october 28, 2005 state of oklahoma department...

Appendix A1October 28, 2005

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STATE OF OKLAHOMADEPARTMENT OF TRANSPORTATION

SPECIFICATIONS FOR THE GEOTECHNICAL INVESTIGATIONOF BRIDGES AND RELATED STRUCTURES

GENERAL: The general procedure for the execution of investigation for bridge and relatedstructures’ foundations shall be governed by the AASHTO Manual on Subsurface Investigations,1988, and Geotechnical Engineering Circular No. 5, "Evaluation of Soil and Rock Properties",FHWA IF-02-034, April 2002. Unless otherwise noted herein by the following exceptions oramplifications, said investigations shall subscribe to, as a minimum requirement, the generalguidelines given in Chapters 1.0 through 10.0 and Appendices A through H of the AASHTO Manualon Subsurface Investigations and Geotechnical Engineering Circular No. 5.

The Consultant is required to furnish the Department with the proper data on the engineeringproperties and analysis and design requirements as specified in and according to the most currentAASHTO LRFD Design Specifications including interims. These AASHTO specifications areminimum requirements, and the Consultant may exceed them. The Consultant is responsible forproviding the Department with sufficient information as necessary to verify foundation adequacy.In making geotechnical investigations, the Consultant is also responsible for damages that occurto property as a result of those investigations.

The Consultant is required to submit a boring plan and verification that he has permission of theproperty owner for access to the site and OKIE confirmation numbers for all underground andoverhead utilities to the Department for approval prior to beginning the subsurface exploration. Aprework conference is required to resolve all matters with regard to sampling, testing, and analysisof data. The Department’s geotechnical policies and procedures represent the state of practiceand will govern. All references to AASHTO and ASTM standards and test procedures refer to themost recent version of the standard or test procedure, unless otherwise noted.

EXCEPTIONS TO AND AMPLIFICATIONS OF BORING PLAN: At least one boring will be madeat each pier element and two borings at each pile bent and abutment. Additional requirements arenoted below in item numbers one through eighteen (1-18).

1. Square or Rectangular Footings and Raft Foundations: For large square or rectangularfootings and raft foundations, least dimension 20 feet (6.10m), more than one boring will berequired at such foundations as directed by the Department. All of these borings shall besampled as indicated in items 4 and 5.

2. Spread Footings and Deep Foundations: Where substructure units will be supported onspread footings, the minimum depth of the subsurface exploration shall extend below theanticipated bearing level a minimum of two footing widths for isolated, individual footings

where L # 2B, and four footing widths for footings where L $ 5B. For intermediate footinglengths, the minimum depth of exploration may be estimated by linear interpolation as afunction of L between depths of 2B and 5B below the bearing level. Greater depths may berequired where warranted by local conditions.

Where substructure units will be supported on deep foundations, the depth of the subsurfaceexploration shall extend a minimum of 30 feet (9.14m) below the top of the rock. Where pileor drilled shafts will be used, the subsurface exploration shall extend at least two times themaximum pile group dimension below the anticipated tip elevation, unless the foundations willbe end bearing on or in rock. For piles bearing on rock, exclusive of shale, a minimum of 20


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feet (6.10m) of rock core shall be obtained at each exploration location to ensure theexploration has not been terminated on a boulder. Minimum of 120 feet (36.58m) if rock orshale is not encountered.

3. Additional Borings: Additional borings at each pier location will be necessary in nonuniformconditions, such as erosive rock formation, in both the longitudinal and transverse directionto the bridge centerline. A differential depth of 5 feet (1.52m) or more in any boring in profileshall constitute a condition that will require additional borings. Seismic survey can besubstituted in lieu of borings to verify depth differentials. Should the average RQD from allcore runs for any one boring be less than 45 percent, then an additional boring under therequirements of 5a will be required, and an explanation will be required as to why this hasoccurred. Also, if the RQD is less than 20 percent in any one core run, then an additional 10feet (3.05m) of coring will be required. The RQD is to be based on 5 foot (1.52m) core runsonly.

4. Sampling Interval: The maximum sampling interval throughout the boring depth is 5.0 feet(1.52m) in homogeneous strata. In nonhomogeneous strata, the sampling interval is less than2.5 feet (0.76m) with testing and sampling at changes in strata. The standard penetration testsplit-barrel sampler will be used in all cases except when soft clays or silts are encountered,in which case thin-wall tube samples may be substituted.

5. Weathered Rock or Shale: When weathered rock or shale is encountered, the StandardPenetration Test (SPT) shall be made at the top of the weathered rock or shale and continueduntil refusal is met in accordance with current ASTM D 1586 Section 7.1. Thereafter, one ofthe following is required:a. Continuous core barrel sampling according to current ASTM D 2113 (minimum size NWG

3and NQ WL) to a total depth of 30 feet (9.14m) and shall be restricted to locations shownon the enclosed map. All core logs shall include the information as required by ASTMD5878.

b. Pressuremeter tests immediately following the refusal of the standard penetration test andat 5 foot (1.52m) intervals thereafter to a total depth of 30 feet (9.14m).

c. Dynamic Cone Penetrometer Test described in Item 12 and under Field Tests shall bemade at the top of the weathered rock or shale following the refusal of the StandardPenetration Test and at 5 foot (1.52m) intervals, or as directed in Item 12. The use of theDynamic Cone Penetrometer Test described in Item 3 under Field Tests shall berestricted in use to locations shown on enclosed map. Note the Dynamic ConePenetrometer Test is a Department Bridge Division test.

6. Recommended Load Carrying Capacity: When directed by the Department at the preworkconference, the Consultant shall recommend the load carrying capacity for the rock or shale,including end bearing and side shear (skin resistance) and other foundation analysis asrequired by procedures outlined in the most current AASHTO LFRD Standard Specificationsfor Highway Bridges including Interims. When directed by the Department to recommend loadcapacity for LFRD projects identified on the enclosed map, analysis will require the use of theunconfined compressive test and/or point load test on rock core specimens. Where applicablethe pressuremeter test, ASTM D 4719, may be used in shales to estimate end bearing andside shear. Rock Mass Modulus may be estimated based on methods using the rock massrating (RMR) or the RQD. The use of in situ tests (borehole dilatometer and the borehole jack,ASTM D 4971, may be used. Typically the settlement of a rock foundation will be controlledby the deformation modulus corresponding to the overall rock mass and will not be controlledby the deformation modulus of intact rock. Deformation modulus of intact rock serves only as


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the upper bound of the rock mass modulus. The Hoek-Brown Strength criteria for fracturedrock shall be used in the estimation of end bearing and side for spread footings and drilledshafts in fractured rock.

7. Structures Less Than 250 Feet (76.20m) in Length: In the alluvium and bedrock, at leastone pier and both abutment borings are required to be sampled as indicated in Items 4 and5, logged, tested in the laboratory by appropriate test procedure, and described according tocurrent ASTM D2487 and D2488. At all other borings, the bedrock is to be sampled asindicated in Item 5, logged, and described according to current ASTM D2487 and D2488. Arecommended load carrying capacity as required in Item 6 shall be based on the compositedata from all boring locations.

8. Structures Between 250 and 600 Feet (76.20m and 182.87m) in Length: In the alluviumand bedrock, at least two pier and both abutment borings are required to be sampled asindicated in Items 4 and 5, logged, tested in the laboratory by appropriate test procedure, anddescribed according to current ASTM D2487 and D2488. At all other borings, the bedrock isto be sampled as indicated in Item 5 and logged and described according to current ASTMD2487 and D2488. Recommended load carrying capacity as required in Item 6 shall be basedon all pier location borings; except in the case of a three-span bridge, the carrying capacity willbe based on two pier location borings.

9. Structures Greater Than 600 Feet (182.87m) in Length: In the alluvium and bedrock, atleast three pier and both abutment borings are required to be sampled as indicated in Items4 and 5, logged, tested in the laboratory by appropriate test procedure, and describedaccording to current ASTM D2487 and D2488. At all other borings, the bedrock is to besampled as indicated in Item 5 and logged and described according to current ASTM D2487and D2488. In addition to Item 13 requirements, for depths to top of rock greater than 60 feet(18.29m), at least one boring shall be sampled continuously by the Standard Penetration Test(SPT) and logged, tested in the laboratory by appropriate test procedure, and describedaccording to current ASTM D2487 and D2488 and/or Cone Penetration Test (CPT, CPTU)according to the current ASTM 5778 for the full depth of the boring. For structures in excessof 1500 feet (457.18m), borings may be spaced at 100 foot (30.48m) intervals in a staggeredpattern.

10. Borings in Bodies of Water: For borings in bodies of water (i.e., lakes, rivers and streams),all underlying soil material shall be sampled continuously by SPT, according to current ASTMD1586 procedure, until weathered rock or shale is encountered, and thereafter sampling shallbe according to Items 5a, 5b, and 5c requirements. In the case of when soft clays or silts areencountered above weathered rock or shale, thin-walled tube samples may be substituted.

11. Parallel Structures: For new parallel structures or widening of an existing structure andaddition of a new parallel structure, treat as separate bridges requiring borings for each bridgerespectively.

12. Dynamic Cone Penetrometer Test: If the Dynamic Cone Penetrometer test is used todetermine the load carrying capacity as required in Item 6, then a minimum of seven (7)consecutive cone tests having a penetration resistances of two consecutive 50 blows per 6inch (152.4mm) increment are required at 5 foot (1.52m) intervals.

13. Rock Depths Greater Than 60 Feet (18.29m): For depths to top of rock greater than sixty


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(60) feet (18.29m) in cohesive and/or granular materials, an estimate of point and skinresistance for friction piles or drilled shafts by static analysis of the various layers shall bemade by the SPT and/or CPT methods for the full depth of the boring. This requirement shallbe in addition to Item 5 requirements when the rock depth is greater than 60 feet (18.29m).

5014. Scour Depth: For scour depth estimates, the mean D (mean diameter of the bed material)in granular alluvium is required. Gradation samples shall be tested in the laboratory byappropriate test procedure and described by ASTM D2487 on all samples taken according tothe 5 foot (1.52m) intervals in Item 4 in granular alluvium. The depth of weathered rock orshale described in item 5 is required. In rock or shale sampled by continuous core barrel,fracture spacing shall be plotted per foot of depth for all core runs. The following criteria arerequired at pier locations.a. One boring for structures less than 250 feet (76.20m) in length.b. Two borings for structures between 250 and 600 feet (76.20m and 182.87m) in length.c. Three borings for structures greater than 600 feet (182.87m) in length.

15. Water Table and Water Sampling: The water table shall be measured at the end of drillingand at 24 hours in all boreholes as specified in the most current ASTM D4750. TheConsultant will confirm and monitor the presence of artesian water. For structures located inDivisions 5 and 6, water samples shall be taken from surface pools and from at least twoboreholes at 10-foot (3.05m) intervals whenever the stream surface, soil surface, or surfacevegetation indicates the presence of salts. For county bridge structures located in Divisions5 and 6, water samples shall be taken from surface pools and from at least one boring at adepth of 10 feet (3.05m) below the water table. Also, water samples are required as indicatedabove when boring logs indicate a shale or sandstone interbedded with gypsum.

16. Bridge Approach Embankment Settlement and Slope Stability: For embankment heightsthat are greater than 15 feet (4.57m), settlement and slope stability predictions shall be madeaccording to the requirements of the Specifications for Geotechnical Investigations forRoadway Design. Settlement predictions by in situ tests (CPTU and DMT) are allowed andpreferred.

17. Retaining Walls: Geotechnical investigation as set forth in this specification will be requiredfor all retaining wall footings and wall pressures. In the rigid gravity, semi-gravity, nongravitycantilevered, mechanically stabilized earth (MSE), prefabricated modular and anchoredretaining walls, additional requirements are specified in Chapter 5 of the AASHTO LRFDDesign Specifications including interims. Spacing of borings for retaining walls will be at 100feet (30.48m) intervals along the back face of the wall. In the case of anchored walls,additional boring requirements from the critical section (i.e., maximum wall height, centerlineof bridge structure) are as follows:a. Back borings are required at a distance of 1.0 -1.5H (H=proposed wall height) behind the

back face of the wall and at critical section centerline and at a 150 foot (45.72m) spacingeither side of the critical section centerline.

b. Front borings are required at a distance of 0.75H from the front face of the wall and at thecritical section centerline and at a 200 foot (60.96m) spacing either side of the criticalsection centerline.

c. The depths of all wall and back borings are 2H. The depths of all front borings are H.d. All borings within a 200 foot (60.96m) spacing of critical section centerline will be sampled

as specified in Item 4.e. Carefully record water level and caving of borings.f. Perform bore hole permeability tests in a minimum of two back borings below 15 foot


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depth.g. Soil tests for anchor environment shall include electrical resistivity, pH, and sulfate(s)

tested in a minimum of two back borings at 5 foot (1.52m) intervals.

18. Integral Abutments: For embankment heights that are greater than 15 feet (4.57 m)settlement and lateral squeeze predictions of the foundation soil shall be made according tothe requirements of the Specifications for Geotechnical Investigations for Roadway Design.

FIELD RECONNAISSANCE AND TOLERANCE:

1. Observe and report the following site conditions in reference to the geotechnical investigationof the structure:a. Surface soil types.b. Gullies, excavations, slopes or stream banks.c. Surface and subsurface water.d. Topography and vegetation.e. Location of existing structures.f. Unusual drilling conditions.g. Underground and overhead utilities.h. Permission of property owners.I. Stream debris.

2. Deviations from the boring location plan are allowed, due to inaccessible conditions, whenapproved by the Department.

3. Vertical control of all borings shall be plus or minus (±) 0.10 foot (0.03m), as documented bysurvey notes. Elevations shall be taken with an engineer’s level (i.e., Wye Level or higherequivalent). If the project is a new alignment that is beyond reasonable reach by a distancemeasuring tape of 100 feet (30.48 m) from a reference line, then request a survey contractitem.

4. The tolerance in hole location shall be plus or minus (±) 1.0 foot (0.3m), by taping or chaining.

METHOD OF DRILLING: An appropriate method of rotary drilling shall be used for the foundationand geologic conditions encountered as specified in the AASHTO Manual on SubsurfaceInvestigations, 1988. Drilling with continuous flight augers is prohibited. There are no otherrestrictions on the type of drill equipment, other than that it shall be capable of performing all of thefield sampling and testing outlined in the AASHTO Manual on Subsurface Investigations, 1988.The practice of auger refusal using a solid core or hollow-stem auger is not an acceptabletechnique for locating top of rock. For borings over water in lakes or rivers, drilling operations shallbe performed on a barge supported by spud rods at all barge corners which are anchored firmlyinto underlying geology.

SAMPLING: The most current issue of the following ASTM and AASHTO Standard will govern andshall be used:

1. ASTM D1586, Method for Penetration Test and Split Barrel Sampling of Soils.2. ASTM D1587, Practice for Thin-Walled Tube Sampling of Soils.3. ASTM D2113, Practice for Diamond Core Drilling for Site Investigation.4. ASTM D4220, Practice for Preserving and Transporting Soil Samples.


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5. AASHTO T264, Collection and Preservation of Water Samples.6. ASTM D4750, Standard Test Method for Determining Subsurface Liquid Levels in Borehole

or Monitoring Well (Observation Well).

