the BOP and EOP is shown in Figure 2.

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014

3.0 LABORATORY TESTING and TEST DATA RESULTS

3.1 Laboratory Test Procedures and Test Results

The Corlena, Valent, and Vona soil series samples obtained during the field exploration were transferred to Red Rock Consulting, LLC to be forwarded for laboratory processing and testing. The laboratory tests performed on the soil series samples were in agreement and applicable AASHTO and ASTM test procedures. The laboratory testing schedule included the determination of the natural moisture content (AASHTO T265), Atterberg limits (AASHTO T89 and T90), grain size distribution (AASHTO T88), pH (AASHTO T200), resistivity (ASTM G57), laboratory moisture-density relations of soils (AASHTO T99), and the resilient modulus (MR) (AASHTO T307). The above test results are presented in tabulated pedological logs and accompanying test data sheets, see Appendix D.

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014

4.0 SHRINKAGE and SWELL FACTORS

4.1 Estimation of Shrinkage and Swell Factors

Shrinkage and swell factors for earthwork excavation are estimated for the laboratory Moisture‒Density Relations of Soils, Method A (AASHTO T‒99‒10), and test results for the composite horizons: Corlena 'C', Valent 'C', and Vona 'B' are presented in Table 5. The method used for estimating the shrinkage and swell factors for earthwork excavation is based on an ODOT in‒place density chart dated January 14, 1999, see Table 5.

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014

5.0 CONSTRUCTION CONSIDERATIONS

5.1 Soil Parameter Considerations and Compacted Fill Requirements

The soil parameters that affect compacted fill construction and their long term performance in a compacted fill are discussed below. The NRCS drainage and permeability (or saturated hydraulic conductivity) classes are listed below, and they are based on the frequency and duration of wet periods under conditions similar those in which the soil developed (in situ condition). Drainage and permeability characteristics of these soil series when place in a compacted fill are anticipated to have approximately the same properties as in the in situ condition. The following characteristics and ratings are taken from the OSD, Cimarron County Soil Survey (June 1960), and from the Web Soil Survey 3.0 local roads and streets extended soil data ratings:

The Corlena soil series profile has formed in alluvial sediments of Pleistocene geologic age which implies relative ease of excavation and handling of borrow materials due to recent deposition.

From the OSD, the drainage of the Corlene soil series is rated at well drained which means that water is removed from the soil readily but not rapidly. From the OSD, the permeability referring to the downward flow of water in the Corlena soil series is rated at as rapid meaning that water moves through the soil at an approximate rate of 6 to 20 inch per hour.

From the Cimarron County Soil Survey, the suitability of the Corlena soil series (formally Lincoln soil series) for roadway fill in the subgrade is rated as fair due to the uniform grain size of the sand particles.

The Web Soil Survey 3.0 rating for local roads and streets presented in Appendix B points out a very limited rating (1.0) for flooding. Flooding refers to the susceptibility to occasional flooding, see Table 4. Flooding would affect the base of a compacted embankment grade.

The Valent soil series profile has formed in mixed eolin sands of Pleistocene geologic age which implies relative ease of excavation and handling of borrow materials due to recent deposition. From the OSD, the drainage of the Valent soil series is rated at excessively drained which means that water is removed from the soil very rapidly. From the OSD, the saturated hydraulic conductivity referring to the downward flow of water in the Valent soil series is rated at as high to very high meaning that water moves through the soil at an approximate rate of 1.417 to greater than 14.17 inch per hour.

From the Cimarron County Soil Survey, the suitability of the Valent soil series for roadway fill in the subgrade is rated as fair described above for the Corlena soil series.

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014

The Web Soil Survey 3.0 rating for local roads and streets presented in Appendix B points out a not limited rating (0.0). A not limited rating indicates no restrictions regarding earthwork grading.

The Vona soil series profile has formed material weathered from shale interbedded with thin layers of sandstone of Pennsylvanian geologic age which implies relative ease of excavation and handling of borrow materials.

From the OSD the drainage of the Vona soil series is rated at well to somewhat excessively drained which means that water is removed from the soil rapidly. From the OSD the saturated hydraulic conductivity referring to the downward flow of water in the Vona is soil series is rated as high meaning that water moves through the soil at an approximate rate 1.417 to 14.17 inch per hour.

From the Cimarron County Soil Survey, the suitability of the Vona soil series for roadway fill in the subgrade is listed as described above for the Corlena soil series.

The Web Soil Survey 3.0 rating for local roads and streets presented in Appendix B points out a not limited rating (0.0) as described for the Valent soil series.

5.2 Other Factors

All soil series identified along this alignment are not known to have soil dispersive characteristics. The soil series are located in Area I of the Oklahoma Corrosion Stress Map indicating little or no stress with regard for potential steel pipe corrosion. It would appear that based on the alignment plan and profile and cross−sections that only a limited amount of borrow material may be needed in the construction grading from an outside of the project borrow source.

5.3 Cut Section Considerations

Based on the site investigation and review of the cross−sections, the grade cut‒sections for the shoo‒fly grading will involve the alluvium, eolin deposits, and unconsolidated deposits of the Quaternary and Tertiary geology. These geologic materials are all judged to be readily rippable to rippable. However, the Cretaceous geology, Dakota Sandstone, may be harder to rip. A higher performance ripper (D10R and D11R) may be required, consult the Caterpillar Handbook of Ripping, 12th Edition.

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014

5.4 Groundwater Observations

During the field investigation of the Corlena, Valent, and Vona soil series, no groundwater was observed at the time of soil series sampling in the auger borings. The Corlena soil series is subject to occasional flooding, and is reported have a water table that ranges from 3 to 10 feet the soil description.

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014

6.0 RECOMMENDATIONS

Based on the findings of the field and laboratory investigation and study at this site the following are recommended:

1. The soil materials in the approximate mollicepipedon depths of 28 and 13 inches respectively for the Verdigris soil series and the Dennis soil series are recommended to be used for topsoil.

2. The recommended resilient modulus (MR) based on the composite C horizon test results for the Verdigris soil series and composite Bt horizon the Dennis soil series and a deviator stress of 6 psi for pavement design are presented in Table 7.

3. Based on the pH and resistivity values recorded in the test data sheets, metal drainage pipe can be used because the site location is in Area I. Find enclosed in Appendix E appropriate abrasion and corrosion rating table and data.

4. The recommended embankment−section and cut−section slope design is a 3:1 slope ratio.

5. Regarding the soil stabilization of the finished grade soil material: For the Verdigris and Dennis soil series based on the tested plasticity and texture, the recommended soil stabilizer is hydrated lime. Testing may be required for a soil material from an outside of the area borrow source.

6. Apply the appropriate mulches and native Bermuda grass to further control all erosion of the grading according to the 2009 ODOT construction specifications.

Pedological& Geological Soil Survey US 56 over Beaver River, Cimarron County, Oklahoma 28658(04) RRC Project No. 14039 May 14, 2014

7.0 GENERAL COMMENTS

The exploration and analysis of the subsurface conditions reported herein are considered in sufficient detail and scope to form reasonable basis for the preliminary design of the pavement and grading sections. The recommendations submitted are based on the available soil information, laboratory testing results, local experience with soils and their taxonomy. If deviations from the noted subsurface conditions are encountered during construction, they should be brought to the attention of the Kristi K. Bumpas, PE LEED AP, President of Red Rock Consulting, LLC and I cannot be held responsible for the interpretation or implementation of this report by others. Red Rock Consulting, LLC should be retained to perform services sufficient to determine compliance with its recommendations. If Red Rock Consulting, LLC is not retained in this capacity, it will not accept any responsibility. The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with the professional engineering practice of geotechnical engineering. No other warranties are implied or expressed. After the design plans and specifications are complete, it is recommended that the geotechnical engineer be provided the opportunity to review the final design plans and specifications so that the report recommendations have been properly interpreted and implemented.

This report has been prepared for the exclusive use of Professional Engineering Consultants (PEC) for the specific application to the proposed roadway improvements project along US 56 beginning at approximately 8.6 miles southwest of the junction of US 385 along US 56 over the Beaver River for a project length of approximately 0.237 miles in Cimarron County, Oklahoma.

TABLES

TABLE 1 – General Comments on the Soil Series Investigated

TABLE 2 – Soil Series Taxonomic Class and Comments

TABLE 3 – Soil Taxonomy

TABLE 4 – Soil Series Station Extents

TABLE 5 – Shrinkage/Swell Factors for Earthwork Excavation

TABLE 6 – Recommended MR for Pavement Design

Table 1 - General Comments on the Soil Series Investigated

Soil Slope, Geology Series percent1

Corlena Soils formed in alluvial sediments of Pleistocene to Holocene geologic age. 0 to 1

Valent Soils formed in mixed eolin sands of Pleistocene to Holocene geologic age. 0 to 60

Vona Soils formed in eolin or partly wind reworked alluvial materials of Pleistocene to Holocene geologic 1 to 30 age.

1. Slopes as recorded from the OSD data.

Table 2 - Soil Series Taxonomic Class

Soil Series Taxonomic Class

Corlena Sandy, mixed, mesic, typic Utifluvents

Valent Mixed, mesic, Ustic Torripsamments

Vona Coarse – loamy, mixed, superactive1, mesic, Aridic Haplustalfs

1. Super active refers to a cation exchange activity class of the < 2mm fraction material in the control section

Table 3 - Soil Taxonomy1

Subgroup Soil Soil Series Order Suborder Great Group Particle Size Mineralogy Modifier Temperature

Corlena Entisols Fluvents Ustifluvents Typic Sandy Mixed Mesic

Valent '' Psamments Torripsamments Ustic --- '' ''

Vona Alfisols Ustalfs Haplustalfs Aridic Coarse - loamy '' ''

1. Reference is the Keys to Soil Taxonomy, Eleventh Edition, 2010.

Table 4 - Soil Series Station Extents1

Soil Series Symbol Station Station

State Job No. 28658 (04)

Vona – Valent complex, 3 to 5 percent slopes Vb 1042+50 (BOP) 1046+30 Water (W), undifferentiated alluvial sand W 1046+30 1049+60 Corlena loamy fine sand, 0 to 1 percent slopes, occasionally flooded La 1049+60 1051+70 Vona – Valent complex, 3 to 5 percent slopes Vb 1051+70 1055+00 (EOP)

1. References for station extents were the following: a.) intersection of 2nd Street and SH 9 and b.) centerline of Fish Creek.

