To: From: Subject: OKLAHOMA DEPARTMENT of TRANSPORTATION 200 N.E. 21st Street Oklahoma City, OK 73105-3204 Tim Tegeler, Roadway Design Engineer Materials Division I Geotechnical Branch Report No: 52181 January 30, 20 12 Geotechnical Investigation, Project No. STPY-145C(l50), State Job No. 24184(04), McCurtain County The geotechnical investigation as requested by your letter dated February 17, 20011 has been completed. The job is located on SH-3 from 10.54 miles east of Pushmataha C/L extending east 5.67 miles. This project calls for Bridge and Approach improvements over Horse Head Creek and adding Shoulders to the existing alignment, sees landscape view over Horse Head Creek in Appendix A. The work requested is for the following soil surveys and other information as indicated: pedological and geological soil survey including all resilient modulus data (Station: 606+30 to 610+85), shrinkage/expansion factors for excavation, shoulder survey including all resilient modulus data (Station: 480+06 to 606+30 and 610+85 to 779+20), pavement surface condition, falling weight deflectometer survey (FWD) includes (the resilient modulus, elastic modulus of composite pavement structure, and thickness and condition of existing pavement layers), problem soils (dispersive clays, soft stone, shrink/swell potential, and sulfates), and recommended additive (lime I portland cement I fly ash). An addendum will be done for the cut- section investigation at a later time. Geologic Statement According to the Oklahoma Department of Transportation Engineering Classification of Geologic Materials Division Two, there are a total of five geologic fo1mations underlying the entire span of the project and they are as follows: Stanley Unit (PMs), Tuff Beds Subunit (tt), Arkansas Novaculite Unit (MDSa), Bigfork-Polk Creek Unit (Op), and Womble Unit (Ow). The Stanley Unit is predominantly composed of dark gray to green gray shale, but soft to moderately hard, green gray sandstone makes up about 25% of the total thickness, while siltstone occurs in subordinate amounts. The Tuff Beds Subunit consists of a massive, hard, tuffaceous bed which is composed of cemented volcanic ash and sandstone. It is usually gray in color, flecked or mottled with green blotches, and has a highly variable texture. The total thickness of the subunit varies from 90 to 228 feet. The Arkansas Novaculite Unit consists dominantly of novaculite with minor amounts of shale. It consists of three lithologic divisions: a lower one with almost entirely massive white to black novaculite; a middle one, consisting mainly of dense dark gray to black novaculite beds interbedded with black to brown fissile shales; and an upper one, consisting chiefly of massive, highly calcareous bluish-black novaculite; plus an overlying blue •The mission of the Oklahoma Department of Transportation is to provide a safe, economical, and effective transportation network for the people, commerce and communities of Oklahoma " AN EQUA L OPPORTUNITY EMPLOYER
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OKLAHOMA DEPARTMENT of TRANSPORTATION … From: Subject: OKLAHOMA DEPARTMENT of TRANSPORTATION 200 N.E. 21st Street Oklahoma City, OK 73105-3204 Tim Tegeler, Roadway Design Engineer
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To: From: Subject:
OKLAHOMA DEPARTMENT of TRANSPORTATION 200 N.E. 21st Street Oklahoma City, OK 73105-3204
Tim Tegeler, Roadway Design Engineer Materials Division I Geotechnical Branch
Report No: 52181 January 30, 2012
Geotechnical Investigation, Project No. STPY-145C(l50), State Job No. 24184(04), McCurtain County
The geotechnical investigation as requested by your letter dated February 17, 20011 has been completed. The job is located on SH-3 from 10.54 miles east of Pushmataha C/L extending east 5.67 miles. This project calls for Bridge and Approach improvements over Horse Head Creek and adding Shoulders to the existing alignment, sees landscape view over Horse Head Creek in Appendix A. The work requested is for the following soil surveys and other information as indicated: pedological and geological soil survey including all resilient modulus data (Station: 606+30 to 610+85), shrinkage/expansion factors for excavation, shoulder survey including all resilient modulus data (Station: 480+06 to 606+30 and 610+85 to 779+20), pavement surface condition, falling weight deflectometer survey (FWD) includes (the resilient modulus, elastic modulus of composite pavement structure, and thickness and condition of existing pavement layers), problem soils (dispersive clays, soft stone, shrink/swell potential, and sulfates), and recommended additive (lime I portland cement I fly ash). An addendum will be done for the cutsection investigation at a later time.