FIELD TESTS: The most current issue of the following ASTM Standards will govern and shall beused:

1. Standard Penetration Test (SPT) - ASTM D1586. Partial increments of the StandardPenetration Test should be measured to the nearest 1/16 of an inch (1.59mm). All SPT fieldN-values are to be corrected to a 60 percent efficiency.

2. Thin-Walled Tube Geotechnical Sampling of Soils - ASTM D1587.

23. Cone Penetration Test (CPT, CPTU) - ASTM D 5778. For the CPTU a u piezocone tip isrequired.

4. Flat Dilatometer Test (DMT) - ASTM D66355. Pressuremeter (PMT) - ASTM D 47196. Borehole Jack Test - ASTM D 49717. Dynamic Cone Penetrometer Test - This test is adopted by the Department’s Bridge Division

and described generally in subsection B.4.2 of the AASHTO Manual on SubsurfaceInvestigations, 1988. The Dynamic Cone Penetrometer test used by the Department BridgeDivision is known as the Texas Cone Penetrometer Test. Deviations from the AASHTOManual on Subsurface Investigations, 1988, are as follow: 10 blows to seat the cone and thepenetration in inches per 50 blows for the first and second 50 blows; if 6 inches (152.4m) ofpenetration is obtained before 50 blows, then the number of blows per 6 inches (152.4m) shallbe recorded for a total of 12 inches (304.8mm). The physical dimensions and copy of the testprocedure shall be furnished by the Department. Hammers furnishing equivalent energy toa 170-pound (77.11kg) hammer with a 24 inch (609.6mm) drop will be acceptable. Thedynamic cone penetrations should be reported to the nearest 1/16 of an inch (1.59 mm).

8. Field Permeability Tests - The requirement is identified in the AASHTO Manual on SubsurfaceInvestigations subsection B.63 as either a falling-head, constant-head, or rising-head testfurther referenced to Hvorslev (1951).

LABORATORY TESTS: Laboratory testing shall be performed by technicians certified by theHighway Construction Materials Certification Board in a laboratory qualified by the DepartmentMaterials Division. For all samples taken, the following shall apply:

1. All soil and rock samples are to be tested in the laboratory and results reported according tothe most current ASTM Standards for the following tests:a. Soil Classification (Gradation and Plasticity Index).b. Moisture Content.c. Specific Gravity.d. Density (AASHTO procedure only).e. Hydrometer, Double Hydrometer Pinhole Test.f. Slake Durability.g. Unconfined Compression Test, see (m).h. Point Load Test, see (m).i. One-Dimensional Consolidation Test.j. Drained Direct Shear Test.k. Triaxial Shear Test.

1) Unconsolidated Undrained.2) Consolidated Undrained-Pore Pressure Measurement.

l. Percent Swell and Swell Pressure Test.


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m. Unconfined compression tests are to be conducted at an interval not exceeding 5 feet(1.52m) starting at the top of rock. If samples do not meet the requirements for theunconfined compression test, two point load tests may be substituted for each unconfinedtest at the specified interval.

n. Soluble Sulfate (OHD L-49).2. Water samples are to be taken at a minimum of 10 foot (3.05m) intervals with a positive

sealing sampler in at least two bore holes. Water levels shall be allowed to reach anequilibrium condition before sampling. Borings advanced by mud (bentonite slurry) rotarydrilling technique shall be bailed before allowing water level to reach an equilibrium condition.Where needed, casing must be installed. Samples are to be analyzed for:a. CL ion (ppm) by AASHTO T260 (Alternate Method Number 1 - Potentiometric Titration).

4b. SO ion (ppm) by AASHTO T105, ASTM C114.c. pH by ASTM G51.

3. Classification and description of soils and compaction shales shall follow ASTM D 2487 andD2488. For clarification purposes, define and test for the following particle size distribution:

3 in. (75mm)3/4 in. (19mm)No. 4 (4.75mm)No. 10 (2.00mm)No. 40 (425µm)No. 200 (75µm)

4. A pocket penetrometer or any other "pocket" measurement shall not be used to determinerock or soil properties.

5. Soil tests required for anchored retaining wall anchor environments are:a. Electrical resistivity, ASTM G57, AASHTO T289 Sample Preparationb. pH, ASTM D4972.c. Sulfate, ASTM D516.

FIELD LOGGING: Descriptive terminology and classification of rock shall be based on therequirements of subsection E.6 in the AASHTO Manual on Subsurface Investigations, 1988 as wellas the Department’s local practice presented in Attachment 1. The finished boring log shall be acompilation of all classification and description from laboratory tests and field logging.

GEOLOGIC STATEMENT: A general review and assessment of specific site geology shall bereported based on all available soil surveys and geologic publications and maps for the location.All sources shall be documented.

MINIMUM PLUGGING REQUIREMENTS FOR GEOTECHNICAL BORINGS: The generalprocedure for the plugging of Geotechnical Borings shall be governed by the current OklahomaWater Resources Board specifications “Plugging Requirements for Geotechnical Borings”. Unlessotherwise noted herein by the following exceptions or amplifications, said procedures shallsubscribe to, as a minimum requirement, the general guidelines given in 785:35-11-1 and 11-2 ofthe Oklahoma Water Resource Board’s Regulations.

Exceptions and Amplifications to the above are as follows:

1. Responsibility for proper plugging lies with the Consultant.2. Borings shall be plugged to prevent pollution of groundwater within ten (10) days of completion

of drilling.3. A multi-purpose completion report shall be submitted to the Oklahoma Water Resources

Board within thirty (30) days of completion and plugging of each geotechnical boring and to


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the Department in the Final Written Report.4. Guidelines for borehole plugging, grouting procedures, grout mixes, etc., are explicitly detailed

in the Oklahoma Water Resources Board’s Specifications.

FINAL WRITTEN REPORT: In addition to the graphical and tabular data, a written report shall alsobe made. It shall contain an interpretation and analysis of the data as well as definite engineeringrecommendations for design based upon the various factors. The geotechnical report shall bethorough in reporting all backup data and calculations documenting analyses andrecommendations in accompanying appendices to the report. The materials and conditions whichmay be encountered during construction shall also be discussed. The Geotechnical Engineerresponsible for the report preparation should have a broad enough background in engineering tohave some knowledge of the type of structures which normally would be used in a certain location,including their foundation requirements and limitations. Geotechnical problems that may impactdesign performance and construction based on the findings of the geotechnical report shall bereported and recommendations made. The recommendations should be brief, concise and, wherepossible, definite. Reasons for recommendations and their supporting data should be included.The units in the analyses and final report shall be consistent with plan requirements. The finalwritten report will require GINT computer generated boring logs and in a Pdf format that istransferrable to the Bridge Division Design plan sheets. The written report should include thefollowing specific items:

1. Pile Supporta. Method of support: Friction or end bearing, in rock or soil or both.b. Suitable pile type or types: Reasons for choice and/or exclusion of types.c. Pile tip elevations:

1) Estimated - Average values, with range of variation if desirable.2) Specified - Explain reasons, such as driving through fill, negative skin friction, scour,

underlying soft layers, piles and uneconomically long, etc.d. Allowable pile loading: Specify method of analysis.e. Settlement considerations: Requirements of structure vs. soil conditions. Specify method

of analysis.f. Cut-off elevations: Water table, etc.g. Test piles required: Location for maximum utility.h. Load tests required and use of dynamic pile driving formula.i. Effects on adjacent construction.j. Corrosion effects of various soils and waters, and possibility of galvanic reaction.k. Scour depth knowledge.l. P-Y curve analysis.

2. Drilled Shaft Supporta. Method of support: Friction or end bearing, in rock or soil or both.b. Suitable drilled shaft size: Reasons for choice and/or exclusion of sizes.c. Drilled shaft base elevations.d. Allowable drilled shaft loading: Specify method of analysis.e. Settlement considerations: Requirements of structure vs. soil conditions. Specify method

of analysis.f. Cut-off elevations: Water table, etc.g. Drilled shafts required: Locations for maximum utility.h. Corrosion effects of various soils and waters.


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i. Scour depth knowledge.j. P-Y curve analysis.

3. Footing Foundation Supporta. Elevation of footing.b. Allowable soil pressure - for bearing and for settlement; considering soil, adjacent

foundations, water table, etc.c. Material on which footing is to be placed.d. Scour depth.

4. Construction Considerationsa. Water table: Fluctuations, control in excavations, pumping, tremie seals, etc.b. Adjacent structures: Protection against damage from excavation, pile driving, drainage,

etc.c. Pile driving: Difficulties or unusual conditions which may be encountered.d. Excavation: Control of earth slopes including shoring, sheeting, bracing, and special

procedures, variation in, type of material encountered, etc.

Additional Information: The Consultant shall provide to the Department, in addition to thefinal written report, the following:

1. Name of the Engineer and/or Geologist at the site responsible for the field boring logs andinterpretation of the geologic profile.

2. Name of the driller. Logging by driller in lieu of an Engineer and/or Geologist will not beallowed.

3. Type of equipment used.4. Method (or combination) of drilling used.5. Size of drive hammer and free fall used on sampler in dynamic tests.6. Type and size of core barrels.7. Description of sampler(s).8. Diameter of any casing used.9. A report shall specify current ASTM / AASHTO specification numbers.10. Deviation from sampling and field testing equipment requirements as specified by current

ASTM and/or AASHTO Standards.

ACCEPTANCE: The Department, upon review of the final written report and boring logs, shallexercise final authority as to whether the Consultant has provided sufficient information or ifadditional data or borings are required. The Department further reserves the right to review allphases of the geotechnical report including all field and laboratory data, computations, andanalysis.


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GEOTECHNICAL SPECIFICATIONS FOR ROADWAY DESIGN

GENERAL: The general procedure for the execution of investigations for obtaining geotechnicaldata required for roadway design by the Department shall be governed by the GeotechnicalEngineering Circular No. 5, “Evaluation of Soil and Rock Properties”, FHWA IF-02-034, April 2002,and AASHTO R-13, “Conducting Geotechnical Subsurface Investigations.”

The Consulting Firm is required to submit a boring and sampling plan to the Department forapproval prior to beginning the subsurface exploration. Also required in a pre-work conference isthe resolution of all matters with regard to sampling, testing and analysis of data. TheDepartment’s geotechnical policies and procedures will represent the state of the practice and willgovern. Investigations, borings, sampling and testing are to be coordinated with the requirementsof Item 16 of the Specifications for the Geotechnical Investigation of Bridges and RelatedStructures.

In conducting geotechnical investigations, the Consulting Firm is responsible for and will becompensated for the following items of work:

1. Securing right-of-way. 2. Filing and obtaining the U.S. Army Corps of Engineers Wetland Permits. 3. Locating and marking of utility crossings where borings, test pits or trenches are required in

the geotechnical investigation with OKIE. 4. Planning and arranging for traffic control in conducting the geotechnical investigation where

required. Traffic control is to be subcontracted outside the Department and is required to meetthe most current Manual on Uniform Traffic Control Device Specifications during thegeotechnical investigation.

5. Provide the required location of all test borings and pavement cores in the preliminary soilsurveys, detailed soil investigations and geological investigations. The required surveyinformation for borings and pavement cores is reference to station and offset from centerlineof survey, construction reference line (CRL) or base line given on the project plans. If theproject is a new alignment that is beyond reasonable reach by a distance measuring tape of100 feet (30.48 m) from a reference line, then request a supplemental survey contract itemthrough Project Management Division.

6. Dozer services required for access to test boring locations. 7. Test hole abandonment.

SCOPE: The geotechnical investigation shall consist of performing all or parts of the followingsurveys and investigations required by the Department’s Roadway Design Division and as directedby the Department at the time of contract negotiations.

PRELIMINARY SOIL SURVEY

1. Pedological and Geological Survey (Method A): This survey is required for new highwayalignments, new parallel construction of grade (embankment and/or cut) adjacent to existinghighway alignments, and the raising of grade on and above existing highway alignments. Thegeneral procedures for conducting the pedological activities are presented below. Thisincludes the procedures for sampling and testing.

a. The pedological survey requires plotting of the Center Reference Line (CRL) or the


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Centerline (CL) for the highway project alignment extent on the appropriate U.S.Department of Agriculture Soil Conservation Service (SCS) county soil survey report mapsheet(s). The map units are delineated on aerial photographs that comprise theaforementioned sheets. They are usually scaled at 1: 20,000 and occasionally 1: 24,000,either is acceptable. The plotting procedure is also used to establish the length of eachsoil series map unit (soil phase) as the alignment crosses the map unit delineation. Theselengths or distances are to be summed and provided in the report. The CRL and CLlocations are taken from the project plans. In the case of soil series complexes, as mapunits, e. g. Niotaze-Darnell, each series is to be located and treated separately. The typeand degree of assistance, as well as the names of the NRCS, or other soils scientist(s)personnel rendering assistance, shall be documented and referenced in detail.

b. At each soil series sampling site, adequate sample quantity should be taken to assure thetesting of each horizon as well the composite bulk sample. Pits are acceptable and maybe the preferred method. These are to be made along the CRL or CL or referenced tothem. If the map unit repeats within the alignment, it need not be resampled, if the seriesis confirmed by boring to be the same.

c. A composite bulk sample is defined as comprised of a mixture of the total depths(thickness) of each of the B and C horizons. For example, if a soil series description liststhe B horizons as Bt1, Bt2, Btk, Bt3, and B/C, these together will constitute one sample,"B." Subsequently, the C/B and C horizons will constitute a second sample "C," for soilseries that contain those particular horizons. In the event that the map unit does not havea B horizon but has an A/C instead, the composite bulk sample shall be taken of the totaldepth of horizons listed below the A horizon e.g. the A/C or B/C horizon. In most cases,soil map unit revisions and recorrelations have probably been made to at least a few ofthe map units encountered along the CRL. This new information is available at localNRCS field offices, usually located in the county seat and the NRCS State Soil Scientistin Stillwater OK, phone 405-742-1248. Copies of all official soils series descriptions,including the new recorrelated series are required for inclusion in the pedological report.

d. The intent here is to use the soil map unit with its associated current official soil seriesdescription and classification as a guide for sampling and other engineeringinterpretations. For example, the official description of Kirkland clay loam, 0-1%slope;Fine mixed, superactive, thermic Udertic Paleustoll, 6/99, is to be used as a guide forsampling. The fine, mixed, superactive, thermic, Udertic Paleustoll is the soil seriestaxonomy description. It consists of the order, suborder, great group, subgroup modifier,particle size, mineralogy, and soil temperature. In this description the typical thickness ofthe A horizon is 8 inches (200mm), the Btl horizon is typically 8 to 19 inches (200 to480mm) thick, the 2Bt3 is 75 to 82 inches (1800 to 2080mm) thick, etc. In the map unitof interest, the depths and thicknesses of the subhorizons may vary from that of thedescription given in the county soil survey report and/or in the official soil seriesdescription. However, they must be within the "Range in Characteristics," as describedin the official soil series description.

e. There may be inclusions of a contrasting or similar soil series within the map unit beingsampled. They may be listed and described in the "Competing Series" or the"Geographically Associated Soils" paragraphs in the official soil series descriptions.Select the best-fit soil series description from this list, if possible, for the inclusion in thereport.

f. Soil laboratory tests required for all representative subhorizon samples for each soilseries: 1) Plastic Limit, AASHTO T90. 2) Liquid Limit, AASHTO T89. 3) Gradation required for complete soil classification, AASHTO T88.