Table 5 - Shrinkage/Swell Factors for Earthwork Excavation

ODOT In- Soil Compacted Shrinkage/Swell Depth, OMC5 Place Chart % Shrinkage/ Soil Series Horizon Classification Density, pcf Factors 2,3 Inches 4 (%) Density, pcf 1 Swell (USCS) (d) Average (w)

Corlena Composite C 11 – 70 SM 121.6 10.6 122 1.0472 4.72 (shrinkage)

Valent Composite C 4 – 60 SC 117.1 14.0 120 1.0568 5.68 (shrinkage)

Vona Composite B 9 – 90 SM 124.3 9.9 122 1.0637 6.37 (shrinkage)

1. 1 Shrinkage/Swell Factor = 0.95δd (1 + OMC) / δw 2. Shrinkage/Swell Factor :Swell < 1.0, Shrinkage > 1.0 3. % Shrinkage / Swell = [1.0000 +/- Factor]100 4. For a dual soil classification, use average value of each soil classification 5. OMC ‒ optimum moisture content in percent

1 Table 6 - Recommended MR for Pavement Design

Soil Sample Horizon Model Equatioin RM at 6 psi Series Number

Corlena C – Horizon OMC — Mr = 7630(6)0.21 11,115.7

Corlena C – Horizon OMC+2% — Mr = 5886(6)0.25 9,212.1

Valent C – Horizon OMC — Mr = 13854(6)‒0.21 9,509.6

Valent C – Horizon OMC+2% — Mr = 9129(6)‒0.16 6,853.6

Vona C – Horizon OMC — Mr = 6906(6)0.30 11,821.5

Vona C – Horizon OMC+2% — Mr = 5990(6)0.23 9,044.9

K2 1. Mr= K1xScyclic , where Scyclic = 6 psi.

APPENDICES

APPENDIX A – General Site Maps

APPENDIX B – Web Soil Survey 3.0

APENDIX C – Soil Taxonomy Statement

APPENDIX D – Pedological Soil Logs and Test Data

APPENDIX E – Abrasion and Corrosion Rating Table

APPENDIX A

General Site Maps

Figure 1. General site location in Cimarron County

Valent series location Corlena series location Vona series location

EOP

BOP

Figure 2. Enlarged soil map indicating BOP and EOP, AOL, soil map units, and approximate sampling locations.

APPENDIX B

Web Soil Survey 3.0

Soil Map—Cimarron County, Oklahoma 102° 41' 57'' W 102° 39' 52'' W

705700 706200 706700 707200 707700 708200 708700 36° 38' 52'' N 36° 38' 52'' N 4058200 4058200 4057700 4057700 4057200 4057200 4056700 4056700 4056200 4056200 4055700 4055700 4055200 4055200 4054700 4054700

36° 36' 39'' N 36° 36' 39'' N 4054200 706200 706700 707200 707700 708200 708700

Map Scale: 1:20,000 if printed on A portrait (8.5" x 11") sheet. Meters N 0 250 500 1000 1500 102° 41' 57'' W 102° 39' 52'' W Feet 0 500 1000 2000 3000 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84

Natural Resources Web Soil Survey 4/27/2014 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Cimarron County, Oklahoma

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 1:20,000. Area of Interest (AOI) Stony Spot Please rely on the bar scale on each map sheet for map Soils measurements. Very Stony Spot Soil Map Unit Polygons Source of Map: Natural Resources Conservation Service Wet Spot Soil Map Unit Lines Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Other Coordinate System: Web Mercator (EPSG:3857) Soil Map Unit Points Special Line Features Maps from the Web Soil Survey are based on the Web Mercator Special Point Features projection, which preserves direction and shape but distorts Water Features Blowout distance and area. A projection that preserves area, such as the Streams and Canals Albers equal-area conic projection, should be used if more accurate Borrow Pit Transportation calculations of distance or area are required. Clay Spot Rails This product is generated from the USDA-NRCS certified data as of Closed Depression the version date(s) listed below. Interstate Highways Gravel Pit US Routes Soil Survey Area: Cimarron County, Oklahoma Survey Area Data: Version 8, Dec 19, 2013 Gravelly Spot Major Roads Soil map units are labeled (as space allows) for map scales 1:50,000 Landfill Local Roads or larger. Lava Flow Background Date(s) aerial images were photographed: Oct 7, 2010—Oct 8, Marsh or swamp Aerial Photography 2010 Mine or Quarry The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Miscellaneous Water imagery displayed on these maps. As a result, some minor shifting Perennial Water of map unit boundaries may be evident.

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Natural Resources Web Soil Survey 4/27/2014 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Cimarron County, Oklahoma

Map Unit Legend

Cimarron County, Oklahoma (OK025)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI La Corlena loamy fine sand, 0 to 1 31.5 10.0% percent slopes, occasionally flooded Vb Vona-Valent complex, 3 to 5 221.4 69.9% percent slopes W Water 63.6 20.1% Totals for Area of Interest 316.6 100.0%

Natural Resources Web Soil Survey 4/27/2014 Conservation Service National Cooperative Soil Survey Page 3 of 3 Local Roads and Streets—Cimarron County, Oklahoma 102° 41' 57'' W 102° 39' 52'' W

36° 36' 39'' N 36° 36' 39'' N 4054200 706200 706700 707200 707700 708200 708700

Natural Resources Web Soil Survey 4/27/2014 Conservation Service National Cooperative Soil Survey Page 1 of 5 Local Roads and Streets—Cimarron County, Oklahoma

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) Background The soil surveys that comprise your AOI were mapped at 1:20,000. Area of Interest (AOI) Aerial Photography Please rely on the bar scale on each map sheet for map Soils measurements. Soil Rating Polygons Source of Map: Natural Resources Conservation Service Very limited Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Somewhat limited

Not limited Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts Not rated or not available distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate Soil Rating Lines calculations of distance or area are required. Very limited This product is generated from the USDA-NRCS certified data as of Somewhat limited the version date(s) listed below. Not limited Soil Survey Area: Cimarron County, Oklahoma Not rated or not available Survey Area Data: Version 8, Dec 19, 2013

Soil Rating Points Soil map units are labeled (as space allows) for map scales 1:50,000 Very limited or larger.

Somewhat limited Date(s) aerial images were photographed: Oct 7, 2010—Oct 8, 2010 Not limited The orthophoto or other base map on which the soil lines were Not rated or not available compiled and digitized probably differs from the background Water Features imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Streams and Canals

Transportation Rails

Interstate Highways

US Routes

Major Roads

Local Roads

Natural Resources Web Soil Survey 4/27/2014 Conservation Service National Cooperative Soil Survey Page 2 of 5 Local Roads and Streets—Cimarron County, Oklahoma

Local Roads and Streets

Local Roads and Streets— Summary by Map Unit — Cimarron County, Oklahoma (OK025)

Map unit Map unit name Rating Component Rating reasons Acres in AOI Percent of AOI symbol name (percent) (numeric values) La Corlena loamy Very limited Corlena (95%) Flooding (1.00) 31.5 10.0% fine sand, 0 to 1 percent Manzano (5%) Flooding (1.00) slopes, Frost action occasionally (0.50) flooded Shrink-swell (0.50) Low strength (0.22) Vb Vona-Valent Not limited Vona (60%) 221.4 69.9% complex, 3 to 5 percent slopes W Water Not rated Water (100%) 63.6 20.1% Totals for Area of Interest 316.6 100.0%

Local Roads and Streets— Summary by Rating Value

Rating Acres in AOI Percent of AOI Not limited 221.4 69.9% Very limited 31.5 10.0% Null or Not Rated 63.6 20.1% Totals for Area of Interest 316.6 100.0%

Natural Resources Web Soil Survey 4/27/2014 Conservation Service National Cooperative Soil Survey Page 3 of 5 Local Roads and Streets—Cimarron County, Oklahoma

Description

Local roads and streets have an all-weather surface and carry automobile and light truck traffic all year. They have a subgrade of cut or fill soil material; a base of gravel, crushed rock, or soil material stabilized by lime or cement; and a surface of flexible material (asphalt), rigid material (concrete), or gravel with a binder. The ratings are based on the soil properties that affect the ease of excavation and grading and the traffic-supporting capacity. The properties that affect the ease of excavation and grading are depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, depth to a water table, ponding, flooding, the amount of large stones, and slope. The properties that affect the traffic-supporting capacity are soil strength (as inferred from the AASHTO group index number), subsidence, linear extensibility (shrink-swell potential), the potential for frost action, depth to a water table, and ponding.

The ratings are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect the specified use. "Not limited" indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. "Somewhat limited" indicates that the soil has features that are moderately favorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Fair performance and moderate maintenance can be expected. "Very limited" indicates that the soil has one or more features that are unfavorable for the specified use. The limitations generally cannot be overcome without major soil reclamation, special design, or expensive installation procedures. Poor performance and high maintenance can be expected.

Numerical ratings indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00).

The map unit components listed for each map unit in the accompanying Summary by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer are determined by the aggregation method chosen. An aggregated rating class is shown for each map unit. The components listed for each map unit are only those that have the same rating class as listed for the map unit. The percent composition of each component in a particular map unit is presented to help the user better understand the percentage of each map unit that has the rating presented.

Other components with different ratings may be present in each map unit. The ratings for all components, regardless of the map unit aggregated rating, can be viewed by generating the equivalent report from the Soil Reports tab in Web Soil Survey or from the Soil Data Mart site. Onsite investigation may be needed to validate these interpretations and to confirm the identity of the soil on a given site. Rating Options

Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified

Natural Resources Web Soil Survey 4/27/2014 Conservation Service National Cooperative Soil Survey Page 4 of 5 Local Roads and Streets—Cimarron County, Oklahoma

Tie-break Rule: Higher

Natural Resources Web Soil Survey 4/27/2014 Conservation Service National Cooperative Soil Survey Page 5 of 5

APPENDIX C

Soil Taxonomy Statement Soil Taxonomy Statement

Corlena Series

Order: Entisols The central concept of Entisols is that of soils that have little or no evidence of pedogenic horizon development. Typical of entisols is an ochric epipedon, a surface horizon that is light in color.

Suborder: Fluvents Fluvents are loamy and clayey (finer in texture than loamy fine sand) alluvial soils with very simple profiles. Irregularity of content of organic matter with depth is diagnostic. Stratification is common in alluvium and soils derived from it.

Great Group: Ustifluvents Ustifluvents have ustic moisture regimes. In most years, part of the moisture control section of these soils is dry for more than 90 cumulative days but moist in some part more than one-half the days that the soil temperature is above 5̊ C (41°F) at 50 cm (19.69 in). Subgroup Modifier: Typic Typic is defined as a taxon representing the central concept of the great group. A In the context of a soil survey a taxon is a class at any categorical level in the soil taxonomy system.

