A;lt/~-€¦ · This report includes the results of field and laboratory testing, and recommendations for foundation design, ... please inform PSI in writing so that the recommendations

.. Infonnation ToBuildOn

Engineering • Consulting • Testing

Poe & Associates, Inc. 525 Central Park Drive, Suite 250 Oklahoma City, Oklahoma 73105-1703

Attn: Mr. Jerry Edgin, P.E.

Dear Mr. Edgin:

August 26, 2013

Re: Geotechnical Engineering Services Report Proposed Retaining Wall "D" 1-35/1-240 Interchange Reconstruction Project No. IMY-0035-3(125)121 State Job No. 09032(17) Oklahoma City, Oklahoma PSI File No. 0547387-6

Professional Service Industries, Inc. is pleased to transmit this Geotechnical Engineering Services Report for the referenced project; Retaining Wall Structure "D" at the 1-35/1-240 Interchange in Oklahoma City, Oklahoma. This report includes the results of field and laboratory testing, and recommendations for foundation design, as well as general site development.

PSI appreciates the opportunity to perform this Geotechnical Study and looks foiward to continued participation during the design and construction phases of this project. If there are questions pertaining to this report, or if PSI may be of further service, please contact this office.

Respectfully submitted,

P FESSIONAL SERVICE INDUSTRIES, INC. ert. of Auth. No. 11 Expires 6-30-15

AIO/AAW/ss

A;lt/~-A. Adam Wadsworth, E.I. Department Manager Geotechnical Services

Professional Service Industries, Inc. • 801 S.E. 591h Street • Oklahoma Clty, OK 73129 • Phone 405/632·8800 • Fax 405/631 ·2180

GEOTECHNICAL ENGINEERING SERVICES REPORT

Proposed Retaining Wall "D" 1-35/1-240 Interchange Reconstruction

Project No. IMY-0035-3(125)121 State Job No. 09032(17)

Oklahoma City, Oklahoma

PSI File No. 0547387-6

PREPARED FOR

Poe & Associates, Inc. 525 Central Park Drive, Suite 250 Oklahoma City, OK 73105-1703

August 26, 2013

BY

j/JV7~/ A Adam Wadsworth, E.I. Department Manager Geotechnical Services

TABLE OF CONTENTS Page No.

PROJECT INFORMATION ... . .. ... .... .. . ... ... .. . .. ..... ... .. . . ... . . .. . .. . ... . ... ... ... . .. ... .. . ... ... ... . ... . .. . .. . ..... 1

• Project Authorization . ... ... . ... .. . ... .. . ... .. .. ..... .. . ....... .. ... .. ... ... .. ... . . .. .. ... ... . . ... .. . ....... ... ... 1

• Project Description . ...... .. . . .. . .. ... ... .. . . ... . .. .. . .. ... .. . . ........ .. . .. ... ... . ..... .. ... . . ... ... . ....... .. ... . 1

• Purpose and Scope of Services............................................................................ 1

SITE AND SUBSURFACE CONDITIONS.......................................................................... 3

• Site Location and Description .. . .. . ... .. .. .. . ... . .. . ... . ... . . ... .. . ....... ..... .. .. . . .... .. . .. . .. . . ... .. . ... 3

• Site Geology.......................................................................................................... 3

• Subsurface Conditions ... . ... . .. . .. ... .. . . .. .. .. ... .. .. . ... . .. . ... . ... . ..... ... . ... .. .. . ... . .. . . .. ... ... . .. . . ... 3

• Groundwater Information ...................................................................................... 5

EVALUATION & RECOMMENDATIONS.......................................................................... 7

• Geotechnical Discussion . ... .. ... . .. . ... .. .. ...... .. .. ... . ..... .. . .. . ..... ..... .... ... .. . . . .. . .. . ....... ... .. . 7

• Site Preparation..................................................................................................... 8

•Shallow Foundation Recommendations............................................................... 9

• Deep Foundation Recommendations................................................................... 10

•Retaining Wall Lateral Pressure Recommendations............................................ 16

CONSTRUCTION CONSIDERATIONS .. .. . ....... .. . .. . . .. . ... ..... ... ... . . .. .. . . .. .. ... ... . ....... .. . ... ... ... ... 19

