report of geotechnical investigation · 2018. 8. 9. · report of geotechnical investigation sh 99...

REPORT OF GEOTECHNICAL INVESTIGATION

SH 99 OVER WASHITA RIVER JOHNSTON COUNTY, OKLAHOMA

27142(04)

PROJECT NO. 13065

INTRODUCTION ........................................................................................................................................ 1 GENERAL ........................................................................................................................ 1 PROPOSED CONSTRUCTION ............................................................................................ 1 SCOPE OF WORK ............................................................................................................ 1

FIELD AND LABORATORY INVESTIGATIONS ................................................................................. 2 FIELD EXPLORATION ....................................................................................................... 2 LABORATORY TESTING .................................................................................................... 4

SITE DESCRIPTION .................................................................................................................................. 5 SURFACE CONDITIONS .................................................................................................... 5 SITE GEOLOGY ............................................................................................................... 6 SUBSURFACE CONDITIONS .............................................................................................. 7 GROUNDWATER CONDITIONS .......................................................................................... 8

FOUNDATION RECOMMENDATIONS ............................................................................................... 10 ENVIRONMENTAL CONSIDERATIONS............................................................................................. 13 CLOSURE ................................................................................................................................................... 14

APPENDICES APPENDIX A – Field Investigation APPENDIX B – Laboratory Results APPENDIX C – Rock Core Pictures APPENDIX D – General Notes

REPORT OF GEOTECHNICAL INVESTIGATION

SH 99 OVER WASHITA RIVER JOHNSTON COUNTY, OKLAHOMA

27142(04)

PROJECT NO. 13065

INTRODUCTION General This report presents the results of the geotechnical investigation performed for the reconstruction of the existing SH 99 Bridge over Washita River, located southwest of Tishomingo in Johnston County, Oklahoma. The purpose of this investigation is to evaluate the subsurface conditions at the site and to provide information pertaining to the geotechnical aspects of the proposed project. Proposed Construction The project will include the replacement of the existing seven span bridge with a new six span bridge along the current alignment. The new bridge will be 20 feet wider and 258 feet longer than the existing bridge. Scope of Work The scope of this investigation includes the following:

1. Review of previous geotechnical and geological information of sites near this site. This was augmented with data obtained during the field investigation phase of the project.

2. Investigation of the subsurface soils by drilling and testing a total of 7

boreholes within the planned project area.

3. A laboratory testing program consisting of moisture content, Atterberg limits, and sieve analysis testing on the overburden soils encountered. Unconfined compression testing was performed on rock samples.

4. Additional considerations for sustainable design and construction pertaining

to aspects of this project.

SH 99 over Washita River Bridge Johnston County 27142(04) RRC Project No. 13065 September 25, 2013

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FIELD AND LABORATORY INVESTIGATIONS

Field Exploration Subsurface exploration was performed on June 24, 25, 30 and August 5, 14 and 15, 2013. The borings were located in the field by a representative of Red Rock Consulting by measuring distances from known site reference points as depicted on the plans that were provided by White Engineering. The locations of the borings should be considered accurate only to the degree implied by the methods used to define them. The subsurface exploration program consisted of drilling 7 borings under the full time supervision of an engineer. Two borings were drilled at each of the proposed abutment locations and one boring was drilled at each of the proposed pier locations on alternating sides of the existing bridge. All borings were proposed to be drilled approximately 25 feet to the east or west of the existing centerline of SH 99. The location of all borings except boring B-3 were moved from their original proposed location due to steep slopes and large trees. The proposed and new location of the borings and the reason why they were moved are summarized in Table 1. The borings are shown on the boring location diagram, which is included in Appendix A.

Table 1 – Proposed and New Boring Locations

Boring Approximate Proposed Boring Location Approximate New Boring Location Reason for Movement

B-1 125' south of the existing bridge south abutment and 25' west of SH 99 centerline 125' south of the existing bridge south

abutment and 40' west of SH 99 centerline steep slope

B-2 20' south of the existing bridge south abutment and 25' east of SH 99 centerline 20' south of the existing bridge south

abutment and 42' east of SH 99 centerline steep slope

B-3 12.5' north of the existing bridge second pier and 25' west of SH 99 centerline same as the proposed boring location N/A