Particle Size: Sandy Sandy refers to a particle size class where the soil is sand or loamy sand that has less than 50 percent (by weight) very fine sand particles in the fine earth fraction.

Mineralogy: Mixed Mixed refers to a mineralogy class indicating that no one clay mineral type predominates.

Temperature: Mesic Mesic refers to a temperature classification the mean annual temperature 8o C (46oF) or higher but lower than 22o C, (72o F) and the difference between the mean summer and winter temperature is 6o C (43o F) or more either at a depth of 50 cm (19.69 inches) below the soil surface or at densic, lithic, or paralithic contact which is shallower.

1 Valent Series

Suborder: Psamments Psamments have textures of loamy fine or coarser and are better drained than Aquents.

Great Group: Torripsamments Torripsamments have an aridic or torric soil moisture regime. An aridic soil moisture regime that means in normal years the moisture control section (depth of root penetration) of the is both dry more than half the time, when not frozen and never moist more than 90 consecutive days when the soil temperatures are above 8o C ͦ (46o F) at 50 cm (19.69 inches) depth.

Subgroup Modifier: Ustic Ustic refers to a soil moisture regime that means in normal years, part of the moisture control section (depth to which plant vegetation roots penetrate) of these soils is dry for more than 90 cumlative days but moist in some part for more than one-half of the days when the soil temperature is above 5ο C (41°F) at 50 cm (19.69 in).

Particle Size: Null

Mineralogy: Mixed Mixed refers to a mineralogy class indicating that no one clay mineral type predominates.

Temperature: Mesic Mesic refers to a temperature classification the mean annual temperature 8o C (46o F) or higher but lower than 22o C, (72o F) and the difference between mean summer and mean winter temperature is 6o C (43o F) or more either at a depth of 50 cm (19.69 inches) below the soil surface or at densic , lithic, or paralithic contact which is shallower.

2 Vona Series

Order: Alfisols The central concept of Alfisols is that of soils that have an argillic horizon and a base saturation of 35 percent or greater. Alfisols have Redoximorphic features in all horizons. Argillic horizon s refer to a B horizon that has at least 1.2 times as much clay as does an above horizon. Redoximorphic feature refers to the alternation between reducing and oxidizing conditions that are responsible for the release of iron and manganese from primary minerals. This redox condition results in mottled soil colors and generally indicates a fluctuating watertables.

Suborder: Ustalfs Ustalfs have an ustic moisture regime which implies that in most years part of the moisture control section (depth of root penetration) is dry for more than 90 cumulative days. Ustalfs have calcium carbonate accumulation throughout the horizons.

Great Group: Haplustalfs Hapustalfs have a sandy or sandy-skeletal particle-size class throughout a layer extending from the mineral soil surface to the top of an argillic horizon at a depth of 50 cm or more.

Subgroup Modifier: Aridic Ardic is a soil moisture regime that means in normal years the moisture control section (depth of root penetration) of the is both dry more than half the time, when not frozen and never moist more than 90 consecutive days when the soil temperatures are above 8o C (46o F) at 50 cm (19.69 inches) depth.

Particle Size: Coarse‒loamy Coarse-Loamy refers to a particle size class where the soil in the fraction less than 75 mm in diameter has 15 percent or more by weight particles with diameters of 0.1 to 75 mm (fine sand or coarser, including rock fragments up to 7.5 cm in diameter) and in the fine earth fraction, less than 18 percent by weight clay.

Mineralogy: Mixed Mixed refers to a mineralogy class indicating that no one clay mineral type predominates.

APPENDIX D

Pedological Logs and Test Data

Name: Nevels Project: 28658(04) Date Surveyed : March 14 - 16, 2014 Location: Approximately 8.6 miles southwest of the junction of US 385 and US 56 over Beaver River County: Cimarron County, Oklahoma Pedological & Geological Soil Survey % Passing Depth Resistivity Sulfates Soil Group Station Horizon LL PI OSI pH Description (inches) 3 in 3/4 in #4 #10 #40 #200 (Ω-cm) ppm

Vona Series 1038+85.6, 83.3' right of US 56 CL Geology: Eolian or partly wind reworked alluvium A-2-4A 0 - 6 15 1 100 100 100 99 85 25.8 0 7.8 199 240 Silty Sand A-2-4AB 6 - 9 13 NP 100 100 100 99 95 22.9 0 7.8 178 240 Silty Sand A-2-4Bt 9 - 24 NV NP 100 100 99 99 85 16.2 0 7.9 220 200 Silty Sand A-2-4Bk1 24 - 30 NV NP 100 100 100 100 85 13.5 0 8.0 262 <200 Silty Sand A-2-4Bk2 30 - 50 NV NP 100 100 100 100 82 16.8 0 8.0 324 200 Silty Sand A-2-4Bk3 50 - 60 14 NP 100 100 100 100 85 20.8 0 7.9 188 <200 Silty Sand A-2-4Composite B 9 - 60 NV NP 100 100 100 100 86 21.2 0 Silty Sand Valent Series 1062+39.4, 143.6' left of US 56 CL Geology: Eolian A-3A 0 - 4 NV NP 100 100 100 100 81 2.7 0 7.8 209 200 Poorly - Graded Sand A-6(3)C 4 - 60 28 15 100 100 100 100 92 42.8 7 7.8 188 200 Clayey Sand A-6(3) Composite C 4 - 60 30 17 100 100 100 99 91 42. 7 7 Clayey Sand Corlena Series 1053+28.2, 169.7' right of US 56 CL Geology: Alluvium A-4(0)A1 0 - 5 NV NP 100 100 100 100 92 44.8 0 7.4 220 <200 Silty Sand A-2-4A2 5 - 11 NV NP 100 100 100 99 92 21.0 0 7.6 178 227 Silty Sand A-2-4C 11 - 70 NV NP 100 100 100 100 92 28.6 0 7.8 188 200 Silty Sand A-2-4Composite C 11 - 70 NV NP 100 100 100 100 92 28.7 0 Silty Sand

13801 N. Meridian Ave. Oklahoma City, OK 73134 Phone:(405) 753-6840

Geotechnical Spreadsheets Report Date: 03/25/2014 Date Sampled: 03/18/2014 Project: 13006.120 Sampled By: RRC/Nevels 14039 US 56 over Beaver River Pedological Survey

Location: Various Locations

Client: Red Rock Consulting LLC. Lab No: OKC#856-14 TEST RESULTS Report No: 14039 Page 1 of 4 S U M M A R Y S H E E T

B o re % L iquid P la stic -3/4" -1/2" -3/8' -4 -10 - 40 -100 - 200 R e sist. S ulfa te s D e p th p H Ho le M o ist. L im it In d e x S ie ve S ie ve S ie ve S ie ve S ie ve S ie ve S ie ve S ie ve O h m p p m

Vo n a S e rie s A 0 -6 ' 1 5 1 1 0 0 9 9 8 5 4 2 2 5 .8 1 9 9 7 .8 4 2 4 0 A B 6 -9 ' 1 3 N P 1 0 0 9 9 9 5 3 8 2 2 .9 1 7 8 7 .7 9 2 4 0 B t 9 -2 4 ' N V N P 1 0 0 9 9 9 9 9 9 8 5 3 2 1 6 .2 2 2 0 7 .9 2 2 0 0 B k1 2 4 -3 0 ' N V N P 1 0 0 8 5 2 8 1 3 .5 2 6 2 7 .9 6 <2 0 0 B k2 3 0 -5 0 ' N V N P 1 0 0 8 2 2 2 1 6 .8 3 2 4 8 .0 2 2 0 0 B k3 5 0 -6 0 ' 1 4 N P 1 0 0 8 5 3 6 2 0 .8 1 8 8 7 .8 8 <2 0 0 C o m p B 9 -6 0 ' N V N P 1 0 0 8 6 3 7 2 1 .2 Va le n t S e rie s A 0 -4 ' N V N P 1 0 0 8 1 2 1 2 .7 2 0 9 7 .8 1 2 0 0 C 4 -6 0 ' 2 8 1 5 1 0 0 9 2 5 6 4 2 .8 1 8 8 7 .7 8 2 0 0 C o m p C 4 -6 0 ' 3 0 1 7 1 0 0 9 9 9 1 5 6 4 2 .7 C o rle n a S e rie s A 1 0 -5 ' N V N P 1 0 0 9 2 5 8 4 4 .8 2 2 0 7 .3 6 <2 0 0 A 2 5 -1 1 ' N V N P 1 0 0 9 9 9 2 4 4 2 1 .0 1 7 8 7 .5 7 2 2 7 C 1 1 -7 0 ' N V N P 1 0 0 9 2 5 2 2 8 .6 1 8 8 7 .8 0 2 0 0 C o m p C 1 1 -7 0 ' N V N P 1 0 0 9 2 5 3 2 8 .7

Test Methods: AASHTO T11, T88, T89, T90, T99, T255, T289, OHDL-49, ASTM G57

Orig: Red Rock Consulting LLC. Attn: Kristi Bumpas (1-ec copy) Respectfully Submitted, 1-ec Red Rock Consulting, LLC Attn: Jason Unruh Cobb Engineering 1-ec Red Rock Consulting LLC. Attn: Redrock Tommy 1-ec Red Rock Consulting, LLC Attn: Robel Gibbe

John Riggs, Lab Manager

THIS REPORT APPLIES ONLY TO THE STANDARDS OR PROCEDURES INDICATED AND TO THE SAMPLE(S) TESTED AND/OR OBSERVED AND ARE NOT NECESSARILY INDICATIVE OF THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS OR PROCEDURES, NOR DO THEY REPRESENT AN ONGOING QUALITY ASSURANCE PROGRAM UNLESS SO NOTED. THESE REPORTS ARE FOR THE EXCLUSIVE USE OF THE ADDRESSED CLIENT AND ARE NOT TO BE REPRODUCED WITHOUT WRITTEN PERMISSION. REPORT CREATED BY ElmTree SYSTEM These results are for the exclusive use of the client for whom they were obtained. They

apply only to the samples tested and are not indicative of apparently identical samples.