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4) pH, AASHTO T289. 5) Electrical Resistivity, AASHTO T288.

g. Soil laboratory tests required of the bulk composite sample for each soil series A, B, andC horizons: 1) Plastic Limit, AASHTO T90. 2) Liquid Limit, AASHTO T89. 3) Gradation required for complete soil classification, AASHTO T 88. 4) Moisture-Density for each B horizon, AASHTO T 99. 5) Resilient Modulus, for each B horizon, AASHTO T307.6) Soluble sulfate, OHD L-49.7) Soil Taxonomy Statement for each soil series. Unit consists of a complete written

interpretation of each taxonomy description sub-art a total of seven parts. h. The geologic portion of this survey shall consist of the inclusion of a representative

sample of the R horizon. A geologic statement describing the R horizon in geologicalterminology shall be included in the report. If the R horizon is shale it shall be sampledand subjected to the soil laboratory tests listed under paragraph "f." above. Theterminology for describing the R horizon material shall be taken from the "OklahomaDepartment of Transportation Standard Guide for the Description of Surface andSubsurface Geological Rock Formations of Oklahoma."

i. The quantities of soil required for the tests are provided in AASHTO R13. j. Personnel requirements. The person performing the soil survey and providing the report

shall hold a Bachelor of Science (BS) degree in Soil Science. The person may hold a BSin a natural science (i.e. geology or forestry) provided the natural scientist has a minimumof 30 credit hours of natural sciences with 15 of those hours in soil science. Alternatively,a resume of pertinent education and experience shall be submitted to the Department’sSoils and Foundations Engineer for review and approval.

1B. Pedological and Geological Survey (Method B): The pedological soil survey series are tobe laid out on paper on a soil map. The soil series are to be organized by the soil taxonomyOrder. The most predominant soil series (largest lineal station extent) for each Order in theproject extent is to be sampled and tested as required in Method A.

2. Shoulder Soil Survey: This survey is required for the widening of existing pavements atgrade. This survey shall apply to the adding of shoulders, lanes and medians to existingpavements. The general procedure for conducting the shoulder soil survey is as follows:

a. The sampling location shall be based on a random sampling plan confined within thewidening with a sampling interval of 500 feet (150m) using the average width of theimprovement. Sample locations shall apply to all widening extents, i.e., outside pavementshoulder, both pavement shoulders (in the case of two-lane highway or street), insideshoulder (in the case of four-lane highway or street), and in median areas.

b. The sampling depth shall be 36 inch (900 mm) consisting of the top 6 inches (150mm)and the bottom 30 inches (750mm) provided that there is reasonable consistency andsimilarity of material. If different material is encountered in the bottom 30 inches(750mm), it is to be subdivided into layers and sampled.

c. The extent of similar soil classifications shall be reported. d. The elevation of groundwater or perched water zones shall be measured and recorded

at the end of drilling and at 24 hours after drilling. e. A composite bulk sample(s) of the full sampling depth representative of the whole project

extent or of each extent as identified in item 2c. f. Soil laboratory tests required of all sample interval depths and/or soil layers are the


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following: 1) Plastic Limit, AASHTO T90. 2) Liquid Limit, AASHTO T89. 3) Gradation required for complete soil classification, AASHTO T88. 4) Moisture-density, AASHTO T99. 5) Resilient modulus, AASHTO T307.6) Soluble Sulfates, OHD L-49.

g. Guidelines for quantities of soil samples are given in AASHTO R13.

3. In Place Soil Survey: This survey is required for new construction grading when the designcalls for separation of grading and paving contracts. The general procedure for conductingthe In Place Soil Survey is the same as for the Shoulder Soil Survey.

4. Pavement and Subgrade Soil Survey: This survey is required in the evaluation of existingpavement thicknesses and underlying subgrade soils for an overlay design. The generalprocedure for conducting the pavement and subgrade soil survey is as follows:

a. The sampling location shall be based on a random sampling plan within the width of thepavement, with a sampling interval of 600 feet (180m) in each lane for the project extent.

b. The sampling sequence shall consist of coring the pavement and sampling the base,subbase, and subgrade. All pavement layer thicknesses shall be reported. Sampling thesubgrade shall be 36 inches (900mm) below existing pavement.

c. Extent of similar soil classifications are to be reported. d. The elevation of groundwater or perched water zones shall be measured and recorded

at the end of drilling and at 24 hours after drilling. e. Falling Weight Deflectometer testing is required according to item 7c. f. For asphalt pavement overlay design, the backcalculated resilient modulus of the

subgrade and the elastic modulus of the composite pavement shall be based on FWDtests as specified in item 7c.

g. For concrete overlay design, the backcalculated static modulus of subgrade reaction andthe effective existing pavement thickness by either the condition survey method or theremaining life method as described in the most current AASHTO Guide for the Design ofPavement Structures shall be determined.

h. Laboratory tests required of granular bases and subbases, and of subgrade, are asfollows: 1) Plastic Limit, AASHTO T90. 2) Liquid Limit, AASHTO T89. 3) Gradation required for complete soil classification, AASHTO T88.

r4) Resilient Modulus (M ), AASHTO T-307.5) Soluble Sulfates, OHD L-49.

i. Guidelines for quantities of soil samples are given in AASHTO R13.

5. Borrow Pit Investigation: A borrow pit investigation is required where selective subgradetopping is requested. The specifications and test methods required in the selection ofselective subgrade topping are given in the most current issue of the Department’s StandardSpecifications for Highway Construction, Subsection 202.04(d). a. Size of the borrow pit shall be based on plan estimates of material quantities needed. b. A borrow pit location within a 30-mile (55 km) haul distance of the project is acceptable.c. As a minimum requirement, a boring shall be drilled at each geometric corner and two

near the center. A minimum depth of ten feet (3.0m) per boring shall be analyzed forselect material.


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d. The elevation of groundwater or perched water zones shall be measured and recordedat the end of drilling and at 24 hours after drilling.

e. If the borrow source is rock, the rippability shall be investigated by use of seismic velocity.Seismic velocities in rock in excess of 10000 fps (3050 m/s) are considered non-rippable.

f. If the borrow source can be select graded in a cut section of the proposed project site,the above items 2 through 5 all apply.

g. If a borrow source is unavailable, then a pavement layer requiring borrow may besubstituted with an equivalent soil stabilized layer or a soil-aggregate blend.

h. Soils that are to be used in the top 2 feet (0.61 mm) shall be checked for soluble sulfatesaccording to OHD L-49.

6. Resilient Modulus Testing: Resilient modulus testing is required for the pavement designof all State and Federal Aid highway projects. The resilient modulus is to be determinedaccording to the most current AASHTO T307. A resilient modulus test is required at (1) 95percent of maximum dry density and at optimum moisture and (2) at a dry density andmoisture content 2 percent wet of optimum conditions for the samples taken as described initem 1, Pedological and Geological Survey; item 2, Shoulder Soil Survey; and item 3,Pavement and Subgrade Soil Survey.

7. Pavement Evaluation: A pavement evaluation is required for jointed Portland CementConcrete (PCC) and Asphalt Concrete (AC) pavements where properties of an existingpavement structure (surface, base, subbase and subgrade) are needed for evaluation of thepavement load capacity and for an overlay design. The Falling Weight Deflectometer (FWD)is required for the pavement evaluation. The general procedure for conducting the pavementevaluation shall meet all requirements of the ASTM D 4694 and D 4695 and the followingadditional requirements: a. A minimum of four pavement cores per mile (more if there is an obvious change in

pavement structure) shall be taken to document the thicknesses and types of pavementlayers. Cores shall be taken at points coinciding with FWD test locations. Record thedegree of stripping of asphalt pavement layers. Record honeycomb, deteriorationcracking (D-Cracking), and separations in concrete pavements. Cores shall be taken inthe middle of the slab in PCC pavements.

b. Pavement surface condition shall be described according to the distress patterns inSHRP-P-338.

c. FWD tests are to be conducted in the outside wheelpath in a staggered pattern at aspacing of 250 feet (75m). Additional requirements for the FWD analysis are as follows:1) The FWD is to be operated in a time frame of April through November. 2) The air and pavement temperatures are to be recorded by the FWD equipment for

each test location and according to ASTM D4695, Subsection 7.1.5. 3) At each FWD test location, the test procedure shall be according to ASTM D 4694,

Subsection 9. Load and deflection sensors are to be in current calibration asrequired by ASTM D 4694, Subsection 8, at the time of testing.

4) Back calculation analysis of pavement subgrade shall be made by the according toASTM D 5858 and consistent with the most current AASHTO pavement designprocedure.

5) A copy of the FWD report shall be submitted to the Roadway Division PavementDesign Engineer in either Lotus 123 or Microsoft Office Excel formats.

d. For rigid pavements, joint efficiency shall be tested in each direction, in the rightwheelpath of the right lane, alternately every 600 feet (180m) at the transversecontraction joint. A core shall be cut through the joint at that test site and the corecondition reported.


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DETAILED SOIL INVESTIGATION: A Detailed Soil Investigation is required for the geotechnicalproblems related to roadway designs. These geotechnical problems include embankment andfoundation soil settlement and stability, cut and natural slope stability, problem soils related toroadway subgrades and embankments, roadway structures, and construction recommendations.A detailed soil investigation of these problems is required in conjunction with the pedological andgeological survey. Interpretation and judgement of pedological and geological site conditions isthe responsibility of the Consulting Firm.

1 1 .. Embankment and Foundation Soil Settlement and Stability for Embankments Between0-15 feet (0 to 4.6m) Above Natural Ground Line: Estimates of embankment andunderlying foundation soil settlement, slope stability and design slopes are required. Theseestimates shall be made by assuming reasonable parameters for anticipated embankment and

foundation soils based on the soil series types occurring within the project extent. Theseestimates are required for embankments crossing each soil series encountered along theproject alignment. Estimates of reasonable soil parameters for anticipated embankment andfoundation soils as described by the pedological soil units shall be taken from the 1986 editionof NAVFAC D 7.01.

2. Embankment and Foundation Soil Settlement and Stability for Embankments GreaterThan 15 Feet (4.6m) Above Natural Ground Line: Estimates of embankment and underlyingfoundation soil settlement and stability are required. Borings are to be typically spaced every200 feet (60m) (erratic conditions) to 500 feet (150m) (uniform conditions), with at least oneboring made in each pedological soil unit. The borings are to be Standard Penetration Test(SPT) borings as specified and/or thin-walled pushtube borings, rock cores, and in situ testing(electric cone, piezocone, and dilatometer) specified to provide the following data and samplesfor subsurface conditions. a. Stratigraphy.

1) Physical description and extent of each stratum. 2) Thickness and elevation of top and bottom of each stratum.

b. For cohesive soils (each stratum). 1) Natural moisture contents. 2) Atterberg limits. 3) Presence of organic materials. 4) Evidence of desiccation or previous soil disturbance, shearing or slickensides. 5) Swelling characteristics. 6) Shear strength. 7) Compressibility

c. For granular soils (each stratum)1) In-situ density (average and range) typically determined from Standard Penetration

Tests or Cone Penetrations Tests. 2) Grain-size distributions (gradation). 3) Presence of organic materials.

d. Ground water (for each aquifer if more than one is present)1) Piezometric surface elevation over site area, existing, past, and estimated probable

range in the future (observe at several times).2) Perched water table.

e. Bedrock.1) Depth and elevation over entire site.

2) Type of rock. (Lithology)3) Extent and character of weathering4) Joints, including distribution, spacing, whether open or closed, and joint filling. 5) Faults.


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6) Solution features in limestone or other soluble rocks.7) Core recovery and soundness (RQD).

f. Minimum geotechnical guidelines for engineering analysis required are given in Table1 of Attachment 3. 1) When soft ground is encountered (SPT ‘N’ Resistance < 4), (in situ) testing and/or

undisturbed sample exploration shall be done in each soil series mapping unitthroughout the foundation soils until firm material (SPT ‘N’ Resistance > 30) or rockis encountered.

2) When medium stiff to very stiff ground (5 < SPT ‘N’ Resistance < 30) isencountered, the minimum sampling and testing criteria in Table 2 shall be followed.

3) Within a depth of twice the embankment height when rock is encounteredcontinuous rock coring shall be done according to criteria in Table 2.

4) The investigation of groundwater shall be made according to criteria in Table 2 ofAttachment 3.

5) For bridge embankment headers, coordination with Item16 of the most current issueof the Specifications for the Geotechnical Investigation of Bridges and RelatedStructures shall be made. This requires detailed study of embankment andfoundation soils within 200 feet back and 200 feet (60m) forward of each bridgeabutment as set forth above.

3. Cut and Natural Slope Stability: Cut slopes greater than 30 feet (9.1m) below the naturalground line in soil shall be analyzed for the end of construction and long term slope stabilityconditions. If slope materials are overconsolidated (OCR > 2) then residual shear strengthshall be used in the long term slope stability analysis. Soils coming from cuts that form thetop two feet (0.61 m) of the finished subgrade shall be checked for soluble sulfates accordingto OHD L-49. When investigating cut-sections in shale, a determination shall be made by theconsulting firm as to whether excavated shale cut material will behave as rock-like shale or aclay-like shale in compacted fill according to ASTM D 4644, slake durability test.

4. Problem Soils Related to Roadway Subgrades and Embankments: Additional fieldexploration, laboratory testing, and analysis are required by the consulting firm to determinethe long-term performance and/or suitability of the following soil and rock that may beincorporated into the roadway subgrade and embankment: a. Organic soils. b. Normally consolidated clays. c. Expansive clays and shales. d. Collapsible soil. e. Degradable shales. f. Caliche. g. Mine spoils (all types) and caves. h. River or stream meander loops, cutoffs, and ox-bow lakes. i. Karst featues(gypsum, limestone).j. Soils containing soluble sulfates.These soils and conditions are coordinated with the Pedological and Geological Surveyand Borrow Pit Investigation. Interpretation and judgement of these soil conditions is theresponsibility of the Consulting Firm.

5. Roadway Structures: The bearing capacity, settlement and stability of roadway structures(i.e. retaining walls) shall be checked according to the most current AASHTO LFRD DesignSpecifications including interims.

6. Construction Recommendations: The consulting firm may recommend chemically stabilized

bases, subbases, and subgrade soils according to the Department’s soil stabilization policies.


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GEOLOGICAL INVESTIGATION: A Geological Field Investigation is required for any or all of thefollowing: rock cuts of 15 feet (4.6m) or greater, rock mechanics analysis, geological hazards, androck fills. A geological field investigation may consist of the following elements: borings, slopestability analysis, rippability ratings, revelation of geological hazards, shear strength of rock fills,and geological statements. The Geological Investigation is in conjunction with the Pedological andGeological Survey. Dimensions are to be in english or metric units, whichever is compatible withthe Plans. Any interpretations and judgements made of the site geologic conditions are theresponsibility of the Consulting Firm.