B-4 25' north of the existing bridge fourth pier and 25' east of SH 99 centerline 25' north of the existing bridge fourth pier

and 62.5' east of SH 99 centerline large trees

B-5 15' north of the existing bridge fifth pier and 25' west of SH 99 centerline 28' north of the existing bridge fifth pier

and 25' west of SH 99 centerline steep slope

B-6 30' north of the existing bridge north abutment and 25' east of SH 99 centerline 30' north of the existing bridge north

abutment and 60' east of SH 99 centerline steep slope

B-7 135' north of the existing bridge north abutment and 25' west of SH 99 centerline 135' north of the existing bridge north

abutment and 50' west of SH 99 centerline steep slope


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The borings were drilled using a truck-mounted CME-75 and an all-terrain vehicle mounted (ATV) CME-75 drill rig, both equipped with an automatic hammer. Samples of the overburden materials were obtained in the borings as per Oklahoma Department of Transportation (ODOT) specifications. Representative samples of the overburden materials in borings B-1, B-3, B-5, B-6 and B-7 were obtained by split-barrel sampling procedures (Standard Penetration Test, SPT) in general accordance with ASTM Specifications D-1586. In borings B-2 and B-4, SPT was only performed at the surface of the bedrock. After SPT refusal was attained in boring B-5, the hardness of the top 8 feet of the bedrock material, which was a gravelly granite conglomerate, was evaluated using Texas Cone Penetrometer. Beneath the gravelly granite conglomerate, a solid granite bedrock material was encountered. The Texas Cone Penetrometer (TCP) was performed in accordance with the AASHTO Manual on Subsurface Investigation and as modified by the Oklahoma Department Transportation. The solid granite was cored using a 3 inch diameter core barrel from an ATV rig. The bedrock coring was terminated after coring 7 feet of granite due to the extreme time and equipment investment required. Boring B-3 was drilled following the termination of the coring in boring B-5. Boring B-3 was drilled by switching to a truck rig which had a wire line coring system. Following SPT refusal, the granite bedrock of boring B-3 was cored using the wire line coring system. Even with this specialized coring system, it took more than 2 days to obtain 10 feet of the granite bedrock. The bedrock coring was terminated in boring B-3 as in boring B-5 due to the extreme time and equipment investment required. After SPT refusal was attained in boring B-2, the granite bedrock was cored using the wire line coring system. As in boring B-3 and B-5, the coring took an extreme amount of time with little recovery. Only 18 feet of the granite bedrock was cored in 3 days. The coring experience from borings B-2, B-3 and B-5 showed that the granite bedrock of this project site was very hard to core. After consulting with the ODOT Bridge Division, an agreement was reached to core the solid granite bedrock of only one of the remaining pier borings and omit rock coring in the other borings. Accordingly, the granite bedrock of boring B-6 was cored for a depth of 30 feet using a 3 inch diameter core barrel form an ATV rig. Before coring, the hardness of the top 8 feet of the bedrock material of boring B-6, which consisted of the gravelly granite conglomerate, was tested using TCP until a solid granite bedrock material was reached. In the rest of the borings (borings B-1, B-4 and B-7), the gravelly bedrock was tested using TCP until the solid granite bedrock material was reached. The advancement of these borings were then terminated without coring the granite bedrock.


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After performing SPT and TCP tests and collecting rock cores, the holes were backfilled with grout and cuttings as required by the Oklahoma State Statutes for Geotechnical drilling. Samples were collected and transported back to the lab for further classification and testing. The final boring logs were developed from the draft logs, observations and test results of the samples returned to the laboratory. The stratigraphic contacts indicated are only for the specific dates and locations reported, and therefore, are not necessarily representative of other locations and times. The boring logs, presenting conditions encountered at each location explored, are included in Appendix A. Laboratory Testing Representative soil samples were tested to refine the field classifications and evaluate physical properties of the soils which may affect the geotechnical aspects of project design and construction. The laboratory testing program included the following:

Moisture content tests (AASHTO T265) Liquid Limit (AASHTO T89) and Plastic Limit (AASHTO T90) tests Full Sieve tests (AASHTO T 88) Uniaxial (unconfined) compressive strength tests (ASTM 7012 Method C)

The results of the physical laboratory tests conducted are shown on the boring logs in Appendix A and are also included in Appendix B.


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SITE DESCRIPTION Surface Conditions At the time of this investigation, an existing seven span bridge was present along the current alignment of SH 99 over the Washita River. SH 99 was a two lane undivided highway. Large sized trees, which were located approximately 45 to 70 feet east and west of the existing centerline of SH 99, were located for the entire stretch of the project length. Medium sized trees were located on south side of the river aligned with the east side of the bridge between the second and third piers of the existing bridge. Approximately 200 feet of guardrail was located on both north and south side of the existing bridge on both sides of the highway. Dirt drives, which appeared to be access roads to the Washita River from SH 99, were located on the northeast, southeast and southwest side of the bridge. Borings B-1 and B-2 were located on the southwest and southeast side drives, respectively. Boring B-3 was located on the northeast side drive. The boring locations were covered with soil and grass. The boring locations were relatively dry at the time of drilling. Both the truck mounted and ATV drill rigs did not experience much difficulty maneuvering around the site. Surveying data was collected from the project site by using differential leveling procedures to determine the surface elevations of the borings. A chiseled “X” on the southeast wing wall of the existing bridge was used as an assumed benchmark to collect the surveying data for borings which were located on the south side of Washita River (borings B-1, B-2, B-3 and B-4). An assumed benchmark was used because benchmark #9, which was a 21/2” Bass Cap located at station 1041+33.57, 17.66 feet right as per the plans provided by White Engineering, could not be located. Survey data for the assumed benchmark was not available. Hence, the surface elevations of borings B-1, B-2, B-3 and B-4 were estimated from the contour lines of the bridge plans that were provided by White Engineering. Accordingly, the approximate elevations of these borings ranged between 627.5 to 641.5 feet. The surface elevations of the borings on the north side of the bridge (borings B-5, B-6 and B-7) were determined using differential leveling procedures. Benchmark #10, which was a chiseled “X” on the northeast wing wall of the existing bridge, located at station 1046+92.09, 19.39 feet right of the centerline, was used as a benchmark and had an elevation of 647.44 feet according to plans provided by White Engineering. Based on this benchmark, the elevations of borings B-5, B-6 and B-7 ranged between 637.8 and 639.8 feet.