•Moisture Sensitive Soils/Weather Related Concerns........................................... 19

•Drainage and Groundwater Concerns.................................................................. 19

• Excavation . .. .. . .. . . . . .. ... ....... ... .. ... ... . ..... .... .... ... . ... . .. . .... ... ....... ... ....... ..... .. . . .. ... . .... .. ... . 20

REPORT LIMITATIONS...................................................................................................... 21

APPENDIX

PIER DESIGN INFORMATION & TEXAS CONE PENETROMETER TEST RESULTS

BORING LOCATION DIAGRAM

BORING LOGS

BORING PROFILE

SUMMARY OF TESTS IN OVERBURDEN AND BEDROCK

FOUNDATION REPORT PLAN SHEETS

GENERAL NOTES

PROJECT INFORMATION

Project Authorization

Professional Service Industries, Inc. (PSI) has completed a geotechnical exploration for the proposed retaining wall structure designated Retaining Wall "D" - north side of 1-240, and east and west sides of the intersection with Shields Boulevard in Oklahoma City, Oklahoma. PS l's services were authorized via notice to proceed by Poe & Associates. The work is based on the scope of services requested by Poe & Associates for the project and approved by ODOT.

Project Description

Limited project information was provided by Poe & Associates, Inc. However, PSI has been furnished with preliminary project plan set for 1-35/1-240 Interchange, dated November 18, 2013 and prepared by Poe & Associates, Inc. PSI has also been furnished a plan and profile (P&P) sheet for Wall "D" depicting the proposed boring locations.

This report is also based on the following:

• The proposed earth retention system for Wall "D" will be Mechanically Stabilized Earth (MSE) system. However, Cast-in-Place wall may also be considered for the retention of the embankment soil. A soil nail wall is proposed at the section of Wall "D" supporting the Shields Boulevard overhead bridge structure. Cast-in-Place walls may be supported on spread footings, steel piles, or drilled shafts.

The geotechnical recommendations presented in this report are based on the available project information, wall location, laboratory testing and the subsurface materials described in this report. If the noted information is incorrect, please inform PSI in writing so that the recommendations presented in this report may be amended, if appropriate and if desired by the client. PSI will not be responsible for the implementation of the recommendations when PSI has not been notified of changes in the project.

Purpose and Scope of Services

The purpose of this study is to explore the subsurface conditions at the site to provide soil/bedrock strength parameters for design of foundation for earth retention systems for the proposed interchange reconstruction Wall "D" project. PSl's approved scope of services included drilling 7 soil test borings at the site for the proposed Retaining Wall "D", select laboratory testing, and preparation of this geotechnical report. The boring logs are included in this report. This report briefly outlines the testing procedures, presents available project information, describes the site and subsurface conditions, and presents recommendations regarding the following:

Retaining Wall "D" Structure 1-35/1-240 Interchange Reconstruction State Job No. 09032(17) Oklahoma City, Oklahoma

Professional Service Industries, Inc. Report No. 0547387-6

• Foundation types, depths, nominal bearing capacities, and estimates of potential settlements.

• General lateral resistance design parameters that may be considered. Retaining wall stability comments.

• Comments regarding factors that may impact construction and performance of the proposed construction.

2

As required by ODOT for LRFD design projects, and as indicated by ODOT on the available "Geomorphic Provinces of Oklahoma" geologic map, the bedrock was sampled with the Texas Cone Penetrometer (TCP).

The scope of services did not include an environmental assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes.

Retaining Wall "D" Structure 1-35/1-240 Interchange Reconstruction State Job No. 09032(17)



3

SITE AND SUBSURFACE CONDITIONS

Site Location and Description

The site for the proposed retaining wall "D" is located along the north side of the 1-240, approximately % mile west of the 1-35/1-240 Interchange in Oklahoma City, Oklahoma. The project site is located at approximate latitude 35°23'32"N and approximate longitude 97°30'24"W. The beginning and ending baseline stations for the proposed Wall "D" are 387+00.00 and 397+15.12, respectively. The surveyor marked boring locations were situated on the existing concrete slope wall north side of 1-240; the actual wall alignment. Due to the steep wall slope, the boring locations were offset to the accessible lower level areas of the highway's shoulder, and the higher service road and Shields Plaza's parking lot. Underground and overhead utilities exist in the project areas. The borings performed in the service road were located in the left lane after closing down the lane.