Geologic Statement According to the Oklahoma Department of Transportation Engineering Classification of Geologic Materials Division Two, there are a total of five geologic fo1mations underlying the entire span of the project and they are as follows: Stanley Unit (PMs), Tuff Beds Subunit (tt), Arkansas Novaculite Unit (MDSa), Bigfork-Polk Creek Unit (Op), and Womble Unit (Ow). The Stanley Unit is predominantly composed of dark gray to green gray shale, but soft to moderately hard, green gray sandstone makes up about 25% of the total thickness, while siltstone occurs in subordinate amounts. The Tuff Beds Subunit consists of a massive, hard, tuffaceous bed which is composed of cemented volcanic ash and sandstone. It is usually gray in color, flecked or mottled with green blotches, and has a highly variable texture. The total thickness of the subunit varies from 90 to 228 feet. The Arkansas Novaculite Unit consists dominantly of novaculite with minor amounts of shale. It consists of three lithologic divisions: a lower one with almost entirely massive white to black novaculite; a middle one, consisting mainly of dense dark gray to black novaculite beds interbedded with black to brown fissile shales; and an upper one, consisting chiefly of massive, highly calcareous bluish-black novaculite; plus an overlying blue
•The mission of the Oklahoma Department of Transportation is to provide a safe, economical, and effective transportation network for the people, commerce and communities of Oklahoma"
AN EQUA L OPPORTUNITY EMPLOYER
to black slate or shale. The unit is about 950 feet thick in McCmiain County. The Bigfork Unit consists of many hard, black chert beds 4 inches to 2 feet thickness, interbedded with thin coalblack shales. The total thickness is estimated to be about 800 feet. The Pork Creek Unit overlies the Bigfork unit and consists of soft to hard coal-black slates and shales. The unit varies in thickness from 100 to 200 feet. The Womble Unit consists dominantly of black fissile shale with some interbedded tan to brown siltstone. The unit also includes some prominent beds of dark gray to blue, siliceous limestone and quartzite bronze sandstone which attains a thickness of 15 feet. The total thickness of the unit varies from 150 feet to an estimated 700 feet.
Pedological and Geological Soil Survey According to the USDA Natural Resources Conservation Service Web Soil Survey program, there are seven soil series Ceda - Rubble Laud Complex (Map Unit: Cr), Clebit - Carnasaw - Stapp Association (Map Unit: GsE), and Sherwood - Zafra (Map Unit: SmC) mapped within the specified pedological survey extents, see Web Soil Survey in Appendix A. The NRCS Otftcial Series Description was used to model the soil series profile depths and descriptions in the sampling process, see Pedological and Geological Soil Survey in Appendix B. Only the following three soil series were found within the pedological survey extents: Ceda, Clebit, and Zafra.
Series Description The Ceda series consists of very deep, dark grayish to yellowish brown gravelly loam
soils that formed in recent water deposited sediments. Fragments of quartz, sandstone, and shale make up about 30 to 67 percent by volume. These nearly level to very gently sloping soils are located mainly on the floodplains of Horse Head Creek. Slopes range from 0 to 3 percent.
The Clebit series consists of shallow, brown to dark grayish brown gravelly loam soils that formed in material weathered from sandstone. Fragments of sandstone make up 40 percent by volume. These very gently sloping to steep soils are located on the tops and side slopes of forested uplands. Slopes can range anywhere from 2 to 20 percent.
The Zafra series consists of moderately deep, dark grayish brown to yellowish red gravelly loam soils that formed in sediments that weathered from interbedded sandstone and shale. Fragments of hard to soft sandstone make up about 5 to 60 percent by volume. These nearly level to moderately steep sloping soils are located on the side slopes and tops of forested uplands. Slopes range from 1 to 20 percent.
Subsurface Description The Ceda series are soils that have little to no evidence of the development of pedogenic
horizons other than an ochric epipedon. The ochric epipedon includes the A horizon from the surface to a depth of 9 inches. Ochric means that the surface horizon contains less than 0.6 percent organic carbon, or is hard to very hard and massive. Based on its soil taxonomy, the series has an udic moisture regime which indicates the soils moisture regime as not being dry in any part of its control section for 90 cumulative days in most years. The soil has both depth to water table and depth to restrictive feature of more than 80 inches.