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The approximate elevation at each boring location is shown on the boring location diagram and on the boring logs in Appendix A. Site Geology Division Three of the “Engineering Classification of Geological Materials”, published by the Oklahoma Department of Transportation (ODOT) indicates the project site is located over Alluvium (Qas) underlain by the Paluxy Unit (Kpy). However, field conditions were consistent with the Tishomingo Granite Unit (gr). Alluvium are deposits of sand, silt, clay, gravel. And/or combinations of materials. Alluvium is found along the flood plains (bottom land) of streams and is normally present at places along all streams. The Tishomingo Granite Unit consists of hard pinkish igneous rock which contains an abundance of quartz and feldspar minerals. The rock typically consists of coarse grains. The unit outcrops in Johnston County in the center of the Arbuckle Mountain Uplift. Its outcrop covers several square miles. The thickness of the unit is undetermined. Topographically, the unit varies from gently rolling to highly dissected rugged rocky terrain. It locally weathers several feet deep. The unit supports both prairie vegetation and tree growth with the trees more prominent in rugged terrain. The Paluxy unit is predominantly sandstone with some interbedded clay shales. Lenses of conglomerate and limestone occur near the base of the unit. The sandstones are mostly soft, loosely cemented, and generally vary from yellow to maroon in color. The weathered sandstones are often referred to as “packsand”. A white to light geay limestone lens (Baum) is prominent in the Ravia-Mannsville area of southwestern Johnston County where it attains a maximum thickness of 73 feet. The lens varies from a limestone conglomerate with boulders one foot in diameter, to nearly pure limestone. The lens crops out over approximately 10 square miles and grades both laterally and upward into the sandstones of the unit. The total thickness of the Paluxy Unit is about 200 feet. In Division 3, the unit outcrops only in southern Johnston County. Here, the unit outcrops in an east-west band 5 to 12 miles wide and rests on several different geologic units including the Tishomingo granite.


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The Paluxy Unit is generally highly weathered, forms gently rolling topography, and is heavily covered with vegetation. In southwestern Johnston County, the limestone lens forms a prominent, hummocky escarpment, and supports red cedar and short grass vegetation. According to the Geologic Map of the “Hydrologic Atlas 3 of Oklahoma,” Reconnaissance of the Water Resources of the Ardmore and Sherman quadrangles, southern Oklahoma,” by Donald L. Hart, Jr. U.S. Geological Survey, 1983, indicates that the project site is located over West Spring Creek and Kindblade formations of the Arbuckle Group. The deposit and geologic formation are described therein as follows: Limestone, gray to tan, fine-grained, gradational eastward into tan fine to coarse grained dolomite; some tan to gray sandstone and shale; thickness 1,875 to 3,000 feet, decreasing eastward. Yields moderate to large amounts of water of good quality. Subsurface Conditions Information collected during this investigation indicates that the overburden materials consist of various combinations of gravel, sand, and lean to fat clay that extended from the surface to the top of bedrock, which ranged between 26 and 68 feet in the borings. The overburden materials in all borings except boring B-7 were underlain by moderately hard to hard gravelly granite conglomerate. The overburden materials in boring B-7 was underlain by cemented sandstone and moderately hard shale. The moderately hard shale in boring B-7 was underlain by very hard gravelly granite conglomerate. The granite conglomerate in all borings were underlain by moderately strong to strong granite. The unconfined compressive strength of the granite cores tested in the lab ranged between 1,490 to 9,540 psi. The rock types and depths are summarized in Table 2.