1. Borings: Borings through cut sections within the project extent shall be spaced every 100feet (30m) in the longitudinal centerline (CL or CRL) direction. A minimum of two boringsalong a straight line perpendicular to centerline or planned slope face shall be made toestablish a geological cross-section of the cut . Two of these borings shall be continuouslycored to characterize the properties outlined in subsection 2e for detailed soil investigations.The depth of all borings are to extend a minimum depth of 10 feet (3.0m) below deepest plangrade. The location of perched or permanent water tables are to be recorded for a minimumof 24 hours.

2. Seismograph Surveys: Seismograph Surveys of cut sections may be made. The equipmentmust be capable of determining rock properties throughout the entire depth of the cut, plus 10feet (3.0m) below plan grade. Depths to each rock layer must be accurate to the nearest foot(0.3m).

3. Rock Stability Analysis: Rock Stability Analysis is required when the dip of the geologicformation exceeds 20 degrees into the slope face. It shall meet all the requirements of thekinematic slope stability program using the stereographic projection procedure, Rockpack IIIsoftware or equivalent (1,2). This analysis is necessary to determine the slope stability ofclosely spaced (two feet or less) rock joints (fractures) and/or tilted (dipping greater than 10degrees) rock strata of the cut slope. These measurements will allow development of the localstructural geology, in three dimensions, required for making this analysis. The data that isrequired for this analysis is the strike, dip, and dip direction of both the rock strata and of thejoints (fractures) in the rock. The equipment necessary to obtain the strike, dip, and jointorientation data is a Brunton compass. This device gives magnetic headings and dip angles.Trenching or oriented cores may be necessary in order to expose enough rock strata to makethe measurements. The shear strength of the jointed rock shall be based on the requirementsof the Hoek-Brown (1988) criteria (3). If the observations identify joints (fractures) in whichshear failures may occur, or fractures that contain soil infilling; then, the shear strength of theinfilling or fractures is required to be taken into account in the overall slope stability analysis.In argillaceous massive shales (non-laminar), slope stability analysis shall be based on the useof a soil mechanics approach.

4. Rippability: Rippability shall be determined by a refraction seismograph. The seismograph

must be capable of providing valid, useable signals for calculating the depth to bedrock to thenearest foot (0.3m). It must be capable of sensing rock layers to the depth of the cut. Calculations of rippability shall be made from the resulting sound wave velocities. Thesevelocities are then to be used to calculate the rock rippability. The rock rippability rating ofeach layer shall be reported as rippable, marginal, or non-rippable (4 ).

5. Geologic hazards: Geologic hazards are such things as sinkholes, landslides, and othersas listed in Section 4 of "Detailed Soil Investigations." These are to be precisely located anddimensioned to the nearest foot (0.3m). All occurrences are to be provided in the report. GPScoordinates may be used in addition to Public Land Survey legal descriptions. Locations mustbe referenced to the CL or CRL.


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6. Rock Fill Embankments: Shear strength values of rock fill embankments shall be used. Themodel will be generated by using the results of the triaxial shear tests. The testing shall bedone on the one-inch size aggregates from the specified rock fill aggregate source.

7. Geologic Site Assessment: A geologic site assessment of the rock type and layeringconditions in the cuts along the CL or CRL shall be provided. This report will be based onavailable geologic maps, bulletins etc., along with a field, on-site investigation. Theassessment will pertain to the geologic conditions and character of the rock strata as providedin the above geologic information sources.

8. Equipment: Equipment used to make the following observations; e.g. borings, seismographsurveys, rippability, and stability analyses must be listed in the report. Make, model, andmanufacturer are to be provided.

9. Descriptive Terminology and Rock Classification: Descriptive terminology and rockclassification shall be based on the requirements of subsection E.6 in the AASHTO Manualon Subsurface Investigations, 1988 as well as the Department’s local practice presented inAttachment 1. The finished boring log shall be a compilation of all classification anddescription from laboratory tests and field logging.

GEOTECHNICAL EXPLORATION:

1. The most current issue of the following ASTM Standards for in situ testing will govern and shallbe used. a. Standard Penetration Test (SPT) - ASTM D 1586. b. Electronic Friction Cone and Piezocone Penetration Testing of Soils - ASTM D 5778. c. Flat Dilatometer Test (DMT) - ASTM D-6635.d. Pressuremeter (PMT) - ASTM D-4719.

2. The most current issue of the following ASTM and AASHTO Standards for sampling willgovern and shall be used. a. Method for Penetration Test and Split Barrel Sampling of Soils - ASTM D 1586. b. Practice for Thin-Walled Tube Geotechnical Sampling of Soils - ASTM D 1587. c. Practice for Rock Core Drilling and Sampling of Rock for Site Investigation - ASTM D

2113. d. Practice for Preserving and Transporting Soil Samples - ASTM D 4220. e. Collection and Preservation of Water Samples - AASHTO R 24. f. Standard Test Method for Determining Subsurface Liquid Levels in Borehole or

Monitoring Well (Observation Well) - ASTM D 4750. 3. Minimum Plugging Requirements for Geotechnical Borings: The general procedure for the

plugging of Geotechnical Borings shall be governed by the current Oklahoma WaterResources Board Specifications, Subchapter 7, 785:35-7-1 and 785:35-7-2 (5).

44.. Field Logging: Descriptive terminology and classification of rock shall be based on therequirements of subsection E.6 in the AASHTO Manual on Subsurface Investigations, 1988as well as the Department’s local practice presented in Attachment 1. The finished boring logshall be a compilation of all classification and description from laboratory tests and fieldlogging.

5. Method of Drilling: An appropriate method of rotary drilling shall be used for the foundation andgeologic conditions encountered. These are described in the AASHTO Manual on SubsurfaceInvestigations, 1988. There is no restriction on the type of drill equipment, other than it shallbe capable of performing all of the field sampling and testing as outlined in the abovereferenced manual. Samples may be taken from the flight augers unless water tableconditions are encountered. The practice of auger refusal, when using hollow-stem augers


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is not an acceptable technique for locating top of rock. For borings over water in lakes orrivers, drilling operations shall be performed on a barge supported by spud rods at all bargecomers which are anchored firmly.

6. Geologic Statement: A general geologic review and assessment(s) shall be provided as astatement in the Geologic Investigation. It will include cross section(s) and profile drawings,showing the orientation of the rock masses or layered rock formations at each cut sectioninvestigated. The drawings will provide station designations along the centerline of survey orCRL and distances left and/or right. The geologic summary shall be provided based on allavailable geologic information. Examples of such sources are as follows: 1) OklahomaGeological Survey, 2) Oklahoma Water Resources Board, 3) U.S. Geological Survey, 4) TulsaGeological Society, and others.

LABORATORY TESTS: Laboratory testing shall be performed by technicians certified by theHighway Construction Materials Certification Board in a laboratory qualified by the Department’sMaterials Division.

1. Where appropriate, soils and rock samples are to be tested and results reported according tothe most current AASHTO/ASTM Standards for the following tests. a. Soil Classification, Gradation and Plasticity Index - AASHTO T88, T89, and T90. b. Moisture Content, AASHTO T265). c. Specific Gravity, AASHTO T100. d. Density, AASHTO T233. e. Hydrometer, AASHTO T88. f. Double Hydrometer, ASTM D4221. g. Pinhole Test, ASTM D4647. h. pH, AASHTO T289. i. Moisture-Density Test.

1) Standard, AASHTO T99. 2) Modified, AASHTO T180.

j. Electrical Resistivity, AASHTO T 288. k. Slake Durability, ASTM D4644. l. Unconfined Compression Test, AASHTO T208. m. Point Load Test, ASTM D5731. n. One-Dimensional Consolidation Test, AASHTO T216. o. Drained Direct Shear Test, AASHTO T236. p. Triaxial Shear Test.

1) Unconsolidated Undrained, ASTM D2850. 2) Consolidated Undrained, ASTM D4767.

q. Residual shear strength, ASTM D6467. r. One Dimensional Swell or Settlement Potential of Cohesive Soils, ASTM D4546.

2. Classification and description of soils and compaction shales shall follow the practice asoutlined in ASTM D 2487 and D 2488. For classification purposes, define, test, and report forthe following particle size distribution.

3 in. (75mm)3/4 in. (19mm)No. 4 (4.75mm)No. 10 (2.00mm)No. 40 (425mm)No. 200 (75mm)

3. A pocket penetrometer or any other "pocket" measurement shall not be used to determinerock or soil properties for the purposes of this investigation.


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FINAL WRITTEN REPORT: The final report shall be written by a Geotechnical Engineer with abroad experience and background in engineering for the type of roadway work identified in theproject and shall contain the following. All geotechnical information and data shall be reported inthe standardized format presented in Attachment 4.

1. All reports should provide the following site investigation information. a. Names and positions of people involved in the operation. b. Description of the general location or map. c. Scope and purpose of the investigation. d. Description of geologic setting and topography. e. List field and laboratory tests on which the report is based. f. Provide a plan drawing that describes the subsurface soil, rock and groundwater

conditions. g. Locate and number the field explorations on the plan view. h. Summarize all subsurface exploration data, subsurface soil profile, exploration logs,

laboratory or in situ test results, and groundwater information. In Pedological andGeological Survey, the soil taxonomy is to be interpreted for each soil series unittaxonomy description as to what the design implication is for each taxonomy subpart, i.e.for the taxonomy description. Fine, mixed superactive thermic Udertic Paleustoll thereare seven interpretations that need to be reported on.

i. Interpret and analyzes the subsurface data. j. Make design recommendations. k. Discuss conditions which may be encountered during construction including

recommendations for solution of anticipated problems. l. Recommend geotechnical special provisions. m. Include test computer generated GINT boring logs and in a Pdf format that is transferable

to the Roadway Design Division plan sheets. n. Include field test data. o. Include laboratory test data. p. Include photographs (if pertinent).

2. If the project has cuts or embankments, provide the following additional information.a. Location and description of existing surface and subsurface drainage. b. Identify and report springs, seeps, and wetlands. c. Identify and report slides, slumps, and faults along the alignment. d. Provide subsurface drainage recommendations. e. Recommend undercut extents if required. f. Identify unusual erosion control measures that may be necessary. g. Recommend limits on cut and fill slopes. h. Provide shrink-swell factors. i. Recommend rock extents that are rippable and extents that will need to be blasted. j. Recommend rock slope stabilization measures.

3. If the embankment is over soft ground, provide the following. a. Make recommendations for alternative embankment designs if problematic soils i.e.

dispersive clays, etc, are the anticipated embankment borrow sources. b. Estimate short and long term settlement. c. Provide alternative designs, conceptional construction sequencing, time needs, and

address long term settlement and slope stability. d. Provide recommendations and specifications for monitoring settlement and slope stability.

4. If the embankment is in a flood plain, provide the following.


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a. Make recommendations for alternative embankment designs if problematic soil i.e.dispersive clays, silt, etc are anticipated embankment borrow sources.

b. Recommend special provisions for the embankment. c. Recommend embankment protection.

5. Landslide corrections. a. Provide scaled cross-section showing ground surface conditions before and after failure.b. Summarize the past history of the slide area such as movement history, maintenance

work and cost, previous corrective measures, etc. c. Summarize causes of the slide. d. Provide alternative designs and benefits of each design. e. Provide construction sequence and special provisions.

In addition to the graphical and tabular data, a written report is required. It shall contain aninterpretation and analysis of the drawings, logs, and data, as well as providing definite, specificengineering recommendations for cut slope design. These recommendations are to be based onthe results of the above geologic investigation methods, as used on this project. The ramificationsor problems, concerning an encounter with hazardous or unusual geologic conditions duringconstruction, shall be thoroughly discussed. Recommendations shall be provided as to how tomitigate or eliminate the problem conditions

The Geotechnical Engineer responsible for the report preparation should have a broad enoughbackground in civil engineering to have some knowledge of the type of structure which normallymay be needed to remedy the problems at a certain specific location(s). This includes thefoundation requirements for any recommended structure and comments concerning any limitationsor other construction problems. This information is to be included in the report.

Geological conditions that would require unusual or special designs should be thoroughly outlinedin the report. These designs or structures should be precisely located. Recommendations as tohow to mitigate or elimininate the unusual problem condition shall be provided in as much detailas is necessary for Design Engineers to effectively use.

The units in the report shall be consistent with the Plan units.

The Department, upon review of the final written report and boring logs, shall exercise finalauthority as to whether the Consulting Firm has provided sufficient geological information. If not,additional drawings, data, or borings may be required. The Department further reserves the rightto review all phases of the geotechnical report including all field and laboratory data, notes, logs,computations, and analysis. The geotechnical report shall be thorough in the collecting, organizing, and reporting of allbackground data; including notes, drawings, and calculations. These shall be provided in anappendix to the report and presented in an orderly and logical manner. The report shall have thesignature and seal of the engineer responsible for the Geotechnical report. Subsections of thereport; such as pedological soil survey, soil taxonomy, or FWD studies; supplied by a subcontractorto be included in the report should be signed by the subcontractor. The Consulting Firm shallsubmit three copies of the final Geotechnical report, one of these shall be in pdf format on a CD-ROM.

REFERENCES

1. Ragan, Donald M., "Structural Geology-An Introduction to Geometrical Techniques," 3rd


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Edition, John Wiley and Sons, New York, 1985, 393 pages. 2. Goodman, Richard E., "Introduction to Rock Mechanics," 2nd Edition, John Wiley and Sons,

New York, 562 pages. 3. Wyllie, Duncan C., "Foundations on Rock," 2nd Edition, E & FN SPON, London, 1999, 401

pages. 4. Peurifoy, R.L., Ledbetter, W,B., and Schexnayder, C.J., "Construction, Planning, Equipment,

and Methods," 5th Edition, McGraw-Hill Companies, Inc. New York, 1996, 633 pages. 5. Water Resources Board Rules, Chapter 35, July 1, 1999.

Attachment 1 to Appendix A1

and Appendix A3October 31, 2005

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STANDARD GUIDE FOR THE DESCRIPTION OF SURFACE AND SUBSURFACEGEOLOGICAL ROCK FORMATIONS OF OKLAHOMA

This guide refers to standard methods of rock type descriptions as required by the MaterialsDivision of the Oklahoma Department of Transportation. These descriptions shall be of suchquality and quantity as to provide complete and accurate rock type information useful to theDepartment.

This guide is to be used to describe various sedimentary and igneous consolidated rock formations,henceforth called "units," in the State of Oklahoma. Such units are exposed at the earth's surfaceas well as in borings. These rock units may lie exposed naturally, undisturbed by man or bepresent in man-made cuts, pits, ditches, or similar features. Loose uncompacted earth materials,such as alluvium, are considered unconsolidated and are not included in this guide.

In addition, this guide applies to descriptions of rock types as recovered from drill bit cuttings, oras observed in cores. It is structured such that the description of rock characteristics most pertinentto the construction or repair of Department facilities is emphasized. Other more detailed terms maybe used to describe obvious features of the rock units; i. e. carbonaceous, veins, mottles, orfissures, but they must be defined in the "Glossary of Geology"(1). The person or persons usingthis guide to describe rock types must be a geologist, geological engineer, civil engineer, or atrained, experienced, qualified individual that has been certified by the Department’s MaterialsDivision or other approved designated authority.