Site Geology

"Division Four" of the "Engineering Classification of Geological Materials", published by the Oklahoma Department of Transportation (ODOT) indicates that below alluvium, the site is underlain by the Hennessey Unit (Phy) in Oklahoma County. The geologic unit is described below.

This unit consists of red platy to blocky clay shales and mudstone. The mudstones are hard and appear blocky. The red clay shale of the Hennessey Unit is characterized by numerous bands of streaks of white or light green color ranging from a few inches to four feet in thickness.

The total thickness of the unit is about 400 feet.

The Hennessey Unit outcrops in a 5 to 15 mile north-south band across Grant, Garfield, Kingfisher, Logan, Canadian, and Oklahoma Counties in Division Four. Topographically, the unit is near level to gently rolling and is generally grass covered or cultivated.

Subsurface Conditions

The site subsurface conditions for the retaining wall structure were explored with 7 soil test borings (D-1 to D-7). The boring locations along the proposed wall were located in the field by Poe & Associates survey crew. The actual boring locations practical for drilling and the corresponding measured offsets were determined by PSl's drilling crew relative to the denoted locations. Elevations at the marked proposed boring locations and stations were provided on the P&P sheet and adjusted by PSI based on actual boring locations. The actual elevations were determined with conventional optical leveling techniques by using the surveyed boring locations as benchmarks. The elevations and offsets presented should be considered adequate as the methods and means used to obtain the information. The boring elevations and corresponding approximate stations and offsets relative to the 1-240 centerline survey are summarized in the table below and on the boring

Retaining Wal! "D" Structure J-35/1-240 Interchange Reconstruction State Job No. 09032(17) Oklahoma City, Oklahoma


4

logs. The borings in the overburden and geologic materials were advanced with wet rotary drilling methods from a truck-mounted CME-55 drill rig equipped with an automatic hammer using a 140 pound weight dropping 30 inches. Soil samples were routinely obtained during the drilling process and transported to the laboratory. Drilling and sampling techniques were accomplished in general accordance with AASHTO and ASTM procedures.

.. . . Approximate Retaining Wall Structure Boring Location and Elevation Information

- -_ - - - - --

Boring Station Offset from CL 1-240

Derived Site Location

Location Elevation, ft.

D-1 387+00 167 Ft. Lt. 1263.84 Shields Plaza Parking Lot

D-2 389+00 168 Ft. Lt. 1265.87 Shields Plaza Parking Lot

D-3 391+00 49 Ft. Lt. 1257.01 1-240 N. Shoulder

D-4 392+50 52 Ft. Lt. 1258.17 1-240 N. Shoulder

D-5 395+00 120 Ft. Lt. 1274.42 Service Road S. Sidewalk

D-6 397+00 109.5 Ft. Lt. 1275.75 Service Road S. Sidewalk

D-7 398+50 100.5 Ft. Lt. 1275.36 Service Road S. Sidewalk

Select soil samples were tested in the laboratory to determine materials properties for PSl's evaluation. Laboratory testing was accomplished generally in accordance with the pertinent ASTM and AASHTO procedures. The results are included in the Appendix.

The subsurface materials generally consist of silty sands, lean clays, fat clays and shaley lean clay intermediate geo-materials (IGM) to depths of approximately 5 to 15% feet. The overburden materials are underlain by shale of the Hennessey geologic unit to the boring depths of approximately 40 to 60 feet below the surface. The field and laboratory test results are presented in the "Boring Logs" and the "Summary of Tests in Overburden and Bedrock" sheets included in the Appendix.

Typical standard penetration tests performed in the upper overburden soils indicated blow counts "N-Values" generally ranging from 6 to 23 blows per foot of penetration to depths ranging from approximately 4 to 11 feet underlain in some borings by IGMs with "N-values" ranging from 40 to 78 blows per foot of penetration to the top of the shale bedrock where split-spoon practical refusal was attained.

Standard penetration tests and Texas Cone Penetrometer (TCP) tests performed in the shale bedrock indicate the shale to be moderately hard to very hard. The TCP test results range from penetration of 0.4 inches for 100 blows to 5.5 inches for 100 blows. The materials are described in more detail in the Appendix (boring logs and summary of overburden). The depths to the apparent geologic bedrock material are summarized in the table below.