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Table 2 – Rock Types and Depths

Boring Approximate

depth (feet)

Approximate Elevation

(feet) Bedrock Type Hardness*

B-1 68-73 572.5-567.5 Granite Conglomerate hard at 73 567.5 Granite very hard

B-2 67-72 574.5-569.5 Granite Conglomerate hard 72-90 569.5-551.5 Granite moderately strong to strong

B-3 56-58.5 583-580.5 Granite Conglomerate moderately hard

58.5-73.5 580.5-565.5 Granite moderately strong

B-4 58-66.3 569.5-561.2 Granite Conglomerate hard at 66.3 561.2 Granite very hard

B-5 55-63.5 583.1-574.6 Granite Conglomerate hard 63.5-70 574.6-568.1 Granite moderately strong

B-6 40-48 599.8-591.8 Granite Conglomerate moderately hard to hard 48-78 591.8-561.8 Granite moderately strong

B-7

16-22 621.8-617.8 Sandstone cemented 22-26 617.8-613.8 Shale moderately hard 26-35 613.8-604.8 Granite Conglomerate very hard at 35 604.8 Granite very hard

Subsurface conditions are described in greater detail on the boring logs in Appendix A. Pictures of the rock core samples collected can be found in Appendix C. Groundwater Conditions Groundwater conditions were monitored in all borings during and following completion of drilling operations except in borings B-2 and B-3. The groundwater levels could not be monitored due to the use of solid casing from the surface to the top of gravelly granite conglomerate. The groundwater and cave-in levels encountered in the other borings at these times are outlined below in Table 3.


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Table 3 – Groundwater and Cave-In Levels

Boring

Groundwater Levels Cave-In Levels

During Drilling After Drilling

Depth (feet)

Elevation (feet)

Hours After

Depth (feet)

Elevation (feet)

Depth (feet)

Elevation (feet)

B-1 18 622.5 0 18 622.5 20 620.5 B-4 20 607.5 48 7.5 620 13 614.5 B-5 20 618.1 -- -- -- -- --

B-6 30 609.8 18 16.5 623.3 27 612.8 B-7 none N/A 24 12 625.8 20 617.8

To obtain accurate groundwater level information, long-term observations in a well or piezometer that is sealed from the influence of surface water would be needed. Fluctuations in groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, altered drainage paths, and other factors not evident at the time borings were advanced. Consequently, the contractor should be aware of this possibility while constructing this project.


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FOUNDATION RECOMMENDATIONS Driven pile foundations can be used to support the bridge abutments and drilled piers can be used to support the interior bents. Recommendations based on AASHTO’s LRFD Bridge Design Specifications, 5th Edition, 2010 are presented in the sections below. H-Piles The abutments for the proposed six span bridge can be supported by driven H piles driven to practical refusal in the sandstone, shale, granite conglomerate or granite bedrock. Steel H-piles (or other non-displacement piles) should be used due to their capability to withstand high driving stresses while penetrating the bedrock. According to AASHTO’s LRFD Bridge Design Specifications, the nominal resistance of piles driven into rock with minimal penetration is controlled by the structural limit state of the pile. Hence, pile capacity will be dependent on the cross-section of the pile and the steel composition, or grade. Piles should be driven until enough driving resistance is developed for the design load bearing capacity. The design load bearing capacity should be determined using an appropriate pile driving formula approved by ODOT. Piles should not be driven after practical refusal has been attained. All piles should be installed as per Section 514.04 of ODOT’s Standard Specifications for Highway Construction. The piles can be estimated to be driven to an approximate elevation of 571.5 and 620.5 feet near borings B-1 and B-7, respectively, or until practical refusal is achieved. These values are provided in Table 4. It should be noted that actual penetrations may vary from the values presented in Table 4 depending on variations in the site conditions, hammer types and hammer operating efficiency.

Table 4 - H-Pile Design Information

Boring Approximate

Station (feet)

Approximate Surface Evaluation

(feet)

Estimated Top of Hard Strata Elevation

(feet)

Estimated Tip Elevation

(feet)

B-1 1040+11 41’ left of CL 640.5 572.5 573

B-7 1048+20 49’ left of CL 637.8 621.8 622


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Drilled Shafts The interior piers for the proposed bridge can be supported by straight drilled shafts. The following design information is based on the exploratory borings and AASHTO’s LRFD Bridge Design Specifications. Bedrock depths are summarized in Table 2 of the Subsurface Conditions section of this report. The drilled shafts should penetrate the entire granite conglomerate bedrock layer and its base should be positioned on top of the solid granite bedrock. Drilled shafts constructed in this manner can be designed with an end bearing and side resistance values shown in Table 5. Because the shafts will be embedded in the gravelly granite conglomerate bedrock, the axial compression side resistance values should be neglected. Therefore, it’s recommended to use end bearing shafts to support the interior piers.

Table 5 – Drilled Shaft Design Information

Description Unit Resistance (ksf) Factored Unit Resistance*

(ksf) Resistance

Factor**

Axial Compression Side Resistance 15 8.25 0.55

Uplift Side Resistance 15 6.75 0.45

End Bearing 740 370 0.5

*Estimated by multiplying the unit resistance values with the resistance factor. ** From Table 10.5.5.2.4-1 of AASHTO LRFD Bridge Design Specifications, 5th Ed, 2010.