Geographic locations of the geological log or outcroppings must be described from plans by Stationto the nearest foot and tenth, when such information is available. A minimum of a legal descriptionaccurate to the nearest 100 feet (30m), is required when plans or other detailed locationinformation is not available. Global Positioning System (GPS) locations are acceptable. Elevationsof the ground surface to the nearest 0.1 foot (0.03m) are required for all borings. Requiredancillary information on a log shall include at least the following:

1. Stratigraphic location, to nearest 0.1 foot (0.03m), of any sample(s) or tests taken. 2. Name of contractor. 3. Name of logger. 4. Core or hole diameter, in inches. 5. Boring number. 6. Date drilled or logged. 7. Bit type. 8. Method of drilling and drilling equipment. 9. Project number.



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When cores are taken, the Rock Quality Designation (RQD) procedure according to the mostrecent version of ASTM D 6032 is required. If Rock Mass Ratings (Geomechanics Classification)are required by the Department, they shall be performed according the most recent version ofASTM D5878.This guide supercedes all previous guides and specifications. The following is a listing of the rockcharacterization elements to be used in describing the rock units. The elements describing thecharacter of Oklahoma rock types are to be presented in the report in the order listed.

1. Rock Type (lithology). 2. Color. 3. Thickness. 4. Gradation and texture.5. Pores. 6. Cementation. 7. Hardness. 8. Layering (or bedding). 9. Joints.

Not all of the above elements will be present at a given site. The type of construction beingconsidered, the character of the rock encountered, and the method of investigation are examplesof situations that will dictate the elements used to describe the rock unit(s) in the report. Examplesof descriptions to be included in the report are included in this attachment.

The term lithology pertains to the rock type being observed and described. The following aredescriptions of the common rock units found in Oklahoma as outcroppings or as recovered incores. The most common rocks are listed first.

1. Shale. Shales are fine grained sedimentary rocks consisting of compacted and hardenedclay, silt or a combination of the two particle sizes. Shales normally contain at least 67% clay,with the remainder being silt with a chemical or crystalline material acting as a cementingagent. Shales are by far the most common of the sedimentary rocks. They are usuallyidentified in the field by their laminated or fissile appearance. Shales can be any color. Theyare usually gray, brown, olive, or black in the eastern half of Oklahoma and shades of redoften with greenish-gray spots, veins, or layers in western Oklahoma. The reddish shales ofwestern Oklahoma commonly do not exhibit strong laminations but are more massive orblocky in appearance. They usually exhibit a smooth, sometimes waxy feel.

2. Sandstone. Sandstones are medium grained, consolidated, sedimentary rocks composedprimarily of 85-90% quartz grains and 10-15% of a cementing agent such as calciumcarbonate which will fizz upon the application of a hydrochloric acid solution (10 N HCL, 1 partconcentrated hydrochloric acid in three parts distilled water) or more commonly, silica. Thecementing medium commonly contains minor amounts of silt and/or clay. The quartz grainsare sand sized and can be seen with the naked eye. Sandstones are commonly reddish inwestern Oklahoma. In eastern Oklahoma, sandstone is most commonly brown to yellowishbut many are gray. They usually exhibit a gritty feel.

3. Limestone. Limestones are sedimentary rocks consisting of more than 95% of the mineralcalcite (calcium carbonate). The remaining 5% is commonly dolomite. They occur in beds orlayers. They may contain minor amounts of chert (silica), clay, pyrite, feldspar, and siderite.



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They will fizz upon the application of a hydrochloric acid solution. They may be massive orcontain visible fossils. They may increase in fossil content to the point of being composedentirely of fossil shells of various types and sizes. These are common in southeasternOklahoma. Limestones are most commonly whitish or cream in color but range through brownand red, to black. Limestones are commonly hard but may be soft and chalky.

4. Gypsum. Gypsum is a rock composed of the mineral gypsum, which is hydrous calciumsulfate. Gypsum occurs as massive layers or beds. It normally does not contain any particlesof sand, silt, or clay. It is white in color and may occasionally contain streaks of reddish brown.Gypsum is softer than limestone and will not fizz upon the application of a hydrochloric acidsolution. Gypsum is found in the western half of Oklahoma.

5. Anhydrite. Anhydrite is a rock similar to and associated with gypsum. It occurs in beds orlayers. It is composed of calcium sulfate without the water of hydration, which is present ingypsum. Anhydrite is slightly harder and has a higher specific gravity than gypsum but still asoft rock. Anhydrite generally has the same appearance as gypsum and occurs associatedwith gypsum in western Oklahoma.

6. Siltstone. Siltstones are consolidated sedimentary rocks that contain at least 70% silt sizedparticles with the remainder being clay size particles. They can be any color. They usuallyappear flaggy to thin bedded but are not fissile as shales commonly are. Siltstones are usuallysoft but may occasionally be hard.

7. Conglomerate. Conglomerates are consolidated sedimentary rocks that contain rounded tosubangular fragments larger than sand size, 0.08 inch (2mm). They appear to be a"gravelstone." Often the particles range up to small boulder, 12 inch (305mm) size. Theparticles are usually rounded to subrounded. The matrix is commonly silt and sand cementedby calcium carbonate which will fizz upon the application of a hydrochloric acid solution, ironoxide, silica, or clay. Conglomerates are usually brownish to reddish in color. They areusually found in massive beds and associated with sandstones. Conglomerates are usuallyhard but range from soft to hard. They are named by the composition of the "gravel"fragments. For example, if the gravel-sized material is mostly limestone, the rock is describedas a limestone conglomerate.

8. Dolomite. Dolomite is a sedimentary rock that contains more than 50% of the mineraldolomite, which is a calcium/magnesium carbonate, CaMg(CO3). Dolomite commonlycontains more than 90% dolomite with the remaining percentage being calcite. It will not fizzupon the application of a hydrochloric acid solution. However, it will fizz if powdered such aswith knife scratches or similar techniques. Dolomite commonly occurs with gypsum,limestones, or interlayered with limestones. Most Oklahoma dolomite is white, ranging to lightgray or sometimes slightly pinkish. Dolomite is commonly hard, durable rock. Dolomiteoccurs in all areas of Oklahoma except the panhandle.



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9. Caliche. Caliche is a rock-like soil deposit of the high plains of northwestern Oklahoma. Itis calcareous and will fizz upon the application of a hydrochloric acid solution. It may containvarious amounts of gravel, sand, silt, and clay locally. Caliche occurs as a 2 to 3 feet (600 to900mm) thick bed or layer at or near the soil surface. Sometimes the caliche is degraded andsoft, being easily dug with a knife. Caliche is usually whitish or light gray.

10. Granite. Granite is an igneous rock (not bedded) that is hard, dense and crystalline. The rockis composed of crystals of quartz, feldspar, and a minor amount of dark minerals. Feldspargives granite its color. Colors range from salmon in the Wichita Mountains of southwesternOklahoma, light reddish purple in the Tishomingo area, to grayish in the Arbuckles.Weathered granite is usually whitish and soft.

11. Gabbro, Anorthosite, Porphyry, and Basalt. These rocks are igneous and similar inphysical properties and mode of occurrence to granite. These are all hard dense rocks thatare not bedded, except basalt, which appears as a lava flow atop Black Mesa in the extremenorthwestern tip of Cimarron County in the panhandle. The other rocks occur in associationwith granite. Gabbros are hard, dark to black colored rocks occurring in masses or veins.Anorthosites are composed primarily of feldspar. In Oklahoma they are hard, dark grayish andalso occur in masses or veins. Porphyry is a hard, coarsely crystalline rock with the samemineral content as granite or any other igneous rock.

12. Chert. Chert (sometimes called flint) is a very hard, dense, siliceous sedimentary rock. Chertconsists of interlocking invisible microcrystalline or cryptocrystalline quartz crystals of less than30 ìm. Chert has a splintery fracture. It commonly occurs as nodules or concretions inlimestones. Chert only occasionally occurs in beds. It will not fizz upon the application of ahydrochloric acid solution. It is commonly medium to dark gray but due to impurities, may bebrown, black, reddish, or whitish. Chert is more commonly found in northeastern Oklahoma.

The above rocks represent the rock types or lithologies commonly found in Oklahoma. The rocktypes are not always pure. For example: Sandstones may contain more that just sand grains. Ifit contains a calcareous matrix or cementing agent, then it should be called limy or calcareoussandstone. If limestone is composed mostly of whole or broken fossils, it should be described asa fossiliferous limestone, etc. Descriptions for the rock types should be based on the following:

1. Color: Color shall be described using Munsell rock color chart notations and symbols(2). 2. Thickness: The thickness of each rock type either in an outcropping or in a log should be

recorded to the nearest 0.1 foot (0.03m). The elevation in feet and nearest tenth is requiredon all logs or other appropriate or designated reports.

3. Gradation and Texture: The term gradation refers to the proportion of particle size. The termtexture refers to the arrangement of grains, particles, or crystals on a freshly exposed rocksurface, as easily seen by the naked eye. Texture indicates the appearance as megascopicor microscopic as seen on the surface of mineral aggregate. Texture describes thegeometrical aspects of the rock grains; including size, shape, and arrangement (3, 4, 5).



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a. Grain Size. There are two major grain size classes: 1) Coarse grained: This texture is one in which the large crystals or grains can be seen

easily by the naked eye. 2) Fine grained: This texture is one whose grains cannot be seen without magnification.

b. Grain Shape. There are six grain shape classes: 1) Very angular. 2) Angular. 3) Subangular. 4) Subrounded. 5) Rounded. 6) Very rounded.

c. Grain Arrangement. From a morphological standpoint, rock texture is grouped into threemain groups: 1) Homogenous. 2) Nonhomogeneous (or Heterogeneous). 3) Layered.

For example: a rock may be described as, "coarse grained, subrounded, homogeneous…"

4. Cementation: Cementation is a term used to describe the natural cementing agentssurrounding the grains and binding the grains together making a rigid and compact mass (1).a. Siliceous: A granular rock with the mass cemented by silica. It is hard and cannot be

scratched by a knife blade. It will not fizz upon the application of a hydrochloric acidsolution. It is usually shades of gray but may be any color.

b. Calcareous: A rock with calcareous or "limy" cement. It is not as hard as the siliceouscement. It ranges from fairly hard to soft. It will fizz upon the application of a hydrochloricacid solution. It is usually whitish but may be any color.

c. Ferruginous: A rock cemented by iron. It is usually hard to very hard. It is dark red incolor; sometimes it will show yellowish streaks or pockets.

d. Argillaceous: A rock cemented by clay. It is usually soft. It can be any color.

5. Hardness: The rock hardness* classes most pertinent to engineering are as follows: a. Soft. Can be worked with a shovel, friable, can be broken by hand in a dry to moist hand

specimen, easily carved with a knife when moist. The red clay shales and mudstones ofwestern Oklahoma are usually soft.

b. Moderately Hard. Cannot be worked with a shovel. Can be worked with a geologyhammer, or pick. Can be scratched with a penny. Examples of such rocks are thegypsums, anhydrites, and caliches of western Oklahoma. Many sandstones andsiltstones are among this class, as well as some black shales in the Ouachita Mountainsof southeastern Oklahoma.

c. Hard. Cannot be worked with a pick. Has a "ring" when struck with a hammer. Cannotbe scratched with a penny but can with a knife. Most competent rocks are within thiscategory. Most limestones, sandstones, and dolomites are examples.

d. Very Hard: Has a distinct ring when struck with a hammer. Cannot be scratched with aknife. The siliceous limestones of eastern Oklahoma and the granites and other igneousrocks of the Witchitas and Arbuckles are examples (4, 6).



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*These are hammer tests. They should be made with a 2 pound (0.91kg) hammer on a 4 inch(100mm) or so least dimension size specimen lying on a flat hard surface. Friable handspecimens should also be about 4 inches (100mm). The hammer soundness test on rockoutcrops should be on layers at least 1 foot (0.3m) thick.

6. Layering: Most of the rocks of Oklahoma occur as beds or layers. The exceptions are thegranites and other igneous rocks of the Wichitas and the Arbuckles. A description of thecharacter of the beds or layers from the list below is to be provided in the report (1). a. Fissile. Splits easily along closely spaced planes of 1/16 inch or less. Many shales of

eastern Oklahoma are fissile. b. Thin Bedded. Beds of 2 inches to 2 feet (50 to 600mm). Beds thinner than 2 inches to

1/16 inch (50 to 2mm) are described as "very thin bedded" or "stringers." c. Thick Bedded. Beds of 2 to 4 feet (0.6 to 1.2m). Beds in excess of 4 feet (1.2m) are

described as "very thick bedded." d. Massive Bedded. Beds exceeding 4 feet (1.2m). Usually describes homogeneous beds

that have little or no evidence of minor joints, laminations, or imperfections. Gypsums arecommonly massively bedded.

7. Joints, Faults, and Fractures: A joint is defined as a surface of a fracture or a discontinuityin a rock mass, without displacement (faulting). If displacement or movement of the sides ofthe rock, relative to one another, can be observed along the discontinuities, then the featureis by definition a fault. Sedimentary rocks will usually have two sets of parallel joints. All thefeatures defined above are considered discontinuities within a rock mass. Note: Unusualconditions where rocks are observed exhibiting closely spaced (measured in inches orfractions thereof) joints and faults may be described as fractured or highly fractured. Theirrating classes are as follows: a. Very Low Jointing. A distance of more than 6.5 feet (2.0m) between discontinuities. b. Low Jointing. A distance of 2.0 to 6.5 feet (0.6 to 2.0m).. c. Medium Jointing. A distance of 8 inches to 2.0 feet (200 to 600mm). d. High Jointing. A distance of 2.5 to 8 inches (65 to 200mm). e. Very High Jointing. A distance of less than 2.5 inches (65mm).

8. Pores: The open spaces in a rock or soil. Pores are to be observed with the unaided eye.They will be measured, described, and reported when they are obvious features in a handspecimen or length of core (7). They will be described by the size classes as listed below: a. Very fine. Less than 1.0 mm. b. Fine. 1 to 2 mm. c. Medium. 2 to 5 mm. d. Coarse. 5 to 10 mm*. e. Very coarse: More than 10 mm*. f. Vugs. 5 to 30 mm*. *If irregular shaped coarse and very coarse pores are present in limestones, dolomites, orgypsums, they may be described as having vugs or vuggy (small cavity in a rock).



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References:

(1) Jackson, J. A., "Glossary of Geology," American Geological Institute, Fourth Edition, 1997. (2) Geological Society of America, "Rock Color Chart, Munsell," 8TH Printing, 1995.

(3) Jumikis, A.R., "Rock Mechanics," Second Edition, Trans.Tech. Publs., Federal Republic ofGermany, 1983.

(4) Compton, R. R., "Geology in the Field," John Wiley and Sons, 1985.

(5) American Association of State Highway and Transportation Officials, "Particle Size Analysisof Soils," T-88, 1999.

(6) “Standard Field Descriptions of Sedimentary Rocks”, Research Section, Materials Division "1961.

(7) Schoeneberger, P. J., et al., "Field Book for Describing and Sampling Soils," Version 1.1,USDA, NRCS, Lincoln NE, 1998.

Other Relevant Publications:

"Engineering Classification of Geologic Materials," Vols. 1- 8, Research and Development Div.,Oklahoma Department of Transportation, Curtis Hayes, Principal Investigator, 1965 to 1972.