P P O M D W W Dry density, pcf r r W W R p L W o o a T T W W Y D D t o x j j M A A M i

e e

D c m 1 1 1 1 1 1 i + + + + R R

O c c m + E . 2 2 2 2 1 1

E E T T T T :

t t u I W N W 6 4 2 0 8 6 S

u V # # # # # # m N S T M S m 2 2 2 1 1 1 4 o 1 . . o

. n 4 m 5

. a 0 d 3 1 1 4 6

3 o 1 r 1 S 1 5 6 1 0 9 y 3 i 1 6 e . 5 3 9 4 s

6 . 1 r U 0 . . 4 8 d t i 0 . 0 u e 9 4 . . S e 6 5 s 9 6 r

n . e 5 1 6 O s 6 2

= i

0 K t o

y C v 9 L 3 1 1 4 6

1 e . = 0 6 7 1 1 O A 2 8 r 9 D . 4 5 9 5

C 0 . 2 B

8 . . 4 4 1 B H e % . 0 l 7 4 . . e 2 p i 9 B A O 9 6 a e 7 4 t A v C n h C . T

. M 5 e 9 S O E 3 t : E r : H

. M

W A 9 9 N O S R p T - P 3 1 1 4 6 % R O c 1 T i

6 G a 0 7 8 1 2 A v C e 2 9 f 0

t , . 2 6 9 4 M C e T R e d

4 . I 3 ' 8 . . 4 3 I 1 r N

. 8 r T 9

E R 1 0 . . 2

P I 3 9 c O E 9 7 P Y S 4 o e

o M 9 N c d . E U , n 3 k

e o

A T O L t R

l e p E C h S o T o n 3 1 1 4 6 S c I K g o C a 1 N S d 1 4 6 1 2 1 f T t i n 2 m , c L

. 6 0 9 2 1 I

s A G 0 N 4 a % 9 . . 4 4 . T u A p .

l G 7 4 . . S 9

8 S 1 l t 9 4 C

H t e i I D a u 0 n

O n A O O r g . N v 5 d T o e . a M A N y r . d : A

5 o T m E 1 p 2

B S T 6 1

3 R . 5 E P % T M L P R A T D N A r e a e a O t a M > o e t s y s A m R t e p l t e t # O C T P e U

r e S a ( m : P r 4 e a b

d D i p r S s H h S R s e e t a e

m : R e C s

B r i S

r l t T r e 2 # # z N i f i g n e . e : S a # # n y o o 2 O e 3 T a

c # c 1 2 i m o g :

( T n r n 4 1 1 e ( 7 e D m 4 0 0 . T W r k

D ( 6 g i p 0 0 s M 5 M k v 0 0 y

) L e e t l

4 t e e e S p 2 d s . e S

3 d a d d d M e 1 4

i t : 1 z o h b I 4 8

E t 8 e n o b a 5 7

0 h )

M V d B ) ) M # : t . r y 5

1 E e e L 4 r . : a a e 5

o L r T t T n % e i 0

w - E a l a r 8 1 . i b

g 0 n S a 8 P l 0 9 9 8 3 2 .

l e

T a D 0 9 9 6 6 1 N

B % S S N r T 3 A s

0 0 0 ...... p l R i S e 0 9 6 2 8 2 < -

s o 0 F . V l 3 3 3 A J 1 u A i G i N E t w s D e 9 n o / / / 1 i y t v . - 1 1 2 S g o c g s i

r o

2 S r e ( c o

. 8 8 4 S U p r D m 2 u n

p J u - M D e / / / i 0 a L 4

r 1 1 1 p . P r a 8 R 0 n

T ( e r 4 4 4 I f 5 t t 0 i d S i i t 4 i e g c . ) o ) d S g 1 n p s 2 2 2 e N

1 i c 5 n . P s 2 . . These results are for the exclusive use of the client for whom they were obtained. They

apply only to the samples tested and are not indicative of apparently identical samples.

P P O M D W W Dry density, pcf r r W W R p L W o o a T T W W Y D D t o x j j M A A M i

e e

D c m 1 1 1 1 1 1 i + + + + R R

O c c m + E . 2 2 1 1 0 0

E E T T T T :

t t u I W N W 8 3 8 3 8 3 S

u V # # # # # # m N S T M S m 2 2 2 1 1 1 1 a 1 . . o

0 l 4 m

. e 0 d n 3 1 1 4 6 3 o 1 r t 1 1 4 6 1 0 1

9 y 3 i 0 S . 9 3 9 0 1 s

8 1 e U 9 . . 4 2 . d t 0 . r u 7 0 . . 3 S e i 6 2 1 e 9 3 r

n . 1 s e 5 1 1 O s . 6 2

4 5 = i

0 K t . o 0

y C v 1 L 3 1 1 4 6 %

1 e 4 = 0 7 9 1 1 1 O A 1 r . 7 7 9 7 , 3 .

C 6

2 D B 0 4 . . 4 6 1 . B H 1 . l 9 5 . . 3

e e 1 1 i 5 % B A O 9 0 a e p 7 7 1 A v C n C T

. t 3 . M e S 1 O E h 1 t E r : H

M :

W A N p O S R p

T 4 P 3 1 1 4 6 c R O c 1 T i

G a - 0 6 8 1 1 A 1 f v C e 1 f 6

t . 3 3 9 9 M 5 C e T R e d 5 I 3 0 4 . . 4 5 I . r N

. r T ' 9

E R 3 4 . . 1

P I 8 9 1 c O E 9 6 P Y S o e

4 o M N c d E U , . n k

e o

5 A T O L t R t

l e E C h o T o n 3 1 1 4 6 S I K S g o C 1 N S d 0 5 7 1 1 1 T t i n a 1 , c L

. 5 7 9 3 7 I

s A G 0 N 4 m a % 5 . . 4 4 . T u A .

l G 7 3 . . S 3

p 2 S t 9 0 C

H t i I D 1 a l u n e O n 6 A O O r g

v d T N e . a M A N y o r d A . :

5 C T o 1 m E 7 p . 5

S C T 6

R 1 9 E P % T M L P R A T D N A r e a e a O t a M > o e t s y s A m R t e p l t e t # O C T P e U

r e S a ( m : P r 4 e a b

d D i p r S s H h S R s e e t a e

m : R e C s

B r i S

r l t T r e 2 # # z N i f i g n e . e : S a # # n y o o 2 O e 3 T a

c # c 1 2 i m o g :

( T n r n 4 1 1 e ( 7 e D m 4 0 0 . T W r k

D ( 6 g i p 0 0 s M 5 M k v 0 0 y

) L L e e t l

4 t e e e S p 2 d s . e S

3 d i a d d d M e 1 4

i t g : 1 z o h b I 4 8

E t 8 e h n o b a 5 7

0 h )

M V d t ) ) M # : t . r y 5

2 E e e B L 4 . : a a e 5

L r T t r T n % e i 0

o - E a l a r 8 1 . i b w

g 0 S a 8 P l 0 9 9 9 5 4 .

l e

3 n T a D 0 9 9 0 5 2 N

B % S r T 3 A

3 0 0 ...... p l R C S e 3 0 8 2 9 6 7 < -

s o 0 F . 0 3 3 J 1 u A i G i N E / w s D l e 9 n A o / / 2 1 i a t v . 1 1 S g o c g s i

r o

h 4 y r e ( c o

- S . 8 8 U p r D m 2 u n

6 / e p J u D C e / / i 1 0 L

y ( r 1 1 p . P r a 8 R 0 4

3 T e r e 4 4 I f 5 t t i ) S i i t

4 i e g c . S o ) d S g 1 a n p s 2 n 4 2 e

d 1 2 i c 5 n 7 . s 7 . . These results are for the exclusive use of the client for whom they were obtained. They

apply only to the samples tested and are not indicative of apparently identical samples.

P P O M D W W Dry density, pcf r r W W R p L W o o a T T W W Y D D t o x j j M A A M i

e e

D c m i + + + + R R

1 1 1 O c c m + E .

E E T T T T : 2 2 1

t t u I W N W 1 1 1 S

u 4 1 8 C # # # # # # m N S 2 2 1 T M S m 2 2 2 1 1 1 . . . o 1 . . 5 3 5 0 5 7 o

r 4 m

. l 8 0 d e 3 1 1 4 6 n 3 o 1 r 1 0 5 6 2 1 a 9 y 3 i 1 8 . 1 2 1 5

9 . 1 S U 3 . . 2 3 d t 0 . 6 e u 8 3 . . S e 6 0 r 9 1 r i

n . e 5 1 e O s s 1 6 2

= i 9

0 K 0 t o

y . C v 1 6 L 3 1 1 4 6

1 e 0 = 0 5 6 2 2 % 1 O A 2 r . 0 2 1 2 0 .

C 1 2 B 6 , 6 . . 2 9 1 . B H

. D l 3 9 . . 1 5

e 2 i 6 % B A O 9 6 a e 2 e 1 A v C n C 1 p T

. M e 1 S O E 6 . t t E r 6 0 : H h M

A N O S R

p T : p W P 3 1 1 4 6 R

O c 1 T i

G 1 1 5 7 2 2 c A 1 v C e 1 f

a 1 . 9 6 1 1 M f 2 C e T R d 8 I 3 0 . . 2 5 t I - . r N

. e T 7 9

E R 6 2 . . 9 P I 1 9 r 0 O E 9 0 P Y S o

' c M N c d E U 1 , o k

e o

A T 1 O L n R t

l E C h o t T o e S I K g o C N S d T n i n c L

I S t s A G N 4 a , T u A

l G % S

S m t C H t i I D a u n 1 O p n A O O r g 2 v d l T e e . a M A N y

r N d A o

5 . T :

C E 1 o 3 m S p

C T 6

R 1 4 E P % T M L P R A T D N A r e a e a O t a M > o e t s y s A m R t e p l t e t # O C T P e U

r e S a ( m : P r 4 e a b

d D i p r S s H h S R s e e t a e

m : R e C s

B r i S

r l t T r e 2 # # z N i f i g n e e : S a # # n y o o 2 O e T a

c # c 1 2 i m o g :

( T n r n 4 1 1 e ( e D m 4 0 0 . T W r k

D ( 6 g i p 0 0 s M M k v 0 0 y

) L e e t l

4 t e e e S p 2 d s . e S

3 d a d d d M L e 1 4

i t : 1 z o h b I 4 8

E t i 8 e n o b a 5 7

0 h g )

M V d ) ) M # : t . r h y 5

0 E e e L 4 t . : a a e

L r T t T B n % e i 0

- E a l a r 8 1 r . i b

g 0 o S a 8 P l 0 9 9 5 2 .

l e

3 w T a D 0 9 1 3 8 N

B % S N r T 3 A s

0 0 0 . . . . . p n l R S e 0 7 8 1 7 < -

s o 0 F . V 3 3 3 A J 1

u A i G i N E w s D S e 9 n o / / / 1 i t v . - 1 1 2 S g o c g s i

r o i

h 2 S r e ( c o

l . 8 8 4 U p r D m 2 u n

t p J u - M D y e / / / i 0 L 4

r 1 1 1 p . P r a 8 R 0

T ( e r S 4 4 4 I f 5 t t 0 i S i i t 4 i e a g c . ) o ) d n S g 1 n d p s 2 2 2 e N