A heavy-duty pier drilling rig equipped with a rock auger and a core barrel will be required to penetrate the bedrock to the desired depth. Casing will be needed to counteract difficulties with sloughing of the cohesionless overburden and gravelly granite conglomerate bedrock. Once the casing is in place, the remaining soils can be removed and the excess water pumped out. Casing is most effective when placed as soon as groundwater, loose soil or wet soil is encountered. Slurry displacement or a combination of casing and slurry can also be used to stabilize drilled shaft walls. The pier bottoms and sockets should be checked for continuity and to determine that the material is acceptable for support of structural loads and consistent with the material identified in the borings. Loose material should be removed from the pier bottom and the socket should be clean.


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Concrete should be pumped inside the casing or drilled shaft excavations immediately following drilling operations and inspection and placed from the bottom of the drilled shaft. During simultaneous concrete placing and casing removal operations, sufficient concrete head should be maintained inside the casing to offset the hydrostatic head of the groundwater outside the casing and to prevent the intrusion of soil and groundwater and/or slurry into the pier concrete. Concrete having a slump of at least 5 inches should be used.


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ENVIRONMENTAL CONSIDERATIONS The environmental effect of construction projects is a growing concern in our industry. Some points for consideration of the environment regarding site construction and construction materials are summarized in the following paragraphs. These points should be incorporated into the design and construction of this project for a more environmentally friendly result. The following is only a summary. For a more in-depth discussion on sustainable design and construction, please contact Red Rock Consulting. Site Construction SEDIMENTATION AND EROSION CONTROL Reduce pollution from construction activities by controlling soil erosion, waterway sedimentation, and airborne dust generation. This can be accomplished most efficiently by using seeding or mulching and silt fence.

Seeding or Mulching – If the excavated site is left open for an extended amount of time, soil erosion should be retarded by using seeding or mulching to cover and hold the soils.

Silt Fence – Prevent sedimentation of receiving streams by constructing silt fence (posts with a filter fabric media) around the project site. The silt fence is used to remove sediment from storm water that may runoff the construction site.

Construction Materials LOCAL MATERIALS Increase the demand for building materials and products that are extracted and manufactured within the region, thereby supporting the use of indigenous resources and reducing the environmental impacts resulting from transportation of materials. Examples of local materials that could be considered in the construction of this project include water, recycled steel, concrete and/or aggregate and sand. RECYCLED MATERIALS Reuse building materials and products in order to reduce demand for virgin materials and to reduce waste, thereby reducing impacts associated with the extraction and processing of virgin resources. Examples of recycled materials that could be considered in the construction of this project include recycled steel piles, concrete and aggregate.


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CLOSURE The data presented in this report are based on the negotiated scope for this project and site conditions as they existed at the time of the field exploration. The conditions encountered in the exploratory borings are representative subsurface conditions within the study area. This report was prepared for the exclusive use of White Engineering Associates, ODOT and their agents and consultants. It should be made available to prospective contractors for information and factual data only and not as a warranty of subsurface conditions similar to those interpreted from the boring logs or discussions presented herein.

APPENDIX A

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54.6

SANDY SILT, brown (7.5YR 5/4), loose

SANDY SILTY CLAY, dark brown (7.5YR 3/4), medium stiff

SILTY SAND, light brown (5YR 4/4) with black (7.5YR 6/3), very loose to medium dense

*N=0, weight of hammer at 20 feet*

SILT, reddish brown (5YR 4/4), very loose

SANDY SILT, reddish brown (5YR 4/4), very loose*N=0, weight of hammer at 35 feet*

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NOTES south abutment boring, auger cased to 73.5 feet

GROUND ELEVATION 640.5 ft

LOGGED BY RAG

DRILLING METHOD Wet Rotary

HOLE SIZE 6 in

DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma GROUND WATER LEVELS:

CHECKED BY KKB

DATE STARTED 8/14/13 COMPLETED 8/14/13

0 hrs AFTER DRILLING 18.0 ft / Elev 622.5 ft

Cave In Depth 20.0 ft / Elev 620.5 ft

DURING DRILLING 18.0 ft / Elev 622.5 ft

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MATERIAL DESCRIPTION

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PAGE 1 OF 2BORING NUMBER B-1

PROJECT NAME SH 99 Over Washita River Bridge 27142(04)

PROJECT LOCATION Johnston County, Oklahoma

CLIENT White Engineering

PROJECT NUMBER 13065

7042 Highwater Circle, Suite BEdmond, Ok 73034Telephone: 405-562-3328

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SILTY SAND, reddish brown (5YR 4/4), very loose*N=0, weight of hammer at 40 feet*


SANDY SILT, reddish brown (5YR 4/4), very loose*N=0, weight of hammer at 50 feet*

SILT with SAND, reddish brown (5YR 4/4), very loose*N=0, weight of hammer at 55 feet*