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EXAMPLES

The features listed in the above Guide are to be noted in the report or log as observed in cuttings,cores, and outcroppings. The most current versions of Rock Quality Designations (ASTM D 6032),Rock Mass Ratings (ASTM D 5868), and Diamond Core Drilling for Site Investigations (ASTM D2113) are to be used. When coring, NX core sizes are preferred; a minimum of NQ is required.

The following is an example of a core log from a bridge boring:

Surface Elevation ____________ ft Station __________ + ___________ , feet left or right

Depth fromSurface (ft.)

Description of Rock Types

0.0 - 3.3 Fine sand (2.5Y8/6), alluvium, not recovered

3.3 - 13.5 Shale - Red (10R5/8), sandy, mottled with yellow (5Y8/6), soft, fissile.

13.5 - 15.5 Siltstone - Gray (10YR3/1), mod. hard, thin bedded.

15.5 - 23.0 Sandstone - Red (10R6/6), mottled with yellow (5Y7/8), mostly fine rangingto coarse grains, becoming coarser with depth, med. graded, mod. hard,massive, calcareous, many fine pores.

23.0 - 23.7 Limestone Conglomerate - Reddish-brown (5YR5/4), limestones are lightgray (10YR7/1), mod. hard, particle sizes range from clayey matrix up toabout 4in gravel, well graded, calcareous cement, few coarse pores, thinbedded.

23.7 - 30.1 Limestone - Gray (10YR7/1), hard, thick bedded, contains two thin zones(1/2 in) of broken fossil shells at 28.6 and 29.1.

30.1 - 33.6 Dolomite - Pinkish gray (5YR6/2), sandy, hard, thin bedded, occasional,large pores, vuggy.

33.6 - 39.3 Interbedded dolomite and shale - Dolomite; pinkish gray (5YR6/2), shale;very dark gray (5YR3/1), dolomite is thin bedded, hard; shales range fromthin to thick bedded, minor small pyrite, mod. hard, becomes predominantlyshale at 37.0

39.3 TD, shale - very dark gray, (5YR3/1), as described above.

Logged by: Bit Type, Size, Design: Date of Start, Finish:

Contractor: Ground Water Level, Dates: Other ASTM 2113 BoringItems as Appropriate

Drilling and Sampling Equipment:

Hole Diameter (core): Project Identification:



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The following is an example of a description of an outcropping along a proposed roadwayalignment:

Station 139+50, from centerline 12ft right.

Layer Thickness (ft.) Description

1 0-10.3 Sandstone, brown (10YR5/3), fine, poorly graded, moderately hard,mostly thin bedded, high jointing; one thick bed at 5.3 to 7.8ft.Sandstone contains thin stringers of brown sandy shale near thebase and grades to

2 10.3-15.5 Interbedded sandstone and sandy shale, brown (10YR5/3), mostlysoft ranging to mod. hard, very thin bedded ranging to thin bedded,high jointing, becoming more shale-like at the base.

3 15.5-26.6 Shale, very dark grayish brown (10YR3/2), soft, fissile, contains veinsof reddish yellow (7.5YR6/8) going at all angles.

4 26.6 Elev. of roadway grade

Attachment 2to Appendix A3

October 31, 2005

Page 1 of 6


GUIDELINES AND BACKGROUND INFORMATION FOR PROVIDING SOIL CLASSIFICATION INFORMATION

Purpose: The purpose of these guidelines is to describe a systematic practice for providing aPedological Survey report. These guidelines will include methods for providing the most up to dateand meaningful soil classification information. Soil samples are to be taken from within named,mapped units as crossed by a proposed roadway alignment or other designated feature. The mapunit names are contained in County Soil Survey reports. Every soil series associated with thenamed map unit(s) is to be sampled and tested. Therefore, for proper and current classificationof the sampled soil, a copy of the official soil series description must be provided. The descriptionincludes the classification. The included description shall be the most current version of thesampled soil series as certified by the Natural Resource Conservation Service (NRCS), formerlythe Soil Conservation Service (SCS). For example, a 1968 soil survey report map unit symbol CrE,"Rough, red clay land," probably has been recorrelated to "Vernon clay loam, 8-20% slopes," orsimilar soil series. Thus, an official copy of the Vernon soil series is to be provided in thepedological report. If in the extent of an alignment the map unit repeats a soil series, it need notbe sampled again. However, borings must be made in the subsequent map unit to verify that thesoil series is indeed the same, within the allowable ranges as stated in the official soil seriesdescription paragraph, "Range in Characteristics."

Scope: This method covers that portion of the pedological system used for identification andclassification of natural soil profiles in their undisturbed state as developed in their naturalenvironment. This system includes topographic and drainage characteristics as well as thoseparticular features that are influenced by broader climatic factors, such as temperature and rainfall.

Soil Profile:1. A vertical cross section of soil layers constitutes the soil profile which is composed of six

master horizon layers designated O, A, E, B, C, and R.2. The O horizon is a surface horizon dominated by organic matter. It is composed of partially

decomposed leaves, needles, twigs, etc., left on the surface. Soils of forested areas ofsoutheastern Oklahoma commonly contain O horizons.

3. The A horizon is the usual topsoil layer. It is dark by virtue of an accumulation of organicmatter but is not dominated by it. It is mostly mineral matter. This layer is usually present inall Oklahoma soils.

4. The E horizon is a subsurface horizon. It's the leached horizon. It's usually lighter in colorthan the A or the underlying B horizon. It contains predominantly uncoated sand and siltparticles. These layers are common in flat-lying clay soils and forested soils of the eastern 1/2of Oklahoma.

5. The B horizon is a subsurface horizon. It's often called the subsoil. It is a layer ofaccumulation of silicate clay, iron, aluminum, humus, carbonates, gypsum, or silica orcombinations of these. In most Oklahoma soils the accumulation of clay causes the B horizonto be "heavy" or more clayey than the above horizons. Often a fairly new soil will have a Bhorizon that is just forming and will have a structural B prior to the many years it takes for clay,etc. accumulation to occur.

6. The C horizon lies below the B horizon and is little affected by the processes that formed thehorizons above. It's usually unconsolidated or uncemented and related to the horizons above.However; it may not be related to the horizons above. It could be alluvial sediment or weakly


October 31, 2005

Page 2 of 6

cemented rock.7. The R horizon is hard bedrock. If the R horizon is a shale, it's still usually too firm to be easily

dug with hand tools. Shale is usually rippable, other rock types are generally not.8. Transitional layers are common. These include AB, EB, BE, or BC. These occur in soils with

thick transition layers where the properties of one of the horizons dominates over the other.They generally occur in deep, gently sloping to level.

Soil Classification:1. The primary purpose of soil classification is to describe a soil in sufficient detail to permit

engineers to recognize features significant to design and if need be, to obtain samples in thefield.

2. The highway engineer has found that the system of soil classification and the resulting widerange of soil information reflected therein could be used in the general identification of soil,after which he could classify the various soil materials for engineering purposes. The U.S.Department of Agriculture classification system is used primarily for agronomic purposes.However, after testing and correlation with engineering properties and performance, it thenbecomes a system of classification suitable for use by the highway, railroad, or airportengineer.

USDA Classification System:1. This system of soil classification or identification is based on the fact that soils with the same

weather (rainfall and temperature ranges), the same topography (hillside, hilltop, valley, etc.),and the same drainage characteristics (water-table height, speed of drainage, etc.) will growthe same type of vegetation (either oaks or bluestem grasses or a combination) and willgenerally be the same kind of soil.

2. The classification system is important basically because a subgrade or a particular soil series,horizon and particle size (texture) will perform the same wherever it occurs since suchimportant factors as rainfall, freezing, groundwater table, capillarity of the soil, etc., are factorsin the identification and classification. In no other system in use are these important factorsemployed directly as part of the system. Its value and use can be extended widely as soonas the engineering properties, such as load-carrying capacity, susceptibility to moisturechange, or general performance has been established for a particular soil series. This isbecause soils of the same particle size, horizon and series name are the same and willfunction the same wherever they occur under comparable conditions. Thus, engineersoperating within designated soil geographic areas, after each had identified a soil as the sameby this system, could exchange accurate pavement-design and other performance data.

3. The classification currently being used is described in the 2nd Edition of "Soil Taxonomy"1999, as shown in Table One.


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TABLE ONE: SOIL ORDERS COMMONLY FOUND IN OKLAHOMA BY AREA RANKING

Order Formative Syllable Derivation Meaning

Mollisols oll mollis, soft topsoil dark topsoil

Alfisols alf pale, thin, topsoil none

Inceptisol ept inception new soil

Ultisol ult last, ultimate old soil

Entisol ent recent very new soil

Vertisol ert vertical heaving/swelling

Aridisol id arid dry

Other Soil Orders that are not commonly found in Oklahoma include Gelisols (frozen soils),Spodosols (wood ash), Andisols (volcanics, e.g. ash, lava), Oxisols (tropical conditions), andHistosols (organic matter, bogs).4. Mollisols are the prairie soils and thus are the most common in Oklahoma, occupying about

18 million acres. Alfisols occupy about half of that or 9.8 million acres. Inceptisols and Ultisolsoccupy 6.1 and 4.0 million acres respectively. The remaining are the Entisols, Vertisols, andAridisols, which occupy 2.6, 0.59, and 0.25 million acres respectively.

5. Soils Orders are subdivided into Suborders, Groups, Subgroups, Families, Series, andPhases. Each classification has significance for engineering. These subgroupings are basedon such things as water tables, moisture regimes, and particle sizes.

6. Suborders are based on those characteristics that seem to produce genetic similarities. Thesuborders narrow the broad climatic range permitted in the orders. The soil properties usedto separate suborders mainly reflect either the presence or absence of the water table or soildifferences resulting from the climate and vegetation. The suborders have names composedof only two syllables. For example, Aquolls are the Mollisols resulting from high water tables(aquic + oll = wet Mollisol), while the Udolls are the moist Mollisols because of a moist climate(udic + oll = moist Mollisol). These suborder names are the endings of the great groups ineach suborder (2).

7. Groups or "Great Groups" are divided on the basis of uniformity in the kinds and sequencesof major soil horizons and features. The horizons on which the divisions are based are thosein which clay, iron, or humus has accumulated. The features on which the divisions are basedare the properties of clays, soil temperature, and major differences in chemical composition(mainly calcium, magnesium, sodium, and potassium). Another syllable or two is added infront of the suborder name to indicate how each great group differs from others in the samesuborder. The name of each group is the last word in the name of the subgroup. An exampleof a Great Group name would be Argiaquoll. An Argiaquoll is a wet, prairie soil, that has a clayaccumulation B (subsoil) horizon.

8. Groups are divided into subgroups. One of the subgroups in each great group represents thecentral (typic) segment or concept of the group and the others, called intergrades, haveproperties of another great group, suborder, or order. Subgroups may also be made in thoseinstances where soil properties intergrade outside the range of any other great group,suborder, or order. The names of subgroups are derived be placing one or more adjectivesbefore the name of the great group. An example classification is: Typic Hapludalf. Thus, a


October 31, 2005

Page 4 of 6

Typic = typical, Hapl = minimum horizon development, ud = moist, alf = Alfisol soil order. So,the names are connotative of major properties of the kinds of soil included in each category.The names also indicate how they are related to each higher classification category.

9. Subgroups are divided into families primarily on the basis of properties important to the growthof the plants or to the behavior of soils used in engineering. Among the properties consideredimportant are texture (particle size distribution), mineralogy, reaction, soil temperature,permeability, thickness or horizons, and consistence. Each family name also shows theplacement of these soils in every higher category of the system and tells how that family differsfrom other families in that subgrouup. For example, the Miami series is in the "fine-loamy,mixed, active, mesic" family of Oxyaquic Hapludalfs. This means that their subsoils contain18 to 35% clay (fine loamy), a mixture of minerals (mixed), the ratio of the cation exchangecapacity over clay content percentage of the soil is between 0.40 and 0.60 (active), and hasa mean annual soil temperatures between 47 and 59 degrees F (mesic). Oxyaquic connotesredox features (mottles) in the upper part of the B horizon and is saturated for short periodsduring each year. The Hapludalf great group has a minimum number of horizons characteristicof the Udalf suborder and are the more moist soils in the Alfisol order.

10. Soils within each family are divided into soil series and the soil series are further broken downinto soil phases. Similar soils within a family that developed in the same age, climate,vegetation, and local environment acting on parent material are given a soil series designation.All soil profiles of a certain soil series are similar in all respects with the exception of possiblevariation of slope or particle size distribution (texture) of the surface horizon. The soil serieswere originally named after a town, county, stream or similar geographical source, such as"Clarita" or "Dennis," where the soil was first identified and mapped. There are manyexceptions today. For instance, a Gasil soil series is related to the Galey soil series but thereis no such location as "Gasil."

11. The texture of the surface soil or A horizon may vary slightly within the same soil series. Thesoil mapping unit is therefore a result of subdividing into the final classification unit, whichincludes the soil series name, surface texture, and slope or other observable surfacecharacteristic useful for describing map delineations. The description of the slope, stoniness,and similar easily observable surface features is called the soil phase. This was formerlycalled the soil type. For example, if the texture of the A horizon of an Enterprise soil series isvery fine sandy loam, then the soil map unit will be described as an Enterprise very fine sandyloam. Other landscape observable characteristics, such as slope, or stoniness, will be phasecriteria. Thus, the Enterprise map unit or soil phase may now be described as Enterprise veryfine sandy loam, 5-20 percent slopes.

12. The description of the soil series provides the key to identification and classification. It givesthe significant characteristics involved in most design, construction, and maintenanceproblems. Characteristics of importance are the nature of the parent material, includinggeological origin, texture, and chemical constituents. No less important are environmentalconditions which influence soil behavior. Local environment including topography, drainage,and location of the ground water table are dominating factors. For instance, a soil map unitsoil series name classified as a "fine, smectitic, superactive, thermic Udic Haplustert" canquickly state that the soil is a shrinking/swelling soil (ert), on the dry side but moist in thegrowing season, commonly cracking and containing slickensides (ust + Udic), and has minimalhorizon development (Hapl). The term thermic denotes a warm temperature regime, 47 to 59degrees F, smectitic is the clay type, superactive is the ratio of cation exchange capacity overclay content, and fine indicates a soil high in clay content. Smectitic denotes the dominant claymineral type, namely smectite (an expansive clay type). Fine describes particle size andamount; in this case the clay content of the soil mass is less than 60 per cent. Thus,classification with its subsequent interpretation gives strong clues toward the engineering


October 31, 2005

Page 5 of 6

properties/performance of a given soil series.13. The classification is present in every official soil series description obtained from the national

database web site. This is why it's important to identify and sample the correct soil serieswithin the map unit.

14. If the pedological investigator encounters a significant extent of a soil dissimilar or not fittingthe one described for the map unit, the soil(s) is to be sampled according to the conventionset forth in Appendix 3. Such dissimilar soils are called "inclusions." For example, the soilinclusion may be described and labeled as "red clay soil similar to Vernon clay loam occurringin the KaA, Kirkland silt loam 0-1% slope, map unit." Make sure the location is properly noted,e.g. Station 457+16, 11feet right of CL. Horizons of the inclusion are to be estimated asclosely as possible, labeled, and samples taken and submitted for laboratory analysis.