8 i c 5 n . P s 7 . . Resilient Modulus of Subgrade Soils (Recompacted Samples)

1. Project Number 14039 US 56 over Beaver River 2. County//State Name n/a // Oklahoma 3. Test Date 4/18/2014

4.Sample Number Corlena (Compacted @ OMC) 5. Material Type 2 9. Soil Properties 6. Soil Series Corlena Optimum Moisture Content, (%) 10.60 7. Horizon C Maximum Dry Density, pcf 121.60 95% MDD (pcf) 115.52

8. Specimen Properties 10. Test Information Compaction Water content, wc, % 10.67 Preconditioning-Permanent Strain>5% No Compaction Dry Density, pcf 116.12 Testing-Permanent Strain >5% No Moisture Content After Mr Test, w(%) 10.50 Number of Load Sequences Completed 15 Permanent Deformation (in) 0.06 Quick Shear Test No

Column # 1 2 3 4 5 6 7 8 9 10 11 12 13 Actual Nominal Actual Actual Actual Actual Actual Recov. Recov. Chamber Applied Average Maximum Applied Applied Applied Applied Applied Def. Def. LVDT Resilient Resilient Parameter Confining Max. Recov. Def. Axial Max. Axial Cyclic Contact Cyclic Contact LVDT # 1 # 2 Strain Modulus Pressure Axial LVDT 1 & 2 Stress Load Load Load Stress Stress Reading Reading Stress Designation S3 Scyclic Pmax Pcyclic Pcontact Smax Scyclic Scontact H1 H2 Havg er Mr Unit psi psi lbs lbs lbs psi psi psi in in in in/in psi Precision — — — — — — — — — — — — — Sequence 1 6 2 12.38 11.15 1.23 2.01 1.81 0.20 0.0010 0.0010 0.0010 0.00018 10010 Sequence 2 6 4 24.70 22.18 2.53 4.01 3.60 0.41 0.0017 0.0018 0.0017 0.00031 11596 Sequence 3 6 6 37.33 33.33 4.00 6.06 5.41 0.65 0.0023 0.0025 0.0024 0.00043 12619 Sequence 4 6 8 49.46 44.41 5.05 8.03 7.21 0.82 0.0028 0.0029 0.0029 0.00051 14154 Sequence 5 6 10 61.91 55.69 6.22 10.05 9.04 1.01 0.0034 0.0032 0.0033 0.00059 15230 Sequence 6 4 2 12.41 11.09 1.32 2.01 1.80 0.21 0.0011 0.0011 0.0011 0.00020 9070 Sequence 7 4 4 24.92 22.27 2.65 4.05 3.62 0.43 0.0021 0.0022 0.0021 0.00038 9504 Sequence 8 4 6 37.14 33.26 3.88 6.03 5.40 0.63 0.0029 0.0031 0.0030 0.00054 10084 Sequence 9 4 8 49.40 44.41 4.99 8.02 7.21 0.81 0.0036 0.0037 0.0037 0.00066 10966 Sequence 10 4 10 61.85 55.75 6.10 10.04 9.05 0.99 0.0037 0.0041 0.0039 0.00069 13067 Sequence 11 2 2 12.50 11.09 1.42 2.03 1.80 0.23 0.0013 0.0013 0.0013 0.00023 7789 Sequence 12 2 4 24.76 22.05 2.71 4.02 3.58 0.44 0.0024 0.0023 0.0023 0.00042 8601 Sequence 13 2 6 37.58 33.45 4.13 6.10 5.43 0.67 0.0036 0.0033 0.0034 0.00062 8821 Sequence 14 2 8 49.28 44.29 4.99 8.00 7.19 0.81 0.0043 0.0039 0.0041 0.00073 9865 Sequence 15 2 10 61.66 55.56 6.10 10.01 9.02 0.99 0.0046 0.0049 0.0048 0.00085 10608 * Reported results are based on the average of the last 5 cycles of each load sequence Resilient Modulus of Subgrade Soils (Recompacted Samples) (Plot) 1. Sample Number Corlena (Compacted @ OMC) 2. Material Type 2 3. Soil Series Corlena 4. Horizon C 5. Test Date 4/18/2014

Column # 1 2 3 4 5 Desired Actual Chamber Actual Predicted Applied Applied 100000 Parameter Confining Resilient Resilient Cyclic Cyclic Pressure Modulus Modulus* Stress Stress Designation S3 Scyclic Scyclic Mr Mr M = 7630(S )0.21 Unit psi psi psi psi psi R d R² = 0.43 Precision — — — — —

Sequence 1 6 1.80 1.81 10010 8648

Sequence 2 6 3.60 3.60 11596 10025 Sequence 3 6 5.40 5.41 12619 10930 10000

Sequence 4 6 7.20 7.21 14154 11622 (psi) Mr, Sequence 5 6 9.00 9.04 15230 12188 Sequence 6 4 1.80 1.80 9070 8648 Sequence 7 4 3.60 3.62 9504 10025 Sequence 8 4 5.40 5.40 10084 10930 Sequence 9 4 7.20 7.21 10966 11622 Sequence 10 4 9.00 9.05 13067 12188 Sequence 11 2 1.80 1.80 7789 8648 1000 Sequence 12 2 3.60 3.58 8601 10025 0.00 2.00 4.00 6.00 8.00 10.00 Sequence 13 2 5.40 5.43 8821 10930 Sd, (psi) Sequence 14 2 5.40 7.19 9865 10930 Sequence 15 2 5.40 9.02 10608 10930 S3 = 6 psi S3 = 4 psi S3 = 2 psi *Predicted Mr values at the desired applied cyclic stresses using Model

Model #1; Mr = K1 x Sd K2

S3 (psi) K1 K2 R2 6 8444 0.26 0.98 4 7677 0.20 0.78 2 6861 0.18 0.92 All 7630 0.21 0.43 Resilient Modulus of Subgrade Soils (Recompacted Samples)

1. Project Number 14039 US 56 over Beaver River 2. County//State Name n/a // Oklahoma 3. Test Date 4/18/2014

4.Sample Number Corlena (Compacted @ OMC+2%) 5. Material Type 2 9. Soil Properties 6. Soil Series Corlena Optimum Moisture Content, (%) 10.60 7. Horizon C Maximum Dry Density, pcf 121.60 95% MDD (pcf) 115.52

8. Specimen Properties 10. Test Information Compaction Water content, wc, % 12.67 Preconditioning-Permanent Strain>5% No Compaction Dry Density, pcf 115.73 Testing-Permanent Strain >5% No Moisture Content After Mr Test, w(%) 12.53 Number of Load Sequences Completed 15 Permanent Deformation (in) 0.10 Quick Shear Test No

Column # 1 2 3 4 5 6 7 8 9 10 11 12 13 Actual Nominal Actual Actual Actual Actual Actual Recov. Recov. Chamber Applied Average Maximum Applied Applied Applied Applied Applied Def. Def. LVDT Resilient Resilient Parameter Confining Max. Recov. Def. Axial Max. Axial Cyclic Contact Cyclic Contact LVDT # 1 # 2 Strain Modulus Pressure Axial LVDT 1 & 2 Stress Load Load Load Stress Stress Reading Reading Stress Designation S3 Scyclic Pmax Pcyclic Pcontact Smax Scyclic Scontact H1 H2 Havg er Mr Unit psi psi lbs lbs lbs psi psi psi in in in in/in psi Precision — — — — — — — — — — — — — Sequence 1 6 2 11.86 10.78 1.08 1.92 1.75 0.17 0.0012 0.0010 0.0011 0.00020 8870 Sequence 2 6 4 24.40 22.18 2.22 3.96 3.60 0.36 0.0021 0.0018 0.0020 0.00035 10301 Sequence 3 6 6 36.56 33.24 3.32 5.93 5.40 0.54 0.0029 0.0026 0.0028 0.00049 10975 Sequence 4 6 8 48.61 44.19 4.42 7.89 7.17 0.72 0.0038 0.0034 0.0036 0.00065 11045 Sequence 5 6 10 60.42 54.93 5.49 9.81 8.92 0.89 0.0046 0.0039 0.0043 0.00076 11671 Sequence 6 4 2 11.87 10.79 1.08 1.93 1.75 0.18 0.0014 0.0013 0.0013 0.00024 7333 Sequence 7 4 4 24.47 22.36 2.11 3.97 3.63 0.34 0.0029 0.0026 0.0027 0.00048 7492 Sequence 8 4 6 36.39 33.14 3.25 5.91 5.38 0.53 0.0039 0.0033 0.0036 0.00064 8392 Sequence 9 4 8 48.89 44.45 4.44 7.94 7.22 0.72 0.0050 0.0044 0.0047 0.00084 8582 Sequence 10 4 10 60.22 54.75 5.47 9.78 8.89 0.89 0.0055 0.0048 0.0052 0.00092 9651 Sequence 11 2 2 11.61 10.60 1.01 1.88 1.72 0.16 0.0020 0.0018 0.0019 0.00033 5191 Sequence 12 2 4 24.53 22.30 2.23 3.98 3.62 0.36 0.0035 0.0031 0.0033 0.00059 6149 Sequence 13 2 6 36.58 33.14 3.44 5.94 5.38 0.56 0.0044 0.0039 0.0042 0.00075 7207 Sequence 14 2 8 48.94 44.49 4.45 7.94 7.22 0.72 0.0057 0.0050 0.0054 0.00096 7525 Sequence 15 2 10 60.72 55.20 5.52 9.86 8.96 0.90 0.0066 0.0067 0.0066 0.00118 7579 * Reported results are based on the average of the last 5 cycles of each load sequence Resilient Modulus of Subgrade Soils (Recompacted Samples) (Plot) 1. Sample Number Corlena (Compacted @ OMC+2%) 2. Material Type Type 2 3. Soil Series Corlena 4. Horizon C 5. Test Date 4/18/2014

Column # 1 2 3 4 5 Desired Actual Chamber Actual Predicted Applied Applied 100000 Parameter Confining Resilient Resilient Cyclic Cyclic Pressure Modulus Modulus* Stress Stress Designation S3 Scyclic Scyclic Mr Mr 0.25 Unit psi psi psi psi psi MR = 5886 (Sd) Precision — — — — — R² = 0.38