"The mission of the Oklahoma Department of Transportation is to provide a safe, economical, and effective transpottalion network for the people, commerce and communities of Oklahoma"
AN EQUAL OPPORTUNITY EMPLOYER
The Clebit soil series includes an ochric epipedon, a cambic horizon, and an udic soil moisture regime. The ochric epipedon includes the surface horizon of A from 0 to 5 inches. Ochric has been described above in the Ceda soil series. The cambic horizon includes the sub horizon ofBw from 5 to 12 inches. Cambic refers to a sub soil horizon of very fine sand texture with some weak indication of alteration in color from the pedogenic processes. The udic moisture regime has been described above in the Ceda soil series. The soil has a depth to restrictive feature (hard gray sandstone bedrock, fractured) of I 0 to 20 inches.
The Zafra soil series includes the following diagnostic horizons: an argillic horizon and an udic soil moisture regime. The argillic horizon includes the zone between I 0 to 3 8 inches (BE, Bt I, and Bt2 horizons). Argillic means that a significantly higher percentage of silicate clay has formed in the sub horizons by illuviation of the overlying soil material. The udic moisture regime has been described above in the Ceda soil series. The soil has a restrictive feature (hard sandstone interbedded with soft sandstone and lenses of shale) includes R horizon and occurs at a depth that can range anywhere from 20 to 56 inches.
Shoulder Survey The survey was conducted around the station extents as specified by the letter of request.
Sixty one borings were drilled to characterize the subsurface materials within the existing alignment. Samples were taken for changes with depth to a depth of 36 inches with a hand auger. Once testing was completed, four shoulder bulks were selected for resilient modulus based on the different soil classifications. All the test results are presented in Appendix E.
Resilient Modulus The resilient modulus testing was completed for the soil series as mentioned above and
the shoulder bulks. There are a total of seven bulk samples (three pedological and four shoulder) for this project, and they are as follows: pedological - Ceda "C" Composite, Clebit "B" Bulk, and Zafra "B" Composite; shoulder - Clayey Gravel w/ Sand (Station: 505+00), Silty Gravel w/ Sand (Station: 611 +00), Sandy Lean Clay (Station: 665+00), and Clayey Sand (755+00). The results are presented in the Resilient Modulus Summary Sheet and Compaction Data Sheets in Appendix C.
Falling Weight Deflectometer Survey The survey was conducted along the specific station extents 480+06 to 779+20. An
observation was made that the pavement is showing some moderate bleeding and has a combination of block and longitudinal cracking in the wheel paths. Ten cores were sampled then to assess the thickness and the type of deficiencies that might be present within the pavement. The FWD was used to estimate the pavement and subgrade modulus. All test data and analyses are presented in Appendix F.
"The mission of the Oklahoma Department of Transportation is to provide a safe, economical, and effective transportation network for the people, commerce and communities of Oklahoma"
AN EQUAL OPPORTUNITY EMPLOYER
Shrinkage I Expansion Factors for Excavation The shrinkage I expansion factors for excavation calculation were done for the same three
pedological soil series as mentioned above in the resilient modulus. The factors are calculated using the following equation: standard compacted dry density divided by bank run in situ dry density. ODOT uses an estimated range of bank run in situ dry density for each Unified Soil Classification soil class. These factors are presented in Appendix D.
Problem Soils 1) There is a significant amount of silty material found along the shoulders. This material is stable when dry; however, ravels and is easily worn away by traffic. 2) The pH and resistivity tests revealed anywhere from slightly to moderate corrosive properties within all the soil series. 3) The Ceda soil series are frequently to occasionally flooded for very brief periods during almost any season. 4) Sandstone bedrock can be encountered somewhere around 10 to 20 inches for the Clebit soil series. Zafra soil series has a depth to bedrock ranging anywhere from 25 to 60 inches. 5) Based on the shoulder survey, a few random samples between the station extents 645+00 to 665+00 showed high shrink-swell potential.
Recommendations Based on the geotechnical findings contained in this report the following assessments are recommended:
1) At this project site, the soluble sulfates reported both in the pedological and shoulder logs are low, so soil stabilization will not be a problem. Class C flyash is the recommended choice if soil stabilization is going to be done, see both Appendix B and C.
2) From the factors, it looks as if shrinkage will control for all the soil series during excavation.
3) All the soil series had slight to moderately corrosive numbers, there is the likelihood for some corrosion to occur. Metal drainage pipes are not recommended to be used for this project, see Pedological and Geological Soil Survey in Appendix B.