The Role of NRCS: All of Oklahoma has been mapped by NRCS. The more recently publishedsurveys have the soil series classifications listed therein. Copies of the county soil survey reportsare available in the counties where the construction activity is to take place. These can be obtainedat the local county NRCS field offices or the County Cooperative Extension Office. These areusually located in the county seat cities. The reports contain maps based on aerial photographs.If copies are not available in the counties, then contact the NRCS State Soil Scientist in Stillwater,OK to locate a source of the required information.

The county soil survey reports with their included maps, are the basic publications for discoveringthe soil series at a given location or roadway alignment. The NRCS is constantly working to updateand recorrelate the soil series in Oklahoma. The most current NRCS county soil legend must beused to assure that the mapped unit(s) and its classification and sampling are current to the dateof the pedological report.

Locating a current legend can be done in at least three ways. 1.) By contacting the local NRCSfield office, usually in the county seat, 2.) By contacting the Soils and Foundations Engineer,Materials Division, Oklahoma Department of Transportation, 200 northeast 21st street, OklahomaCity, Oklahoma 73105, Phone 405.522.4998, FAX 405.522.0552 or, 3.) By calling the NRCS StateSoil Scientist at 405.742.1248. The NRCS State Soil Scientist's e-mail address is:[email protected]. Please provide to them the county, map symbol, and soil series name.They will then provide, from the county soils legend, the most current map unit name.

Once the current soil series name has been attained, the next step is to contact the national soilsdatabase to obtain the required most current copies of the official soil series description(s). Theweb site address is as follows: http://www.soils.usda.gov/classification/main.htm Then, select thecategory "soil series by name." Copies of the soil series descriptions are to be included in thepedological report.

Summary: The Pedological Survey report consists of the following required elements: 1. Aerial photographs at 1:20,000 scale, (or the scale as utilized by NRCS in their county soil

survey reports) with delineated map units and proposed location or CRL/CL alignment plottedthereon (reproduction from county soil survey report) are required. Obtaining copies of DigitalOrthophoto Quad sheets, at a web site address of the Oklahoma Conservation Commission,may allow a greater accuracy and ease of plotting.

2. The traversed distance of each alphabetized map unit is to be summed and reported in feet.3. A set of official soil series description sheets from the official NRCS national database source

is to be included. These are for the soil series found along the alignment extent or at thelocation of interest.


October 31, 2005

Page 6 of 6

4. A numerical listing in alphabetical order of the soil series found along the alignment and theirclassification is required, for example: 1. Burleson Soil Series, Fine, smectitic, thermic, UdicHaplustert, is to be provided in the report.

5. Soil samples from all horizons, according to the official soil series description, are to be taken.Also, a large composite sample of the major horizons, excluding the A horizon, are to betaken and listed. The sampling method is described in Appendix A3, paragraph "c." This isto be done for each soil series present along the alignment. The samples are then to besubmitted to a certified laboratory for testing. The results are to be reported to the Soils andFoundations Branch of the Materials Division of the Oklahoma Department of Transportation,200 northeast 21st St., Oklahoma City, Oklahoma 73105.

6. As an option to using county soil survey maps, the soil map units may be plotted on digitalorthophoto quad sheets. These are at 1:24,000 scale and are appropriate for the report.These can be obtained at the State of Oklahoma Conservation Commission, 2800 N. LincolnBlvd. Suite 160, Oklahoma City, Oklahoma 73105 Phone 405.521.2384.

7. The types of soil laboratory tests required for the above samples are listed in paragraphs "e."and "f" of the Preliminary Soil Survey.

Attachment 3

to Appendix A3

Oct 31, 2005

TABLE 1: GEOTECHNICAL ENGINEERING ANALYSIS REQUIRED FOR EMBANKMENTS, AND RETAINING WALLS

Soil Classification Embankment and Cut SlopesRetaining Walls

Conventional, Crib & Reinforced Soil

Unified AASHTOÎ Soil Type Slope StabilityÏ Embankment Analysis Settlement Analysis

Lateral Earth Stability Pressure Analysis

GW A-1-a GRAVEL

well

graded

GP A-1-a GRAVEL

poorly

graded

GM A-1-b GRAVEL

silty

GC A-2-6 GRAVEL

A-2-7 clayey

SW A-1-b SAND

well

graded

SP A-3 SAND

poorly

graded

SM A-2-4 SAND

A-2-5 silty

SC A-2-6 SAND

A-2-7 clayey

Stability analysis gen- Settlem ent analysis

erally not required if generally not re-

cut or fill slope is quired except

1-1/2 Horizontal to 1 Vertical possibly for SC soils.

or flatter and water table in

cut slope is drawn down

by underdrains. Erosion

of slopes m ay be a

problem for SW or SM

soils.

GW , SP, SW , & SP

soils generally suitable for

backfill behind or in

retaining or reinforced soil

walls. GM, GC, SM, & SC

soils generally suitable if

have less than 15% fines.

Lateral earth pressure

analysis required using soil

angle of internal friction.

All walls should be

designed to provide

m inim um F.S.=2 against

overturning and m inim um

F.S. = 1.5 against sliding

along base. External slope

stability considerations

sam e as previously given

for cut slopes and

em bankments.

M L A-4 S ILT

inorganic

SILT

Sandy

Stability analysis re- Settlem ent analysis

quired unless non- required unless

plastic. non-plastic.

Erosions of slopes

m ay be a problem .

These soils are not

recomm ended for use

directly behind or in

retaining or reinforced

soil walls.

CL A-6 CLAY

in-

Lean Clay organic

Required Required

OL A-4 SILT Required Required

Page 1 of 3

Attachment 3

to Appendix A3

Oct 31, 2005

TABLE !: GEOTECHNICAL ENGINEERING ANALYSIS REQUIRED FOR EMBANKMENTS,, AND RETAINING WALLS

Soil Classification Embankment and Cut Slopes Retaining WallsConventional, Crib & Reinforced Soil

Unified AASHTOÎ Soil Type Slope StabilityÏ Embankment Analysis Settlement Analysis

Lateral Earth Stability Pressure Analysis

M H A-5 Silt

inorganic

Stability analysis required. Required

Erosion of slopes m ay be

a problem .

These soils are not

recomm ended for use

directly behind or in

retaining walls.

All walls should be designed

to provide m inim um F.S.=2

against overturning &

m inim um F.S.=1.5 against

sliding along base.

External slope stability con-

siderations sam e as

previously given for cut

slopes & embankments.

CH A-7 CLAY

inorganic “fat clays”

Required Required

OH A-7 CLAY

organic

Required Required

PT -- PEAT

muck

Required Required

Long-term settlem ent can

be significant.

Rock Fills-Analysis not Not Required.

required for slopes

1-1/2 Horizontal to 1

Vertical or flatter.

Cuts-Analysis required but de-

pends on spacing, orientation,

and strength of discontinuities,

and durability of the rock.

Lateral earth pressure

analysis required using

rock backfill angle of

internal friction.

REMARKS:

Soils - Temporary groundwater control m ay be needed for foundation excavations in GW through SM soils.

Rock - Durability of shales (silt-stones, clay-stones, m ud-stones, etc.) to be used in fills, should be checked. Non-durable shales should be em banked as soils, i.e., placed in m axim um 12" loose

s & com pacted with heavy sheepsfoot or grid rollers.

ÎApproxim ate correlation to Unified (Unified Soil Classification system is preferred for geotechnical engineering usage - AASHTO system was developed for rating pavem ent subgrades).

ÏThese are general guidelines - detailed slope stability analysis may not be required where past experience in area in sim ilar soils or rock gives required slope angles.

Page 2 of 3

Attachment 3

to Appendix A3

Oct 31, 2005

TABLE 2: GUIDELINE “MINIMUM” BORING, SAMPLING, AND TESTING CRITERIA

Sand-Gravel Soils Silty-Clay Soils

SPT (split-spoon) samples should be taken at 5-foot (2m) intervals SPT and “undisturbed” thin wall tube samples should be taken at 5 foot(2m) intervals or at significant changes in soil strata. (2m) intervals or at significant changes in strata.

Take alternate SPT and tube samples in same boring or take tube samples in samples in separate undisturbed boring.

SPT jar or bag samples shall be taken for classification testing and SPT jar or bag samples shall be taken for classification testing and verification verification of field visual soil identifications. of field visual soil identification.

Tube samples should be sent to lab to allow consolidation testing (for settlement analysis) and strength testing (for slope stability and foundation bearing capacity analysis).

Field vane shear testing also recommended to obtain in place shear strength of soft clays, silts, and well rotted peats.

Rock Ground Water

Continuous cores should be obtained in rock or shales using double Water level encountered during drilling, at completion of boring, and at 24 hoursor triple tube core barrels. after completion of boring should be recorded on boring log.

In structural foundation investigations, core a minimum of 10 feet (3m) In low permeability soils such as silts and clays, a false indication of the water into rock to insure it is bedrock and not a boulder. level may be obtained when water is used for drilling fluid and adequate time is not permitted after hole completion for the water level to stabilize (more thanCore samples should be sent to the lab for possible strength testing one week may be required). In such soils a plastic pipe water observation well(unconfined compression) it for foundation investigation. shall be installed to allow monitoring of the water level over a period of time. Percent core recovery and RQD value should be determined in field Artesian pressure and seepage zones, if encountered, should also be noted onor lab for each core run and recorded on boring log. the boring logs. The top foot or so of the annular space between water observation well pipes and boreable wall should be backfilled with grout, bentonite, or sand-cement mixture to prevent surface water inflow which can cause erroneous groundwater level readings.

Page 3 of 3

1 Soil Classification (Gradation and P.I.) each test

2 Moisture Content each test

A. Bridge (ASTM D-854) each test

B. Roadway (AASHTO T-100) each test

4 Chunk Density each test

A. Bridge (ASTM D-4972) each test


A. Hydrometer each test

B. Double Hydrometer each test

C. Pinhole Test each test

A. Bridge (AASHTO T-289 / ASTM G-57) each test


8 Slake Durability each test

A. Soil and Rock each test

B. Rock with Strain Measurement each test

10 Point Load Test each specimen

Method A each test

Method B each test

Method C each test

Method D each test

Method A each test

Method B each test

Method C each test

Method D each test

Method A each test

Method B each test

Method C each test

Method A each test

Method B each test

Method C each test

12 One Dimensional Consolidation Test each test

A. Cohesionless Soil 3 tests minimum

B. Cohesive Soil 3 tests minimum

A. Unconsolidated Undrained 3 tests minimum

B.Consolidated Undrained-Pore Pressure Measurement

3 tests minimum

15 Resilient Modulus each test

16 Percent Swell and Swell Pressure Test each test

A. Soil feet

B.Soft Shale & Rock (Permian & Pennsylvanian Formation)

feet

C.Hard Rock (Hard Sandstone of the Jack Fork Formation, Limestone, and Chert)

feet

D. In-place, Shoulder Sampling feet

E. Pedological Sampling feet

18 Standard Penetration Test each test

19Dynamic Cone Penetration Test (Texas Cone Penetrometer)

each test

20 Thin-Walled Tube Sampling each sample

21Mechanical and Electrical Friction Cone and Piezocone, Penetration Testing of Soils

feet

A. Soil

B. Rock

23 Flat Plate Soil Dilatometer Test each test

A. Engineering Surveys 12 Channel Spread each shot point

B. Engineering Surveys 24 Channel Spread each shot point

C. Rippability Surveys 12 Channel Spread each shot point

D. Rippability Surveys 24 Channel Spread each shot point

25 Monitoring Well feet

26 Field Permeability Test each test

27 Water Sampling and Testing each test

OKLAHOMA DEPARTMENT OF TRANSPORTATIONGEOTECHNICAL SERVICES

ATTACHMENT A2 - FEE SCHEDULE

UNIT PRICESCharge Item UNIT

24

17

A.

Drained Direct Shear Cohesionless Soil

AASHTO T-180

Pressuremeter Test

D.

Geotechnical Drilling (Soil & Rock)

Moisture-Density Test11

13

Triaxial Shear Test14

Seismic Test

ASTM D-1557

B.

C.

Specific Gravity

ASTM D-698

Electrical Resistivity Per Test

AASHTO T-99

22

3

5

Unconfined Compression Test

ph Test

6 Hydrometer, Double Hydrometer, or Pinhole Test

7

9

each test

28 Hole Abandonment feet

29 Dozer Working Time hours

30 Traffic Control NPTO

A. Mobilization of Equipment NPTO

B. Daily Rate NPTO

32 Mobilization of Equipment miles

A. Slope Stability Analysis hours

B. Settlement Analysis hours

C. Retaining Wall Analysis hours

D. Bearing Capacity Analysis hours

E. End Bearing and Friction Pile Analysis hours

F.End Bearing and Friction Drilled Shaft Analysis

hours

G. Seismic Analysis hours

H. Report Preparation hours

I. Miscellaneous Analysis hours

34Miscellaneous Labor, Materials, and Equipment as required to meet Section 404 Requirements

NPTO

Mobilization miles

Concrete Coring each core

Asphalt Coring each core

Mobilization miles

Identification lane-mile tested

Mobilization NPTO

Deflection Testing NPTO

Mobilization NPTO

GPR Test NPTO

A. Mileage miles

B. On-Site hours

37 Pedological Research/Assessment hours

38 Soluble Sulfate Testing each

39 Rock Dilatometer NPTO

40 Survey (New Alignment) NPTO

Towboat/Barge Mobilization of Equipment

Engineering33

Distress IdentificationB.Deflection Testing, Pavement Evaluation & Reporting35

Pavement Coring A.

36 Site Access

31

D. Ground-Penetration Radar

FWDC.

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

Swell and Swell Pressure Test. Swell and Swell Pressure Test shall be paid for at a unit price per test. This charge item shall include alloperations and materials necessary to perform this test according to ASTM D 4546.

Geotechnical Drilling. Geotechnical Drilling shall be paid from top of ground to bottom of the hole at a unit price per foot for soil, soft rockand shale, and hard rock, respectively. These charge items shall include all operations and materials necessary to advance the hole includingsampling by means of the Standard Penetration Test split spoon sampler and thin-walled tube sampler. Sampling techniques shall beperformed according to ASTM D 1586 and D 1587 respectively. Hard rock coring shall be performed in accordance with ASTM D 2113.

One-Dimensional Consolidation Test. One-Dimensional Consolidation Test shall be paid for at a unit price per test. This charge item shallinclude all operations and materials necessary to perform this test according to ASTM D 2435.

Drained Direct Shear Test. Drained Direct Shear Test shall be paid for at a unit price per test for cohesionless soil and cohesive soils,respectively. These charge items shall include all operations and materials necessary to perform this test according to ASTM D 3080 on atleast three specimens.

Triaxial Shear. Triaxial Shear shall be paid for at a unit price per test for unconsolidated undrained and consolidated undrained with porepressure measurement, respectively. These charge items shall include all operations and materials necessary to perform this test according toASTM D 2850 and D 4767 on at least three specimens.

Resilient Modulus Test. Resilient Modulus Test shall be paid for at a unit price per test. This charge item shall include all operations andmaterials necessary to perform the test according to AASHTO T 307.