5

.

Summary of Depths of Subgrade to Bedrock

Approx. Approx. Approx. Approx. Approx. Boring Approx. Depth Elevation

Boring Depth Total Bottom of Elevation, Elevation to at

No. tolGM, atlGM, ft. Bedrock, Bedrock, Boring Boring ft. ft. Depth, Ft. Elevation, Ft.

Ft. Ft.

D-1 1263.84 6.0 1257.8 10.5 1253.3 60.0 1203.8

D-2 1265.87 - - 11.0 1214.9 60.0 1205.9

D-3 1257.01 4.0 1253.0 5.0 1252.0 60.0 1197.0

D-4 1258.17 - - 5.0 1253.2 60.0 1198.2

D-5 1274.42 10.5 1263.9 15.5 1258.9 60.0 1214.4

D-6 1275.75 11.0 1264.8 15.5 1260.3 60.0 1215.8

D-7 1275.36 - - 10.5 1264.9 40.0 1235.4

The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs included in the appendix should be reviewed for specific information at individual boring locations. These logs include soil/rock descriptions, stratifications, penetration resistances, locations of the samples and laboratory test data. The stratifications shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual. Water level information obtained during field operations is tabulated and presented in the appendix. The samples which were not altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded.

Groundwater Information

Depth of groundwater was estimated at the time of sampling in boring D-2 based on the perceived saturations of soil at a depth of approximately 7 feet below the existing ground surface. Saturation was not perceived at the time of sampling in the remaining borings. Groundwater that collected in the borings was measured at depths of approximately 3 to 13 feet after 24 hours or more delay. It should be noted, however, that groundwater can exist at varying depths during different times of the year depending upon climatic and rainfall conditions. Discontinuous zones of perched water may exist within the overburden materials and/or at the contact with bedrock. PSI recommends that the Contractor determine the actual groundwater levels at the site at the time of the construction activities. It should be noted that the borings were advanced by the wet rotary method and depth of water measurements in the borings after completion of drilling were not taken due to the presence of drilling fluid in the boreholes. The level of groundwater in the holes is presented in the table below.



6

Approximate Groundwater Depth Information

Boring No. During Drilling or After Drilling, ft.

Sampling, ft.

D-1 N/A -

D-2 N/A 7.0

D-3 N/A -

04 N/A -

D-5 N/A -

D-6 N/A -

D-7 N/A -Note: Borings were performed with the wet rotary method.

Retaining Wall "D" Structure 1-35/1-240 Interchange Reconstruction Stale Job No. 09032(17) Oklahoma City, Oklahoma

Delayed Water Reading, ft.

3.0 after 24 hours

8.0 after 24 hours

None after 24 hours

None after 24 hours

6.0 after 36 hours

13.0 after 36 hours

8.0 after 36 hours


7

EVALUATION AND RECOMMENDATIONS

Geotechnical Discussion

The recommendations presented in this report are based on the available project information and the subsurface materials encountered in the borings. PSI anticipates the proposed earth retention system will be mechanically stabilized earth (MSE) gravity type wall and may be substituted with a cast-in-place concrete cantilever type retaining wall supported by spread footings, concrete drilled shafts, or driven steel piles. PSI has presented in the following report sections design and construction recommendations for spread footings, steel H-piles, and drilled shafts as support systems for the proposed earth retention structure.

Mechanically Stabilized Earth (MSE) retaining walls are considered proprietary gravity type retaining walls and internal stability should be verified by the supplier. Bearing width for MSE type walls are generally dictated by the length of the lowest reinforcing for the wall. A leveling pad construction is recommended for support of the wall facing material or concrete panel sections.

Generally, for hard to very hard bedrock geologic materials, pile driving and drilled shaft excavations may encounter difficulties. Difficulty of actual driving of the piles into the bedrock should be achievable. However, it may not be possible to achieve adequate pile lengths (minimum 15 feet recommended) without pre-drilling pilot holes due to the relatively shallow depths to the bedrock. If pre-drilling is required, it should be performed in accordance with ODOT guidelines. Adequate pile driving and pier drilling equipment should be provided by the contractor. Casing of drilled shaft excavations or utilization of slurry (preferably polymer), or a combination of casing and slurry may be required to advance the drilled shaft holes, especially when groundwater and/or sloughing soil is encountered.