SILTY SAND, reddish brown (5YR 4/4), very loose*N=0, weight of hammer at 60 feet*

WELL GRADED GRAVEL with SILT, dark brown (7.5YR 3/2), medium dense

GRAVELLY GRANITE CONGLOMERATE, bluish gray (10B 5/1) with pinkish white (7.5YR_/2), hard

GRANITE, dark gray (N 4/) and pinkish white (7.5YR _/2), very hardBoring Termination Depth = 73.5 feet

Boring Completed and Grouted on 08/14/13

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SANDY SILT, brown (7.5YR 5/4)

SILTY SAND, dark brown (7.5YR 3/4)

NOTES south pier boring, cased to 67 feet


LOGGED BY RAG


HOLE SIZE 6 in

DRILLING CONTRACTOR Mohawk Drilling GROUND WATER LEVELS:

CHECKED BY KKB


hrs AFTER DRILLING was not measured

Cave In Depth was not measured

DURING DRILLING was not measured

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SILTY SAND, dark brown (7.5YR 3/4) (continued)


GRANITE, dark gray (N 4/) and pinkish white (7.5YR _/2), coarse grained, angular tosubrounded, siliceous, moderately strong to strong, very thick bedded, high to very low jointing,

few very fine pores72'9" -- Compressive Strength = 1,980 psi

77'2" -- Compressive Strength = 3,100 psi




Boring Termination Depth = 90 feetBoring Completed and Grouted on 08/07/13

50/0.3"Total =

12"Rec =20%

RQD =0%

Total =55.5"Rec =92.5%RQD =76.5%Total =

42"Rec =100%RQD =76.5%Total =

18"Rec =100%RQD =76%

Total =34.5"Rec =96%

RQD =86%

Total =24"

Rec =100%RQD =100%Total =27.5"Rec =76%

RQD =47%

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LOG

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CO

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T(%

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DE

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H(f

t)

50

55

60

65

70

75

80

85

90


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5 LO

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PLA

TE

.GD

T 9

/27

/13

0

0

0

0

0

0

0

0

0

0

0

0

NP

NP

NP

NP

NP

NP

SPT

SPT

SPT

SPT

SPT

SPT

SPT

75.5

76.5

70.7

64.3

79.1

33.2

24.2

SILT with SAND, brown (7.5YR 5/4), very loose to loose


SANDY SILT, brown (7.5YR 5/4), very loose

SILT with SAND, brown (7.5YR 5/4), loose

SILTY SAND, brown (5YR 4/4) to light brown (7.5YR 6/4), loose to medium dense

5

4

0

1

6

5

8

20

20

27

26

23

25

22

NOTES middle south pier boring, cased to 55 feet

GROUND ELEVATION 639 ft

LOGGED BY JTU


HOLE SIZE 6 in

DRILLING CONTRACTOR Mohawk Drilling GROUND WATER LEVELS:

CHECKED BY KKB


hrs AFTER DRILLING was not measured

Cave In Depth was not measured

DURING DRILLING was not measured

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0

0

0

0

0

0

NP

NP

NP

SPT

SPT

SPT

SPT

RC

RC

RC

22.9

19.9

25.2

SILTY SAND, brown (5YR 4/4) to light brown (7.5YR 6/4), loose to medium dense(continued)

GRAVELLY GRANITE CONGLOMERATE, bluish gray (10B 5/1) with pinkish white (7.5YR_/2), moderately hard

GRANITE, dark gray (N 4/) and pinkish white (7.5YR _/2), coarse grained, angular tosubrounded, siliceous, moderately strong, very thick bedded, high to very low jointing, few very

fine pores59' -- Compressive Strength = 6,850 psi

64'-9" -- Compressive Strength = 5,110 psi

68'-6" -- Compressive Strength = 5,060 psi

Boring Termination Depth = 73.5 feetBoring Completed and Grouted on 08/01/13

23

29

6

45

50/4"

Total =54.8"Rec =91.3%RQD =86%

Total =57.5''Rec =96%

RQD =75.5%

Total =52.5''Rec =87.5%RQD =87.5%

20

19

16

9

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H(f

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40

45

50

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60

65

70


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SILTY SAND, brown (7.5YR 5/4) to dark brown (7.5YR 3/4)

SANDY SILTY CLAY, dark brown (7.5YR 3/4)

SANDY SILT, very dark gray (5YR 3/1)

NOTES center pier boring, auger cased to 65 feet


LOGGED BY RAG


HOLE SIZE 6 in


CHECKED BY KKB





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T(%

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DE

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H(f

t)

0

5

10

15

20

25

30

35

40


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NT

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.GD

T 9

/27

/13

0 0 NPSPTTC

17.0

SANDY SILT, very dark gray (5YR 3/1) (continued)