Sequence 1 6 1.80 1.75 8870 6816

Sequence 2 6 3.60 3.60 10301 8103 Sequence 3 6 5.40 5.40 10975 8966 10000

Sequence 4 6 7.20 7.17 11045 9634 (psi) Mr, Sequence 5 6 9.00 8.92 11671 10186 Sequence 6 4 1.80 1.75 7333 6816 Sequence 7 4 3.60 3.63 7492 8103 Sequence 8 4 5.40 5.38 8392 8966 Sequence 9 4 7.20 7.22 8582 9634 Sequence 10 4 9.00 8.89 9651 10186 Sequence 11 2 1.80 1.72 5191 6816 1000 Sequence 12 2 3.60 3.62 6149 8103 0.00 2.00 4.00 6.00 8.00 10.00 Sequence 13 2 5.40 5.38 7207 8966 Sd, (psi) Sequence 14 2 7.20 7.22 7525 9634 Sequence 15 2 9.00 8.96 7579 10186 S3 = 6 psi S3 = 4 psi S3 = 2 psi *Predicted Mr values at the desired applied cyclic stresses using Model #1

Model #1; Mr = K1 x Sd K2

S3 (psi) K1 K2 R2 6 8213 0.16 0.97 4 6469 0.16 0.83 2 4415 0.28 0.98 All 5886 0.25 0.38 Resilient Modulus of Subgrade Soils (Recompacted Samples)

1. Project Number 14039 US 56 over Beaver River 2. County//State Name n/a // Oklahoma 3. Test Date 4/17/2014

4.Sample Number Valent (Compacted @ OMC) 5. Material Type 2 9. Soil Properties 6. Soil Series Valent Optimum Moisture Content, (%) 14.00 7. Horizon C Maximum Dry Density, pcf 117.10 95% MDD (pcf) 111.25

8. Specimen Properties 10. Test Information Compaction Water content, wc, % 14.11 Preconditioning-Permanent Strain>5% No Compaction Dry Density, pcf 112.91 Testing-Permanent Strain >5% No Moisture Content After Mr Test, w(%) 14.02 Number of Load Sequences Completed 15 Permanent Deformation (in) <1/6 Quick Shear Test No

Column # 1 2 3 4 5 6 7 8 9 10 11 12 13 Actual Nominal Actual Actual Actual Actual Actual Recov. Recov. Chamber Applied Average Maximum Applied Applied Applied Applied Applied Def. Def. LVDT Resilient Resilient Parameter Confining Max. Recov. Def. Axial Max. Axial Cyclic Contact Cyclic Contact LVDT # 1 # 2 Strain Modulus Pressure Axial LVDT 1 & 2 Stress Load Load Load Stress Stress Reading Reading Stress Designation S3 Scyclic Pmax Pcyclic Pcontact Smax Scyclic Scontact H1 H2 Havg er Mr Unit psi psi lbs lbs lbs psi psi psi in in in in/in psi Precision — — — — — — — — — — — — — Sequence 1 6 2 12.63 11.40 1.23 2.05 1.85 0.20 0.0009 0.0008 0.0008 0.00014 12871 Sequence 2 6 4 25.26 22.48 2.77 4.10 3.65 0.45 0.0016 0.0018 0.0017 0.00031 11916 Sequence 3 6 6 37.51 33.33 4.19 6.09 5.41 0.68 0.0026 0.0027 0.0026 0.00047 11503 Sequence 4 6 8 49.16 44.17 4.99 7.98 7.17 0.81 0.0037 0.0041 0.0039 0.00069 10327 Sequence 5 6 10 61.91 55.81 6.10 10.05 9.06 0.99 0.0049 0.0058 0.0054 0.00096 9476 Sequence 6 4 2 12.71 11.36 1.36 2.06 1.84 0.22 0.0008 0.0009 0.0009 0.00015 11985 Sequence 7 4 4 25.13 22.30 2.83 4.08 3.62 0.46 0.0017 0.0020 0.0018 0.00033 10965 Sequence 8 4 6 37.08 33.20 3.88 6.02 5.39 0.63 0.0027 0.0030 0.0029 0.00052 10445 Sequence 9 4 8 49.71 44.23 5.48 8.07 7.18 0.89 0.0040 0.0044 0.0042 0.00075 9556 Sequence 10 4 10 61.91 55.56 6.34 10.05 9.02 1.03 0.0055 0.0062 0.0059 0.00105 8586 Sequence 11 2 2 12.57 11.40 1.17 2.04 1.85 0.19 0.0009 0.0010 0.0009 0.00017 10913 Sequence 12 2 4 24.95 22.30 2.65 4.05 3.62 0.43 0.0021 0.0020 0.0021 0.00037 9868 Sequence 13 2 6 37.58 33.39 4.19 6.10 5.42 0.68 0.0034 0.0037 0.0035 0.00063 8559 Sequence 14 2 8 49.36 44.29 5.07 8.01 7.19 0.82 0.0049 0.0054 0.0051 0.00092 7855 Sequence 15 2 10 61.72 55.50 6.22 10.02 9.01 1.01 0.0062 0.0071 0.0067 0.00119 7569 * Reported results are based on the average of the last 5 cycles of each load sequence Resilient Modulus of Subgrade Soils (Recompacted Samples) (Plot) 1. Sample Number Valent (Compacted @ OMC) 2. Material Type 2 3. Soil Series Valent 4. Horizon C 5. Test Date 4/17/2014

Column # 1 2 3 4 5 Desired Actual Chamber Actual Predicted Applied Applied 100000 Parameter Confining Resilient Resilient Cyclic Cyclic Pressure Modulus Modulus* Stress Stress Designation S3 Scyclic Scyclic Mr Mr Unit psi psi psi psi psi -0.21 Precision — — — — — MR = 13854(Sd)

Sequence 1 6 1.80 1.85 12871 12265 R² = 0.57

Sequence 2 6 3.60 3.65 11916 10624 Sequence 3 6 5.40 5.41 11503 9768 10000

Sequence 4 6 7.20 7.17 10327 9202 (psi) Mr, Sequence 5 6 9.00 9.06 9476 8786 Sequence 6 4 1.80 1.84 11985 12265 Sequence 7 4 3.60 3.62 10965 10624 Sequence 8 4 5.40 5.39 10445 9768 Sequence 9 4 7.20 7.18 9556 9202 Sequence 10 4 9.00 9.02 8586 8786 Sequence 11 2 1.80 1.85 10913 12265 1000 Sequence 12 2 3.60 3.62 9868 10624 0.00 2.00 4.00 6.00 8.00 10.00 Sequence 13 2 5.40 5.42 8559 9768 Sd, (psi) Sequence 14 2 5.40 7.19 7855 9768 Sequence 15 2 5.40 9.01 7569 9768 S3 = 6 psi S3 = 4 psi S3 = 2 psi *Predicted Mr values at the desired applied cyclic stresses using Model

Model #1; Mr = K1 x Sd K2

S3 (psi) K1 K2 R2 6 14817 -0.18 0.89 4 13869 -0.20 0.91 2 12950 -0.24 0.97 All 13854 -0.21 0.57 Resilient Modulus of Subgrade Soils (Recompacted Samples)

1. Project Number 14039 US 56 over Beaver River 2. County//State Name n/a // Oklahoma 3. Test Date 4/17/2014

4.Sample Number Valent (Compacted @ OMC+2%) 5. Material Type 2 9. Soil Properties 6. Soil Series Valent Optimum Moisture Content, (%) 14.00 7. Horizon C Maximum Dry Density, pcf 117.10 95% MDD (pcf) 111.25

8. Specimen Properties 10. Test Information Compaction Water content, wc, % 16.04 Preconditioning-Permanent Strain>5% No Compaction Dry Density, pcf 112.10 Testing-Permanent Strain >5% No Moisture Content After Mr Test, w(%) 15.95 Number of Load Sequences Completed 15 Permanent Deformation (in) 0.06 Quick Shear Test No

Column # 1 2 3 4 5 6 7 8 9 10 11 12 13 Actual Nominal Actual Actual Actual Actual Actual Recov. Recov. Chamber Applied Average Maximum Applied Applied Applied Applied Applied Def. Def. LVDT Resilient Resilient Parameter Confining Max. Recov. Def. Axial Max. Axial Cyclic Contact Cyclic Contact LVDT # 1 # 2 Strain Modulus Pressure Axial LVDT 1 & 2 Stress Load Load Load Stress Stress Reading Reading Stress Designation S3 Scyclic Pmax Pcyclic Pcontact Smax Scyclic Scontact H1 H2 Havg er Mr Unit psi psi lbs lbs lbs psi psi psi in in in in/in psi Precision — — — — — — — — — — — — — Sequence 1 6 2 12.88 11.71 1.17 2.09 1.90 0.19 0.0010 0.0013 0.0012 0.00021 9017 Sequence 2 6 4 24.80 22.55 2.25 4.03 3.66 0.37 0.0026 0.0022 0.0024 0.00043 8579 Sequence 3 6 6 36.45 33.14 3.31 5.92 5.38 0.54 0.0042 0.0037 0.0040 0.00071 7553 Sequence 4 6 8 48.87 44.43 4.44 7.93 7.21 0.72 0.0062 0.0052 0.0057 0.00102 7081 Sequence 5 6 10 60.96 55.42 5.54 9.90 9.00 0.90 0.0084 0.0075 0.0080 0.00143 6304 Sequence 6 4 2 12.61 11.58 1.03 2.05 1.88 0.17 0.0014 0.0012 0.0013 0.00023 8068 Sequence 7 4 4 24.67 22.48 2.19 4.00 3.65 0.35 0.0031 0.0026 0.0028 0.00050 7238 Sequence 8 4 6 36.42 33.11 3.31 5.91 5.37 0.54 0.0045 0.0040 0.0043 0.00076 7039 Sequence 9 4 8 48.53 44.17 4.36 7.88 7.17 0.71 0.0065 0.0059 0.0062 0.00111 6481 Sequence 10 4 10 61.25 55.62 5.62 9.94 9.03 0.91 0.0092 0.0081 0.0087 0.00154 5845 Sequence 11 2 2 12.47 11.33 1.14 2.02 1.84 0.18 0.0015 0.0013 0.0014 0.00025 7225 Sequence 12 2 4 24.94 22.73 2.21 4.05 3.69 0.36 0.0031 0.0027 0.0029 0.00052 7053 Sequence 13 2 6 36.61 33.26 3.34 5.94 5.40 0.54 0.0047 0.0041 0.0044 0.00078 6899 Sequence 14 2 8 49.00 44.55 4.45 7.96 7.23 0.72 0.0069 0.0064 0.0066 0.00119 6096 Sequence 15 2 10 61.11 55.50 5.61 9.92 9.01 0.91 0.0099 0.0085 0.0092 0.00165 5476 * Reported results are based on the average of the last 5 cycles of each load sequence Resilient Modulus of Subgrade Soils (Recompacted Samples) (Plot) 1. Sample Number Valent (Compacted @ OMC+2%) 2. Material Type Type 2 3. Soil Series Valent 4. Horizon C 5. Test Date 4/17/2014