Global stability analysis can be adequately performed once the wall type and configurations are available. However, due to the relatively shallow depth to the bedrock, global stability is not anticipated to be of consequence at this project site. A limited settlement evaluation of the retaining wall construction using idealized wall width configuration of approximately 70% of an estimated 15 feet wall height for footing in conjunction with backfill bearing pressure influence is anticipated to be tolerable (approximately 1 inch or less). However, footings or wall at this site that are supported by deep foundations extended to the bedrock are also not anticipated to be susceptible to excessive settlement or global stability issues.

Though PSI is providing specific groundwater information measured at the time of drilling activities, it is recommended the Contractor determine the actual groundwater level at the site at the time of the construction activities.

Deep Fill Settlement: Based on our experience, it is anticipated that properly compacted new structural fill material will settle approximately 1 to 2 percent of the fill height. The higher the clay content the longer it takes the fill to settle. Granular material typically settles as it is compacted. For example, settlement of 15 feet of fill material could be on the order of 3% inches or more depending on the type of soil, thickness, clay content, and placement.


Professional Service Industries, Inc. Report No. 0547387·6

8

Generally hard to very hard shale bedrock material was encountered in the borings. The bedrock was encountered from depths of approximately 5 to 15% feet below boring grade and extended to the boring termination depths of approximately 40 to 60 feet. Difficulties in excavating for footings and utilities, if applicable, may be encountered due to the hardness of some of the bedrock. Generally, overburden soils and sedimentary rock which have a penetration of 3 inches or more per 50 blows as determined by the Standard Penetration Test (SPT) drive hammer or 2 inches or more per 100 blows of the Texas Cone Penetrometer (TCP) test can typically be excavated with normal excavating equipment. Sedimentary rock which has a penetration of less than 3 inches per 50 blows of the SPT drive hammer or 2 inches or less per 100 blows of the Texas Cone Penetrometer (TCP) test will typically require heavy duty equipment for excavations. However, soft seams of non-isotropic strata within the shale may allow for the excavation of the shale without the use of pneumatic breakers. Blasting of harder strata may be required. However, PSI does not recommend the use of explosives in the excavation for this project. It should also be noted the "Engineering Classification of Geologic Materials" manual published by O.D.O.T. denotes the apparent rippability of the bedrock materials (as defined for the Hennessey unit in Oklahoma County) as rippable. The O.D.O.T. publication also defines rippability as the susceptibility of a rock to be broken by a ripping device as pulled by a Caterpillar 09 or its equivalent. This report should be provided in its entirety to bidding contractors so that analysis of the rock hardness can be performed and determination of the best removal techniques made where necessary.

Site Preparation

Soft or loose soils encountered in the footing excavations should be undercut, moisture conditioned and recompacted in place or replaced with properly compacted structural fill, crushed stone, or lean concrete. The undercutting activities should be witnessed by a representative of the geotechnical engineer and should be performed during a period of dry weather. Compaction of the undercut soils or backfills should be performed according to ODOT's construction specifications.

PS l's recommendation is that fill material be placed in a relatively uniform horizontal lift and be adequately keyed into stripped and scarified subgrade soils. PSI also recommends fill materials be free of organic or other deleterious material, have a maximum particle size less than 3 inches, and have a liquid limit not more than 35 and plasticity index not more than 15. If a fine-grained clay soil is used for fill, accurate moisture content control will be required to achieve the recommended degree of compaction.

Fill should not be placed in lifts of more than 8 inches of loose material and should be compacted within the range of 1 percentage point below to 3 percentage points above the optimum moisture content value. If water must be added, it should be uniformly applied and thoroughly mixed into the soil by disking or scarifying. Each lift of compacted engineered fill should be tested by a representative of the geotechnical engineer prior to placement of subsequent lifts. All work must be performed according to ODOT construction criteria.