Point Load Test. Point Load Test shall be paid for at a unit price per test. This charge item shall include all operations and materialsnecessary to perform this test in accordance with ASTM D 5731 on a single specimen.

Moisture-Density Test. Moisture-Density Test shall be paid for at a unit price per test. This charge item shall include all operations andmaterials necessary to perform the tests according to AASHTO T 99 Methods A, B, C and D; AASHTO T-180 Methods A, B, C and D;ASTM D 698 Procedure A, B, and C; and ASTM D 1557 Procedure A, B, and C. Each test will include a minimum of five (5)moisture/density points.

A.

B.

Slake Durability Test. Slake Durability Test shall be paid for at a unit cost per test. This charge item shall include all operations andmaterials necessary to perform this test according to ASTM D 4644.

Unconfined Compression Test. Unconfined Compression Test shall be paid for at a unit price per test. This charge item shall include alloperations and materials necessary for preparation of samples and to perform this test for soil and rock. Preparation and tolerances for rockspecimens shall be in accordance with ASTM D 4543 requirements.

UC test of soil and rock according to ASTM D 2166 and ASTM D 2938, respectively.

Uniaxial compression test of intact rock core specimens with axial and lateral strainmeasurement and intact elastic modulus determination according to ASTM D 3148.

Soil Classification. Soil Classification includes gradation and plasticity index and shall be paid for at a unit price per sample. This chargeitem includes all testing, calculation of Atterberg limits and all related indices, i.e. liquidity index and classification. Samples for soilmechanics and foundation analysis testing shall be performed according to ASTM D 4318 and D 422 test procedures on each sample.Samples for roadway testing shall be performed according to AASHTO T87, T88, T89, and T90 test procedures for each sample.

Moisture Content. Moisture Content shall be paid for at a unit price per test. This charge item shall include all operations and materialsnecessary to obtain the sample and perform the test according to ASTM D 2216 and AASHTO T 265. Moisture content required for othertests such as unconfined compression, etc. will be reimbursed under those test costs and will not be paid for under this item.

Hydrometer, Double Hydrometer or Pin Hole Tests. Hydrometer, Double Hydrometer or Pin Hole Tests shall be paid for at a unit priceper test. These charge items shall include all operations and materials necessary to perform each test according to AASHTO T 88, ASTM D4221 or ASTM D 4647, respectively.

Electrical Resistivity Test. Electrical Resistivity Test shall be paid for at a unit price per test. This charge item includes all operations andmaterials necessary to perform the test sample preparation according to AASHTO T 288 and AASHTO T 289 and record the electricalresistivity with a resistivity meter, according to ASTM G 57.

Chunk Density. Chunk Density shall be paid for at a unit price per test. This charge item shall include all operations and materials necessaryto perform the test according to AASHTO T 233.

pH test. pH test shall be paid for at a unit price per test. This charge item shall include all operations and materials necessary to perform thetest according to the ASTM D 4972 and AASHTO T 289.

Staff. The Contractor will provide an Oklahoma Registered Professional Engineer (PE) who has at least two (2) years of experience ingeotechnical engineering to perform the supervision of field logging sampling and in situ testing. Resumes of the Contractors field engineers areto be submitted to the Materials Division for approval. Interviews may be required. As an alternative an engineer and/or geologist who has at leasttwo (2) years of experience in geotechnical engineering field logging sampling in situ testing has to be prequalified for each project type by theMaterials Division.

Method of Payment. Unless otherwise specified, the price per unit of work or lump sum item shall include all engineering, labor, personnel,equipment, materials, etc., necessary to complete that unit of work. Failure to follow the procedures as stated will result in non-payment of the unitprice item. The most current ASTM or AASHTO test procedure and supporting tests referenced shall be used. The units of work are defined asfollows:

Specific Gravity. Specific Gravity shall be paid for at a unit price per test. This charge item shall include all operations and materialsnecessary to perform the test according to ASTM 854 and AASHTO T 100.

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

Thin-Walled Tube Sample. Thin-Walled Tube sampling shall be paid for at a unit price per sample. This charge item shall include alloperations and materials necessary to perform the test according to ASTM D 1587.

Dozer Working Time. Dozer Working Time (including operator) shall be paid for at a unit price per hour of dozer working time.Mobilization (including demobilization) costs for the dozer and operator shall be paid at the hourly rate for a total of two hours for eachproject.

Traffic Control. Traffic Control shall be paid on a cost plus basis. This charge item includes all operations and materials necessary toperform traffic control according to Chapter IV of the Manual on Uniform Traffic Control Devices. Charges for this work must be reviewedand approved by the Department prior to performing any work associated with this item.

Towboat/Barge. Towboat/Barge and its crew shall be paid on a cost plus basis for mobilization and per day. Mobilization anddemobilization of towboat/barge shall be paid based on a Lump Sum price. Charge for this work must be negotiated for each task order.

Mobilization of Equipment. Mobilization of Equipment shall be paid for at unit price per mile. Round trip mileage shall be computed fromOklahoma City, Tulsa, or the actual location of equipment, whichever is less. This includes mobilization and demobilization of all equipmentnecessary to perform the subsurface investigation regardless of the number of trips.

Monitoring Well. Monitoring Well shall be paid for at a unit price per foot of well installed. This charge item shall include all operations andmaterials necessary to install monitoring wells according to ASTM D 5092. Monitoring wells shall include a locking protective cover, and beconstructed of 2" minimum ID PVC flush thread casing with factory slotted PVC screen. The unit price does not include drilling. Drillingshall be paid for at the contract unit price for Geotechnical Drilling. The unit price includes development of the well, and a water tablereading after completion of the well according to ASTM D 4750.

Field Permeability Test. Field Permeability Test shall be paid for at a unit price per test. This charge item shall include all operations andmaterials necessary to perform this test according procedure identified in the AASHTO Manual Subsurface Investigations, subsection B.6.3as either a falling head, constant head or rising head test further referenced to Hvorslev (1951).

Water Sampling and Testing. Water Sampling and Testing shall be paid for at a unit price per test. This charge item shall include alloperations and materials necessary to perform the sampling and testing outlined in the Specifications for Geotechnical Investigation.

Hole Abandonment. Hole Abandonment shall be paid for at a unit price per foot. This charge item includes all operations and materialsnecessary to decommission boreholes according to the most current specifications: AASHTO R22 and Specifications OAC785:35-11-2 of theOklahoma Water Resources Board Regulations. The unit price includes abandonment and decommissioning of geotechnical exploratoryboreholes and monitoring wells. The unit rate shall be applied only to the top 14 feet length of all borings either extending more than20 feet below the ground surface or encountering ground water unless a specific exception is authorized by ODOT.

Seismic Test. Seismic Test shall be paid for at a unit price per shot point along each survey spread. This charge item includes all operationsand materials necessary to perform seismic tests according to the following criteria:

Engineering Surveys to accurately profile geologic layers (bedrock and/or water table) andto determine depths to layers. For engineering surveys, at least five shot points per spreadare required with a forward, reverse, beyond end shots, and at least one intermediate shot.Shot points and geophones will be surveyed for vertical and horizontal control. Shortgeophone spacings and sufficient number of shot points will be required to achieveoverlapping reciprocal arrivals necessary for accurate depth to refractor determination.

Rippability Surveys to determine seismic velocities for rippability assessment. Forrippability surveys, at least two shot points per spread are required with a forward andreverse shot. If bore hole data is not available to establish a geologic profile, more rigorousfield procedures described above for Engineering Surveys will be required to profilegeologic layers.

A. & B.

C. & D.

Mechanical and Electrical Friction Cone and Piezocone, Penetration Testing of Soils. Mechanical and Electrical Friction Cone andPiezocone, Penetration Testing of Soils shall be paid from top of ground to the depth at refusal at a unit price per foot of cone advancement.This charge item shall include all operations and materials necessary to perform this test according to ASTM D 3441and D5778.

Pressuremeter Test. Pressuremeter Test shall be paid for at a unit price per test. This charge item shall include all operations and materialsnecessary to perform the test according to ASTM D 4719. The soil test price applies to materials which exhibit standard penetration testresults of less than 50 blows per 6 inches and the rock test price applies to materials which exhibit standard penetration test results ofless than 6 inches per 50 blows.

Flat Plate Soil Dilatometer Test. Dilatometer Test shall be paid for at a unit price per test. This charge item shall include all operations andmaterials necessary to perform the test according to ASTM D6635 at the frequency directed by ODOT instructions.

Standard Penetration Test. Standard Penetration Test shall be paid for at a unit price per test. This charge item shall include all operationsand materials necessary to perform the test according to ASTM D 1586.

Dynamic Cone Penetration Test (Texas Cone Penetrometer). Dynamic Cone Penetration Test (Texas Cone Penetrometer) shall be paidfor at a unit cost per test. This charge item shall include all operations and materials necessary to perform the test as outlined in theSpecifications for Geotechnical Investigation.

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I. Miscellaneous Analysis. This item is for other analyses not specifically outlined above.The unit price shall be on an hourly basis. The scope of the specific analysis will includedin each task order.

Miscellaneous Labor, Materials and Equipment as required to meet Section 404 Requirements. Miscellaneous Labor, Materials andEquipment as required to meet Section 404 Requirements shall be paid for on a cost plus basis. This charge item shall include allmiscellaneous labor, materials, and equipment necessary to complete the work, i.e., erosion control measures such as hay bales. Charges forthis work must be reviewed and approved by the Department prior to performing any work associated with this item.

Seismic Analyses. Several hand methods and computer modeling programs are availablefor refraction analysis. If significant surface or bedrock relief is present, computer analysiswill be required. If hand methods are used, at least two different methods shall be usedwith one method begin the "Delayed Time" method. For Engineering Surveys, velocities ofeach layer and a geologic profile with depths to each layer under every shot point andgeophone shall be determined. For Rippability Surveys, velocities of each layer and ageneral geologic profile shall be determined. An assessment of rippability shall bepresented.

G.

H. Report Preparation. As a minimum, each report will address those items required in themost current ODOT Geotechnical Specification. Activities under this item to includeboring location preparation, drafting of boring location plan, and writing and typing the textof the report.

End Bearing and Friction Pile Analyses. Each analysis shall include calculations forseveral sizes and/or types of piles and may represent one or more bents or footings,depending on the variability of soil or rock conditions, etc. Analysis shall be presented in aform indicating side friction and end bearing capacity. For friction piles only, analysis shallbe presented in the form of a graph depicting friction pile capacity as a function of pile tipelevation. For piles with tip elevations 60 feet from the ground elevation, the analysis shallalso additionally include p-y curves and assessment of the point of fixity.

E.

End Bearing and Friction Drilled Shaft Analyses. Each analysis shall includecalculations for several sizes and/or types of drilled shafts and may represent one or morebents or footings, depending on the variability of soil or rock conditions, etc. Analysis shallbe presented in a form indicating side friction and end bearing capacity. For friction drilledshafts only, analysis shall be presented in the form of a graph depicting friction drilled shaftcapacity as a function of drilled shaft tip elevation. For drilled shafts with tip elevations m60 feet from the ground elevation, the analysis shall also additionally include p-y curves andassessment of the point of fixity.

F.

C. Retaining Wall Analyses. Retaining wall analyses shall include all pressure calculations,and overturning, sliding, and bearing capacity safety factor determinations sufficient to sizethe wall. The Contractor shall prepare a drawing of each wall stability section on a one-inchgrid, standard size plan sheet. This drawing will show boring logs, test results, layerboundaries and soil parameters along with safety factors. As many sections as practical shallbe placed on each sheet. Any slope stability analyses required for a retaining wall stabilitysection will be considered incidental to a retaining wall analysis. Any retaining walls to befounded on piles and drilled shafts shall require p-y curve analysis.

D. Bearing Capacity Analyses. Each analysis shall included calculations for all sizesconsidered and may represent one or more abutments or piers, depending on the variabilityof soil conditions, etc. Analyses shall be presented in the form of a calculation sheetshowing safety factor calculations for the recommended footing. Bearing capacitydeterminations for retaining walls shall be included.

Engineering. Engineering shall be paid for at a unit price per hour. This charge item includes all operations and materials necessary toperform Engineering Analyses as outlined below in items A-G. It also includes all items and operations necessary for preparing and writingreports, drafting, making recommendations and other correspondence.

Slope Stability Analyses.A.

B. Settlement Analyses. Each analysis shall include ultimate settlement and rate of settlementcalculations. In the case of spread footings, the analysis shall include all calculationsnecessary to size the footing. Analyses shall be presented in the form of a drawing showingthe embarkment or footing, the soil layers, parameters and all the calculations. Wick drainanalyses should be considered where applicable.

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Site Access. Site Access shall be paid at a unit price per hour while someone is on site for miscellaneous purposes such as securing siteaccess or obtaining water level readings in a previously completed monitoring well. There shall also be a unit price per mile. Round tripmileage shall be computed from Oklahoma City, Tulsa, or the actual location of personnel, whichever is less.

Pedological Research/Assessment. Pedological Research/Assessment shall be paid at a unit price per hour. This item is for a "Desk Top"evaluation of mapped soil units crossed by th proposed alignment. Work under this item to include plotting the proposed alignment on theCounty Soil survey map and determining which mapped units will be crossed. The NRCS national database is to be used as a resource inobtaining the most current soil series descriptions.

Distress identification shall be based on 10% sampling ans shall identify distress types and severities. Deflection testing shall be performed with a Falling Weight Deflectometer (FWD) and shall include 2 seating drops and 4 recording drops per test. Distress Identification, FWD testing and data analysis including identification of uniform sections, back calculations of layer moduli using Modulus 5.1 and/or AASHTO, shall be paid for each Lane-Mile tested.

Deflection Testing, Pavement Evaluation, and Pavement Coring. Deflection Testing, Pavement Evaluation, and Pavement Coring andGround Penetration Radar Testing shall be paid for under items for mobilization/use of equipment, pavement coring, distress identification,and deflection testingand ground penetration radar testing. Traffic Control will be paid for under item 29. Mobilization/use of pavementcoring equipment shall be paid for at a unit price per mile. Mobilization/use of deflection test equipment (FWD) and Ground PenetrationRadar equipment (GPR) shall be paid for at a lump sum basis. Charges for this work must be reviewed and approved by the Department priorto performing any work associated with this item. Pavement Coring shall be paid for at a unit price for asphalt pavement cores and a unitprice for concrete cores. Composite Cores shall be paid for at a unit price for Concrete Cores. This includes all operations and materials tocut 4 or 6 inch (100 or 150mm) cores and repair core holes. Concrete pavement shall be repaired with grout patch and asphalt pavement shallbe repaired with cold patch.

Survey. Survey includes all operations and equipment necessary to establish stations and elevations of all geotechnical borings and /or stationextents for soil series. Surveying shall be paid for on a negotiated lump sum basis.

Soluble Sulfate Test. Soluble sulfate test shall be paid for at a unit price per test. This charge item shall include all operations and materials necessary to perform this test according to ODOT OHDL-49.

Rock Dilatometer Test. Rock Dilatometer Test shall be paid for at a unit price per test. This charge item shall include all operations andmaterials necessary to perform the test according to ODOT instructions.

october 28, 2005 state of oklahoma department...

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