Column # 1 2 3 4 5 Desired Actual Chamber Actual Predicted Applied Applied 100000 Parameter Confining Resilient Resilient Cyclic Cyclic Pressure Modulus Modulus* Stress Stress Designation S3 Scyclic Scyclic Mr Mr Unit psi psi psi psi psi Precision — — — — — M = 9129 (S )-0.16 Sequence 1 6 1.80 1.90 9017 8310 R d

R² = 0.58 Sequence 2 6 3.60 3.66 8579 7439 Sequence 3 6 5.40 5.38 7553 6973 10000

Sequence 4 6 7.20 7.21 7081 6659 (psi) Mr, Sequence 5 6 9.00 9.00 6304 6426 Sequence 6 4 1.80 1.88 8068 8310 Sequence 7 4 3.60 3.65 7238 7439 Sequence 8 4 5.40 5.37 7039 6973 Sequence 9 4 7.20 7.17 6481 6659 Sequence 10 4 9.00 9.03 5845 6426 Sequence 11 2 1.80 1.84 7225 8310 1000 Sequence 12 2 3.60 3.69 7053 7439 0.00 2.00 4.00 6.00 8.00 10.00 Sequence 13 2 5.40 5.40 6899 6973 Sd, (psi) Sequence 14 2 7.20 7.23 6096 6659 Sequence 15 2 9.00 9.01 5476 6426 S3 = 6 psi S3 = 4 psi S3 = 2 psi *Predicted Mr values at the desired applied cyclic stresses using Model #1

Model #1; Mr = K1 x Sd K2

S3 (psi) K1 K2 R2 6 10847 -0.22 0.91 4 9241 -0.19 0.92 2 7422 -0.04 0.98 All 9129 -0.16 0.58 Resilient Modulus of Subgrade Soils (Recompacted Samples)

1. Project Number 14039 US 56 over Beaver River 2. County//State Name n/a // Oklahoma 3. Test Date 4/17/2014

4.Sample Number Vona (Compacted @ OMC) 5. Material Type 2 9. Soil Properties 6. Soil Series Vona Optimum Moisture Content, (%) 9.90 7. Horizon B Maximum Dry Density, pcf 124.30 95% MDD (pcf) 118.09

8. Specimen Properties 10. Test Information Compaction Water content, wc, % 9.62 Preconditioning-Permanent Strain>5% No Compaction Dry Density, pcf 118.37 Testing-Permanent Strain >5% No Moisture Content After Mr Test, w(%) 9.51 Number of Load Sequences Completed 15 Permanent Deformation (in) <1/16 Quick Shear Test No

Column # 1 2 3 4 5 6 7 8 9 10 11 12 13 Actual Nominal Actual Actual Actual Actual Actual Recov. Recov. Chamber Applied Average Maximum Applied Applied Applied Applied Applied Def. Def. LVDT Resilient Resilient Parameter Confining Max. Recov. Def. Axial Max. Axial Cyclic Contact Cyclic Contact LVDT # 1 # 2 Strain Modulus Pressure Axial LVDT 1 & 2 Stress Load Load Load Stress Stress Reading Reading Stress Designation S3 Scyclic Pmax Pcyclic Pcontact Smax Scyclic Scontact H1 H2 Havg er Mr Unit psi psi lbs lbs lbs psi psi psi in in in in/in psi Precision — — — — — — — — — — — — — Sequence 1 6 2 11.58 10.53 1.05 1.88 1.71 0.17 0.0010 0.0009 0.0010 0.00017 10051 Sequence 2 6 4 24.02 21.84 2.18 3.90 3.55 0.35 0.0018 0.0016 0.0017 0.00031 11564 Sequence 3 6 6 36.80 33.45 3.35 5.97 5.43 0.54 0.0025 0.0022 0.0023 0.00042 13073 Sequence 4 6 8 48.09 44.11 3.98 7.81 7.16 0.65 0.0029 0.0025 0.0027 0.00048 14995 Sequence 5 6 10 60.32 55.01 5.32 9.79 8.93 0.86 0.0033 0.0030 0.0032 0.00057 15743 Sequence 6 4 2 11.58 10.41 1.17 1.88 1.69 0.19 0.0013 0.0011 0.0012 0.00021 8077 Sequence 7 4 4 23.94 21.99 1.95 3.89 3.57 0.32 0.0023 0.0018 0.0021 0.00037 9686 Sequence 8 4 6 36.80 33.51 3.29 5.97 5.44 0.53 0.0029 0.0026 0.0027 0.00049 11113 Sequence 9 4 8 48.92 44.41 4.50 7.94 7.21 0.73 0.0034 0.0030 0.0032 0.00057 12588 Sequence 10 4 10 60.63 55.11 5.51 9.84 8.95 0.89 0.0039 0.0033 0.0036 0.00064 13907 Sequence 11 2 2 11.62 10.57 1.06 1.89 1.72 0.17 0.0015 0.0013 0.0014 0.00024 7030 Sequence 12 2 4 24.05 21.86 2.19 3.90 3.55 0.35 0.0024 0.0021 0.0023 0.00040 8829 Sequence 13 2 6 37.13 33.63 3.49 6.03 5.46 0.57 0.0034 0.0030 0.0032 0.00058 9482 Sequence 14 2 8 48.73 44.35 4.38 7.91 7.20 0.71 0.0040 0.0035 0.0037 0.00067 10780 Sequence 15 2 10 60.92 55.50 5.41 9.89 9.01 0.88 0.0044 0.0039 0.0041 0.00074 12220 * Reported results are based on the average of the last 5 cycles of each load sequence Resilient Modulus of Subgrade Soils (Recompacted Samples) (Plot) 1. Sample Number Vona (Compacted @ OMC) 2. Material Type 2 3. Soil Series Vona 4. Horizon B 5. Test Date 4/17/2014

Column # 1 2 3 4 5 Desired Actual Chamber Actual Predicted Applied Applied 100000 Parameter Confining Resilient Resilient Cyclic Cyclic Pressure Modulus Modulus* Stress Stress

Designation S3 Scyclic Scyclic Mr Mr 0.30 MR = 6906(Sd) Unit psi psi psi psi psi R² = 0.65 Precision — — — — —

Sequence 1 6 1.80 1.71 10051 8259

Sequence 2 6 3.60 3.55 11564 10199 Sequence 3 6 5.40 5.43 13073 11538 10000

Sequence 4 6 7.20 7.16 14995 12594 (psi) Mr, Sequence 5 6 9.00 8.93 15743 13479 Sequence 6 4 1.80 1.69 8077 8259 Sequence 7 4 3.60 3.57 9686 10199 Sequence 8 4 5.40 5.44 11113 11538 Sequence 9 4 7.20 7.21 12588 12594 Sequence 10 4 9.00 8.95 13907 13479 Sequence 11 2 1.80 1.72 7030 8259 1000 Sequence 12 2 3.60 3.55 8829 10199 0.00 2.00 4.00 6.00 8.00 10.00 Sequence 13 2 5.40 5.46 9482 11538 Sd, (psi) Sequence 14 2 5.40 7.20 10780 11538 Sequence 15 2 5.40 9.01 12220 11538 S3 = 6 psi S3 = 4 psi S3 = 2 psi *Predicted Mr values at the desired applied cyclic stresses using Model

Model #1; Mr = K1 x Sd K2

S3 (psi) K1 K2 R2 6 8432 0.28 0.97 4 6642 0.32 0.98 2 5864 0.31 0.97 All 6906 0.30 0.65 Resilient Modulus of Subgrade Soils (Recompacted Samples)

1. Project Number 14039 US 56 over Beaver River 2. County//State Name n/a // Oklahoma 3. Test Date 4/17/2014

4.Sample Number Vona (Compacted @ OMC+2%) 5. Material Type 2 9. Soil Properties 6. Soil Series Vona Optimum Moisture Content, (%) 9.90 7. Horizon B Maximum Dry Density, pcf 124.30 95% MDD (pcf) 118.09

8. Specimen Properties 10. Test Information Compaction Water content, wc, % 11.53 Preconditioning-Permanent Strain>5% No Compaction Dry Density, pcf 118.93 Testing-Permanent Strain >5% No Moisture Content After Mr Test, w(%) 11.42 Number of Load Sequences Completed 15 Permanent Deformation (in) 0.10 Quick Shear Test No

Column # 1 2 3 4 5 6 7 8 9 10 11 12 13 Actual Nominal Actual Actual Actual Actual Actual Recov. Recov. Chamber Applied Average Maximum Applied Applied Applied Applied Applied Def. Def. LVDT Resilient Resilient Parameter Confining Max. Recov. Def. Axial Max. Axial Cyclic Contact Cyclic Contact LVDT # 1 # 2 Strain Modulus Pressure Axial LVDT 1 & 2 Stress Load Load Load Stress Stress Reading Reading Stress Designation S3 Scyclic Pmax Pcyclic Pcontact Smax Scyclic Scontact H1 H2 Havg er Mr Unit psi psi lbs lbs lbs psi psi psi in in in in/in psi Precision — — — — — — — — — — — — — Sequence 1 6 2 13.39 12.17 1.22 2.17 1.98 0.20 0.0014 0.0013 0.0013 0.00024 8247 Sequence 2 6 4 24.36 22.14 2.21 3.95 3.59 0.36 0.0024 0.0020 0.0022 0.00039 9171 Sequence 3 6 6 35.90 32.64 3.26 5.83 5.30 0.53 0.0039 0.0022 0.0031 0.00055 9713 Sequence 4 6 8 50.99 46.36 4.64 8.28 7.53 0.75 0.0057 0.0028 0.0043 0.00076 9911 Sequence 5 6 10 62.21 56.56 5.66 10.10 9.18 0.92 0.0064 0.0032 0.0048 0.00085 10789 Sequence 6 4 2 12.25 11.13 1.11 1.99 1.81 0.18 0.0017 0.0012 0.0015 0.00026 6976 Sequence 7 4 4 25.07 22.79 2.28 4.07 3.70 0.37 0.0033 0.0016 0.0024 0.00043 8526 Sequence 8 4 6 36.54 33.22 3.32 5.93 5.39 0.54 0.0037 0.0031 0.0034 0.00061 8883 Sequence 9 4 8 50.69 46.08 4.61 8.23 7.48 0.75 0.0053 0.0034 0.0044 0.00078 9581 Sequence 10 4 10 62.81 57.10 5.71 10.20 9.27 0.93 0.0059 0.0047 0.0053 0.00095 9735 Sequence 11 2 2 13.04 11.86 1.19 2.12 1.92 0.19 0.0020 0.0015 0.0018 0.00032 5990 Sequence 12 2 4 25.51 23.19 2.32 4.14 3.76 0.38 0.0032 0.0030 0.0031 0.00055 6808 Sequence 13 2 6 37.43 34.03 3.40 6.08 5.52 0.55 0.0047 0.0035 0.0041 0.00073 7534 Sequence 14 2 8 50.27 45.70 4.57 8.16 7.42 0.74 0.0064 0.0039 0.0052 0.00092 8060 Sequence 15 2 10 61.52 55.93 5.59 9.99 9.08 0.91 0.0064 0.0044 0.0054 0.00096 9426 * Reported results are based on the average of the last 5 cycles of each load sequence Resilient Modulus of Subgrade Soils (Recompacted Samples) (Plot) 1. Sample Number Vona (Compacted @ OMC+2%) 2. Material Type Type 2 3. Soil Series Vona 4. Horizon B 5. Test Date 4/17/2014