GRAVELLY GRANITE CONGLOMERATE, hard, bluish gray (10B 5/1) with pinkish white(7.5YR _/2)

GRANITE, dark gray (N 4/) and pinkish white (7.5YR _/2), very hardBoring Termination Depth = 66.3 feet

Boring Completed and Grouted on 08/14/13

50/0.3"50/0.1"50/0.1"

14

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H(f

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40

45

50

55

60

65


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/13

21

22

25

0

34

27

20

11

13

19

0

16

17

14

10

9

6

NP

18

10

6

SPT

SPT

SPT

SPT

SPT

SPT

SPT

93.9

93.8

96.8

81.1

95.7

92.4

73.7

LEAN CLAY, brown (7.5YR 5/4) to dark brown (7.5YR 3/4), soft to stiff

SILTY CLAY, dark brown (7.5YR 3/4), very soft*N=0, weight of hammer at 15 feet*

SILT with SAND, dark brown (7.5YR 3/4), very loose

LEAN CLAY, dark brown (7.5YR 3/4), soft

SILTY CLAY with SAND, dark brown (7.5YR 3/4), very soft*N=0, weight of hammer at 35 feet*

9

3

0

1

4

4

0

19

28

34

32

30

30

32

NOTES middle north pier boring, auger cased to 63 feet


LOGGED BY JTU


HOLE SIZE 6 in


CHECKED BY KKB



Cave In Depth open


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H(f

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10

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30

35

40


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/13

34

0

0

16

0

0

18

NP

NP

SPT

SPT

SPT

SPT

TC

SPT

RC

RC

88.3

39.5

6.8

LEAN CLAY, dark reddish brown (2.5YR 3/4), medium stiff

SILTY SAND, brown (7.5YR 5/4), very loose

WELL GRADED SAND with SILT, brown (7.5YR 5/4), loose


GRANITE, dark gray (N 4/) and pinkish white (7.5YR _/2), coarse grained, angular tosubrounded, siliceous, moderately strong, very thick bedded, very high to high jointing, few very

fine pores65'-6" -- Compressive Strength = 1,890 psi

Boring Termination Depth = 70 feetBoring Completed and Grouted on 06/25/13

5

3

7

50/0.5"

50/0.9"50/0.4"

50/1"Total =16.25"Rec =90%

RQD =0%

Total =45"

Rec =75%

RQD =22%

28

24

17

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H(f

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40

45

50

55

60

65

70


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0

21

22

19

20

38

25

0

15

15

13

14

13

15

NP

6

7

6

6

25

10

SPT

SPT

SPT

SPT

SPT

SPT

SPT

70.5

54.8

60.5

52.7

48.1

72.1

76.4

SILT with SAND, reddish brown (5YR 4/4), medium dense

SANDY SILTY CLAY, dark reddish brown (5YR 3/3) to very dark brown (7.5YR 2.5/2), verysoft to medium stiff


SILTY CLAYEY SAND, reddish brown (5YR 4/4), loose

LEAN CLAY with SAND, dark brown (7.5YR 3/4) to reddish brown (5YR 4/4), medium stiffto stiff

14

5

1

0

4

10

5

16

16

19

16

16

16

20

NOTES north pier boring, auger cased to 50 feet


LOGGED BY RAG


HOLE SIZE 6 in


CHECKED BY KKB





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H(f

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0

5

10

15

20

25

30

35

40


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SPT

TC

TC

TC

RC

RC

RC

RC

RC

RC

11.9GRAVELLY GRANITE CONGLOMERATE, bluish gray (10B 5/1) with pinkish white (7.5YR_/2), moderately hard to hard

GRANITE, dark gray (N 4/) and pinkish white (7.5YR _/2), coarse grained, angular tosubrounded, siliceous, moderately strong, very thick bedded, very high to high jointing, few very

fine pores49'6" -- Compressive Strength = 1,490 psi

58' -- Compressive Strength = 2,640 psi





Boring Termination Depth = 78 feetBoring Completed on 08/15/13 and Grouted on 08/16/13

50/3"50/1.4"50/1"

50/0.8"50/0.3"

50/0.3"50/0.1"Total =54.8"Rec =91.3 %RQD =33%

Total =16"

Rec =26.5 %RQD =

0%

Total =60"

Rec =100%RQD =46%

Total =60"

Rec =100%RQD =37%

Total =52"

Rec =86.5%RQD =28%

Total =24"

Rec =40%

RQD =1.3%

10

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33

65

31

22

31

21

11

34

10

SPT

SPT

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TC

TC

TC

TC

TC

23.1

71.3

19.4

SANDY LEAN CLAY, dark brown (7.5YR 3/4)

CLAYEY SAND, bluish gray (10B 5/1), dense

FAT CLAY with SAND, gray (N 5/) and brown (7.5YR 5/4), very stiff

CLAYEY SAND with GRAVEL, brown (7.5YR 4/3), very dense

SANDSTONE, gray (N 5/), cemented

SHALE, bluish gray (10B 5/1), moderately hard

GRAVELLY GRANITE CONGLOMERATE, bluish gray (10B 5/1) with pinkish white (7.5YR_/2), very hard