4) Based on the series description, all the soil series contain an ochric epipedon. This correlates to not enough organic carbon within their surface horizon depths. Clebit and Zafra can be used if topsoil material is needed.
5) There are two samples (Stations: 645+00 and 660+00) within the shoulder survey that has the potential to cause some shrink-swell problems ifleft in place. It is evident this material needs to be replaced with better soil.
6) All the soil series are recommended for subgrade material, because no issues came up during testing.
7) Based on the FWD data, a new pavement section is recommended for the following station extents: 1005+00 to 1084+50.
<·The mission of the Oklahoma Department of Transportation is to provide a safe, economical, and effective transportation network for the people, commerce and communities of Oklahoma"
AN EQUAL OPPORTUNITY EMPLOYER
This concludes our investigation unless otherwise notified. Sincerely,
Reynolds Toney, P.E. Materials Engineer
Enclosure:
tc: Mohamad Nazarirobati, Engineering Manager Jeff Dean, Pavement Design Engineer Reynolds Toney Materials File Geotechnical Branch Stephen Bettis
"The mission of the Oklahoma Department of Transportation is to provide a safe, economical, and effective transportation network for the people, commerce and communities of Oklahoma"
AN EQUAL OPPORTUNITY EMPLOYER
Appendix A Web Soil Survey
and Landscape view over Horse Head Creek
Horse Head Creek
34• 7' 1"
34•5• 39"
N
A
Custom Soil Resource Report Soil Map
318880 318960 319040
Map Scale: 1:3,190 n printed on A size (8.5" x 11") sheet.
Map Scale: 1:3,190 if printed on A size (8.5" x 11 ") sheet.
The soil surveys that comprise your AOI were mapped at 1 :24,000.
Please rely on the bar scale on each map sheet for accurate map measurements.
Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 15N NAD83
This product is generated from the USDA-NRCS certified data as of the version date(s} listed below.
Soil Survey Area: Survey Area Data:
McCurtain County, Oklahoma Version 8, Dec 11, 2009
Date(s) aerial images were photographed: 7/17/2003
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Custom Soil Resource Report
Map Unit legend
McCurtain County, Oklahoma (OK089)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Cr Ceda-Rubble land complex, 0 to 2 percent slopes, 10.8 frequently flooded
~· . -- ---- ------
GsE Clebit-Carnasaw-Stapp association, 12 to 20 percent 25.5 slopes
SmC Sherwood-Zafra complex, 1 to 5 percent slopes 9.2 -Totals for Area of Interest 45.4 ---
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits forthe properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If
10
23.7%
56.1%
20.2°/o
1 oo.0°1o
AppendixB Pedological and Geological Soil Survey
Type of Survey: Pedological and Geological Soil Survey (Station: 606+30 to 610+85)
Soils Resilient Modulus Test Tabulated Results - Test 1 Specimen: Mc Curtain 2803-1 9 .12. 2011
Mean Mean Standard
Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load of Load Stress LVDT#l LVDT#2 Deformation Deformation Strain Mr of Mr (lbf/in"2) (lbf/in"2) (lbf} (lbf) (lbf/in"2) (in) (in) (in) (in) (in/in) (lbf/in"2) (lbf/in"2)
Soils Resilient Modulus Test Tabulated Results - Test 1 Specimen: Mc Curtain 2803·2 9. 13. 2011
Mean Mean Standard Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load ofload Stress LVDT#l LVDT#2 Deformation Deformation Strain Mr of Mr (lbf/inA2) (lbf/inA2) (lbf) (lbf) (lbf/inA2) (in) (in) (in) (in) (in/in) (lbf/inA2) (lbf/jnA2)
Soils Resilient Modulus Test Tabulated Results - Test 1 Specimen: Mc Curtain 2804-1 9 .14. 2011
Mean Mean Standard Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load of Load Stress LVDT#l LVDT#2 Deformation Deformation Strain Mr of Mr (lbf/in"2) (lbf/in"2) (lbf) (lbf) {lbf/in"2) (in) (in) (in) (in) (in/in) (lbf/in"2) {lbf/in"2)