Column # 1 2 3 4 5 Desired Actual Chamber Actual Predicted Applied Applied 100000 Parameter Confining Resilient Resilient Cyclic Cyclic Pressure Modulus Modulus* Stress Stress Designation S3 Scyclic Scyclic Mr Mr M = 5990 (S )0.23 Unit psi psi psi psi psi R d R² = 0.60 Precision — — — — —

Sequence 1 6 1.80 1.98 8247 6873

Sequence 2 6 3.60 3.59 9171 8083 Sequence 3 6 5.40 5.30 9713 8887 10000

Sequence 4 6 7.20 7.53 9911 9506 (psi) Mr, Sequence 5 6 9.00 9.18 10789 10016 Sequence 6 4 1.80 1.81 6976 6873 Sequence 7 4 3.60 3.70 8526 8083 Sequence 8 4 5.40 5.39 8883 8887 Sequence 9 4 7.20 7.48 9581 9506 Sequence 10 4 9.00 9.27 9735 10016 Sequence 11 2 1.80 1.92 5990 6873 1000 Sequence 12 2 3.60 3.76 6808 8083 0.00 2.00 4.00 6.00 8.00 10.00 Sequence 13 2 5.40 5.52 7534 8887 Sd, (psi) Sequence 14 2 7.20 7.42 8060 9506 Sequence 15 2 9.00 9.08 9426 10016 S3 = 6 psi S3 = 4 psi S3 = 2 psi *Predicted Mr values at the desired applied cyclic stresses using Model #1

Model #1; Mr = K1 x Sd K2

S3 (psi) K1 K2 R2 6 7419 0.16 0.96 4 6306 0.20 0.97 2 5184 0.21 0.99 All 5990 0.23 0.60

APPENDIX E

Abrasion and Corrosion Rating Table

CORROS\ON STRESS MAP

OK-LAH:OMA

'Q.XJ:Wi ' . r-' ; N' I·

lEGENO ,....---, 'f; .~reo I ·u Little or no stress i': Jl r: Axeo t;J Slight to moderate stress ~- Areo ill t5Q Moderate to severe stress j Areo l\L J2l Moderate lo severe stress t

i L"~, ...., ·····

.Figure l, Map showing areas in Oklahoma where potential steel pipe culvert corroslon exlsts. The follo\ving procedure: should be used when detcnnining the types of pipe allowed for each use: ('.) Ev:i\u:itc •) Soil rypc: ac du: ~tructurc, b) Abmion characteristics of the stream bed, c)Area of the sutc for Corrosion Regions

(".') E1Hcr the Al>r,.,1crn I Corrosion Yb.ting Chart w1th thi.s dat:i. and pick the nting which best depicts the site conditions. (Nuce: When (:i) anrl (c) a.re in conflict, use the more conservative r~tings)

{\) t:11cer chc /\Jlow:iblc Pipe: Typc:s Chm :md obtain the types of pipes allowed for each catagory of the Abn~ion /CorrDliion Rating.

( +) When more ch an one type of pipe is allowable, shaw these scrucrurc:s as one type buc include payitcm notes stating which other types may be substituted :md the special 1·cquin::rm:nc~ for ouch a rnbsti.tiudan. Example note: "corrugated Polyethylene Pipe may be: substituted for Reinforced Concrete: Pipe. Construction sh:ill be ia Jccordancc with the 'Fler.ible Pipe lnst:i.llation' deuil sheet."

'11 1 t ;: ABRASION I CORROSION RATING ,t_ i 'I I SITE ABRASION CHARACTERISTICS ~ 'ij 1 .l MODERATELY SEVERELY NONABRASIVE LOW ABRASIVE 'J ABRASIVE ABRASIVE l ~ v = VERY LOW v < 5 F.P.S. v "' 5 - 15 F.P.S. v > 15 F.P.5. lI MODERATE BED HEAVY BED-LOADS j MINOR BED NO BED LOAD LOADS OF SANO Of SAND, GRAVEL, LOADS OF SAND I OR GRAVEL OR ROCK .j r~ :~ .-.. " (RESISTIVITY > 6,000 .Q /CM) j: i.: UTT LE OH. NO CORROSION I) SANDS OH SAl'lDY LOAMS ' 1 2 3 4 ii 2) UGHT TEXTURED SILT LOAMS " \ 3) POROUS OH. CLAY LOAMS (OXIDIZED} ~ - \! I W/GOOD DFW.NAGE CHARACTERISTICS ii ~ ~a.:: ~ (RF.'.:lIST.=4,500 .\2/CM - 6,000 U/CM) .q:: u n SUGHT CORROSION a~ I l) SANDY LOAJvlS 5 6 8 -(.'.) µ...0 \lw 2) ::i[LT LOAMS 7 I CL ~ ~ I\)-- J} Cl.AY LOAMS ' i 1-- .. \V/F'A!H DRAfNAGE CHARACTERISTICS ' j __j §~ (ilE.SlST. = 2,000 .Q/CM - 4,500 11/CM) VJ .(!) lo lvlUOEilA.TE CO!UtO:SION - 0 ..... ~ V) ~~ 1) CUW LOAi\1S ~ ' 9 10 11 12 a.:: 0 ' 2) CLAYS < u ~ I · w1POO!l DlWNAGE CHAllACTERISTICS ~ (RESISTfVITY 2,000 il /CM) l < ~u 1 .s-EVEIU:O CURTH)SlON 'I =::: 'l I) MUCK ~ ! 13 14 15 16 Di! .I 2) l'Eid . e l < - J) CL'\Y.S & ORGANIC SOILS =°" '·~ W/VEllY POUR ~ ,, DfWNAGE CHARACTERISTI Ci '-" -- ·~ t4"Mi . . Table l - Typical Soil Resistivities

"c I ass if i cation Resistivity Ohm-cm

Clay 750 - 2000 Loam 2000 - 10000 Gr·ave I 10000 - 30000 Sand 30000 - 50000 Rock 50000 - Infinity•

• Theoret i co I

Table 2 - Corrosiveness of Soils

So 11 Descrlpt"lon Wat-er Aero1" ion Ora i nage Color Type of Soi I Tobie ... '. l. Sands or Sandy Loams 2. Light I - Ligh'tly Tex'tured S l It Uniform Good Good Very LO\N Corrosive Loams Color 3. Porus Loams or Clay Loams Thorou9hly Oxidized to Great Depths l. Sandy Loams Ji ~ Moderate I y SI i ght War er 2. Si It Looms Fair Fair Corrosive Mott I ing Tobie J. Clay Looms :::~------t------+-----t------1------+----- Heavy Texture 11 I - Bod 1 y l . CI oy Loams Wa·rer Poor Poor Moderate Corrosive 2. c.1 oys Table tv{ott I i ng

···~-----·-J.-.------4------l----·--4--

l . ~Auck

I 11 'j I 2. Peot ' v - ' nus UG . I y Very i3 i u i sr·-Gi-oy I J. Ti do I 0 ocr hAotti ing LJD I e 4. C ! oy.s CJn,j CrQor1ic 50:1~

"------·-----~..L....------"------·-----L-.-~~·----·------·--~------· -----.--

PH of environment ...:i Normally qraatar .... !l:l Thii.n 7 ,3 10 f;.'.j YEARS ::: 2. 39 ao.11 co E-< ~ lll R ; Minimum Resistivity '.J :"<. ~ Q 60 ;>-; fil t~ I! •H ipu of environroiilnt normally lass than 7 .3 ~~ 6.0 YEARS; 2:2.4l{Lo9 R, t.cqu(211i0·24~0LoQ'uPH)I 50 ""'> 10 '.3 j B 40 H rJ > H O:L~ i:>:l 8 JO Ci) l' '-'-, I· - ~~ rl C> rio 11--~~~~....,...;.....:=---:i,.,c.-t-7""~,,c.._,4:..-:i~..,...c;.._,,1:111..._-'ll,,.c;i~"'"------1---.+.~----~----~---' 10 c CD ~ 0 ;,~l~~~"-~jj_...,.._...... Ji-.a..Jl.Jl-IL....~~...... ~..11.-...... L-l..Jl..&.£~----.__...... _,,,_..&..&..1 ...... u...----if...1---'--.l-.&-LJ"-L..U 0 :0 '"''u::> ~ i,OOQ 11:1.DDO I00,000 m " 18,000 MINI.MUM RBSISTIVIT'lC & (O·CM) ...... FIGURE 1 · FOR ESTIMATING AVERAGE BERVICB LIVB.. OP PLAIN GALV.IHIZBD CULVBR'r-B

Thick.neaa, mm '321 1.62 2.00 . i. 77 J.SO 4.'27

Thicknase. in O.OSl 0.064 0. 079 0.109 0, lJS · o.rn1

GaQ'e 16 16 14 12 10 ll

Factor• 0. s l. 0 l.2 1.7 2.2 2.s

Notes:

The curves in this graph are ba~ed on tha data in FllWA·FLP·9l·006 which uaea tba fil.Otora in 11 Cali fcrnia Te~ t 64 3, "Method for Eo timat:i.nq tho Survioa Life of St.eel Culvert.1 • 'l'be.ae factors increased tha estimated a~rvica lifa by 25~ aft.er fir1t perforation.

2. Tha graph has also pean modified to reflect~ min.irnlUll metal thiolmea1of1.62 mm (l6 qaqal.

Under canditins with 5