GRANITE, dark gray (N 4/) and pinkish white (7.5YR _/2), very hardBoring Termination Depth = 35 feet

Boring Completed on 8/15/13 and Grouted on 08/16/13

36

16

1640

50/4.5"50/1.5"50/0.6"

50/2"50/0.4"

50/1.8"50/0.6"

50/0.5"50/0.4"

50/0.1"50/0.1"

9

23

8

NOTES north abutment boring, auger cased to 25 feet


LOGGED BY RAG


HOLE SIZE 6 in


CHECKED BY KKB




DURING DRILLING none

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APPENDIX B

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APPENDIX C

SH99 Over Washita River Bridge 27142(04) RRC Project No. 13065 Rock Core Pictures September 26, 2013

Photo # 1 Run 1 of boring B-2 was from 67 to 72 feet and had a recovery of 20% and a RQD of 0%. Run 2 of boring B-2 was from 72 to 77 feet and had a recovery of 92.5% and a RQD of 76.5%.

Photo # 2 Run 3 of boring B-2 was from 77 to 80.5 feet and had a recovery of 100% and a RQD of 76.5%. Run 4 of boring B-2 was from 80.5 to 82 feet and had a recovery of 100% and a RQD of 76%. Run 5 of boring B-3 was from 82 to 85 feet and had a recovery of 96% and a RQD of 86 %. Run 6 of boring B-3 was from 85 to 87 feet and had a recovery and RQD of 100 %.


Photo # 3 Run 7 of boring B-2 was from 87 to 90 feet and had a recovery of 76% and a RQD of 47%.

Photo # 4 Run 1 of boring B-3 was from 58.5 to 63.5 feet and had a recovery of 91.3% and a RQD of 86%. Run 2 of boring B-3 was from 63.5 to 68.5 feet and had a recovery of 96% and a RQD of 75.5%.


Photo # 5 Run 3 of boring B-3 was from 68.5 to 73.5 feet and had a recovery and RQD of 87.5%.

Photo # 6 Run 1 of boring B-5 was from 63.5 to 65 feet and had a recovery of 90% and a RQD of 0%.


Photo # 7 Run 2 of boring B-5 was from 65 to 70 feet and had a recovery of 75% and a RQD of 22%.

Photo # 8 Run 1 of boring B-6 was from 48 to 53 feet and had a recovery of 91.3% and a RQD of 33%. Run 2 of boring B-6 was from 53 to 58 feet and had a recovery of 26.5% and a RQD of 0%.


Photo # 9 Run 3 of boring B-6 was from 58 to 63 feet and had a recovery of 100% and a RQD of 46%. Run 4 of boring B-6 was from 63 to 68 feet and had a recovery of 100% and a RQD of 37%.

Photo # 10 Run 5 of boring B-6 was from 68 to 73 feet and had a recovery of 86.5% and a RQD of 28%. Run 6 of boring B-6 was from 73 to 78 feet and had a recovery of 40% and a RQD of 1.3%.

APPENDIX D

GENERAL NOTES The Unified Soil Classification System is used to identify the soil unless

otherwise noted. UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D 2487

b Distinguishing between M and O classifications requires identifying organic components by

observation, odor, or other testing.

SOIL PROPERTY SYMBOLS N Standard “N” penetration: Blows per foot Qu Unconfined Compressive Strength, tsf Qp Penetrometer value, tsf Mc Water Content, % LL Liquid Limit, % PI Plasticity Index, % DD Natural Dry density, pcf Apparent groundwater levels DRILLING AND SAMPLING SYMBOLS BS Bag Sample SPT Split Spoon – 1 3/8” I.D., 2” O.D., except where noted ST Shelby Tube – 3” O.D., except where noted AU Auger Sample TC Texas Cone Penetrometer DCP Dynamic Cone Penetrometer

RELATIVE DENSITY AND COSNISTENCY CLASSIFICATIONS

DEGREE OF PLASTICITY OF COHESIVE SOILS

Degree of Plasticity

Plasticity Index

Swell Potential

None 0 to 4 Very Low Slight 5 to 9 Low Medium 10 to 19 Low to Medium High 20 to 39 Medium to High Very High 40+ Very High

MOISTURE CONDITION OF COHESIVE SOILS

Description Condition Moisture Content

Absence of moisture, dusty, dry to touch

Dry 0 to 10%

Damp but no visible water

Moist 10 to 30%

Visible free water Wet 30 to 70%

COHESIVE SOILS

CONSISTENCY SPT Qu – (tsf)

Very Soft

report of geotechnical investigation · 2018. 8. 9. · report of geotechnical investigation sh 99...

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