Soils Resilient Modulus Test Tabulated Results -Test 1 Specimen: Mc Curtain 2805-2 9 .19. 2011
Mean Mean Standard Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load of Load Stress LVDT#l LVDT#2 Deformation Deformation Strain Mr of Mr (lbf/in"2) (lbf/in"2) (lbf) (lbf) (lbf/in"2) (in) (in) (in) (in) (in/in) (lbf/in"2) (lbf/in"2)
Soils Resilient Modulus Test Tabulated Results -Test 1 Specimen: Mc Curtain 2810-1 11.18. 2011
Mean Mean Standard Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load of Load Stress LVDT#l LVDT#2 Deformation Deformation Strain Mr of Mr (lbf/inA2) (lbf/inA2) (lbf) (lbf) (lbf/inA2) (in) (in) (in) (in) (in/in) (lbf/inA2) (Jbf/jnA2)
Soils Resilient Modulus Test Tabulated Results -Test 1 Specimen: Mc Curtain 2810-2 11. 21. 2011
Mean Mean Standard Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load of Load Stress LVDT#l LVDT#2 Deformation Deformation Strain Mr of Mr
Tabulated Results -Test 1 Specimen: Mc Curtain 2807·2 11.17. 2011
Mean Mean Standard Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load of Load Stress LVDT#l LVDT #2 Deformation Deformation Strain Mr of Mr (lbf/in"2) (lbf/in"2) (lbf) (!bf) (lbf/in"2) (in) (in) (in) (in) {in/in) (lbf/in"2) (lbf/in"2)
Mean Mean Standard Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load of Load Stress LVDT#l LVDT#2 Deformation Deformation Strain Mr of Mr (lbf/in"2) (lbf/in"2) (lbf) (lbf) (lbf/in"2) (in) (in) (in) (in) (in/in) (lbf/in"2) (lbf/in"2)
Soils Resilient Modulus Test Tabulated Results -Test 1 Specimen: Mc Curtain 2815-1 11. 29. 2011
Mean Mean Standard
Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load of Load Stress LVDT#l LVDT#2 Deformation Deformation Strain Mr of Mr (lbf/in"2) {lbf/in"2) (lbf) (lbf) {lbf/in"2) (in) (in) (in) (in) (in/in) (lbf/in"2) (lbf/in"2)
Mean Mean Standard Chamber Nominal Mean Standard Mean Applied Recoverable Recoverable Mean Deviation of Mean of Standard Confining Deviator Deviator Deviation Deviator Deformation Deformation Recoverable Recoverable Resilient Mean of Deviation Pressure Stress Load of Load Stress LVDT#l LVDT#2 Deformation Deformation Strain Mr of Mr
*Shrinkage/Expansion Factor= Dry Density/Bank Run In Situ Dry Density
Appendix E Shoulder Survey
Type of Survey: Shoulder Survey (Stations: 480+00 to 606+30 and 610+85 to 779+20)
Sun-eyed by: Taylor & Party Date Sun-eyed: 7/6/2011 Project: STPY-145C(l50) & 24184(04) County: McCurtain Location: SH-3 from I 0.54 miles east of Pushmataha C/L extending east 5.67 miles
Asphalt Asphalt Agg. Base AC Agg. Base Modulus at Pavement Resilient Resilient Station Thickness Temp. Thickness* Thickness Modulus 77°F Modulus Modulus Modulus
Asphalt Asphalt Agg. Base AC Agg. Base Modulus at Pavement Resilient Resilient Station Thickness Temp. Thickness* Thickness Modulus 77°F Modulus Modulus Modulus
• Modulus 6.0 from TTI (Texas Transportation Institute) was the software used for the backcalculation.
• The calculated moduli values were entered and figured in (ksi) units.
• The BELLS Method was used to obtain the Asphalt Temperature Correction to run the backcalculation in Modulus 6.0. In addition, the temperature correction was normalized to 77° F.
• For the Asphalt Temperature Correction, the Broken Bow Mesonet Station data was used to perform the calculations.
• Interpretation of FWD Analysis data indicates High Variability in the BASE (E2) and SUBG (E4) Modulus values and a higher than normal standard deviation values for both the EB and WB Lanes ofSH-3.
• Detailed information of this analysis is available at the Geotechnical Branch.
Surveyed by : Taylor and Nicholson Date Surveyed: 10/12/2011
Field
No. Station
480+06 8'Rt
499+20 8'Lt
520+06 8'Rt
539+20 8'Lt
Type of Survey Asphalt Cores
Description
Core No. 1 Asphalt Concrete "A"
Chip and Seal Chip and Seal Chip and Seal
Asphalt Concrete "A"
Core No.16 Asphalt Concrete "A" Asphalt Concrete "C"