Retaining Wall "D" Structure 1-3511-240 Interchange Reconstruction State Job No. 09032(17) Oklahoma City, Oklahoma


9

Shallow Foundation Recommendations

Based on the MSE wall type proposed and due to the relatively shallow depth to the IGM and bedrock encountered in the borings, it is anticipated MSE wall shallow embedment bearing design and spread footing foundation system for cantilever walls may be applied for the retaining wall project. It is also anticipated the foundation will bear on overburden soil on or in, or near the IGM or shale bedrock material. For properly prepared subgrade foundation materials, the nominal unit bearing capacity, q, or q,11, for the continuous footings may generally be taken as 4.0 tsf for the upper soils and 10 !sf for the IGM and shale bedrock. A strength limit state resistance factor for geotechnical design, <p, of 0.45 is applicable for the soils and 0.60 is applicable for the bedrock. Resistance factors at the service limit states should be taken as 1.0. The table below presents the suggested general nominal unit bearing capacities at each boring location for the existing natural overburden materials and !GM/bedrock. It is important that the engineer of record observe and document the footing excavations prior to placement of concrete. The base of MSE wall or bottom of cast-in-place concrete footing should be a minimum of 2 feet below the finish ground line for frost protection. The MSE bearing and footings should be designed so that the pressure under the structure is generally consistent for the soil or rock type. If overturning or sliding will be a problem, the reinforcing or footings may be founded at a deeper elevation and/or longer reinforcing or a larger footing width should be considered. Additionally, a slide resistance key may be considered below concrete footings and designed based on passive resistance criteria.

Recommended Footing Design Parameters

BORING NO. DEPTH, ft. MATERIAL TYPE

0-3 Sand

B-1 3-6 Clay

6+ IGM &Shale

0 -11 Clay B-2

11+ IGM & Shale

0-4 Clay B-3

4+ IGM &Shale

0-.5 Clay B-4

5+ IGM &Shale

0-5 Clay

B-5 5 -11 Clay

11+ IGM &Shale

Retaining Wall "D" Structure 1-3511-240 Interchange Reconstruction Slate Job No. 09032(17) Oklahoma City, Oklahoma

FRICTION ANGLE OR NOMINAL UNIT UNDRAINED RESISTANCE

SHEAR BEARING FACTOR, Cl> STRENGTH, RESISTANCE, q0 , tsf

Cu

29° 2.0 0.45

1.0 tsf 5.5 0.45

5.0 tsf 10.0 0.60

0.8 tsf 4.9 0.45

5.0 tsf 10.0 0.60

0.8 !sf 4.9 0.45

5.0 tsf 10.0 0.60

0.8 tsf 4.9 0.45

5.0 !sf 10.0 0.60

0.8 tsf 4.9 0.45

1.8 tsf 9.0 0.45

5.0 tsf 10.0 0.60


IO

Recommended Footing Design Parameters FRICTION

ANGLE OR NOMINAL UNIT

BORING UNDRAINED RESISTANCE NO.

DEPTH, ft. MATERIAL TYPE SHEAR

BEARING FACTOR,<!>

STRENGTH, RESISTANCE, q"· tsf

Cu

0-11 B-6

Clay 0.7 tsf 4.0 0.45

11+ !GM & Shale 5.0 tsf 10.0 0.60

0-6 Clay 0.5 tsJ 3.0 0.45

B-7 6-11 Clay 1.4 tsf 8.5 0.45

11+ !GM & Shale 5.0 tsf 10.0 0.60

For sliding, the nominal base adhesion and friction coefficient for the overburden cohesive and granular materials can generally be taken as 0.4 tsf and 0.42, respectively, and for the IGM and shale bedrock, adhesion can generally be taken as 4 tsf. The nominal passive pressure for the overburden sand, upper clay and underlying !GM/shale may be generally taken as 0.15 tsf/ft, 1.4 tsf, and 1 O tsf, respectively. The horizontal lateral displacement of the foundation should be investigated at the service limit state. The appropriate AASHTO resistance factors should be applied and may include a <p, of 0.45 for sand and clay and 0.60 for the IGM and bedrock. For sliding, a <p, of 0.80 for cast-in-place concrete on soil and 1.0 for soil on soil is recommended.

Swelling of the clayey soils is not expected to be a problem under the proposed structure.

The foundation excavations should be observed by a representative of the engineer of record prior to steel or concrete placement to assess that the foundation materials are capable of supporting the design loads and are consistent with the materials discussed in this report. Soft or loose soil encountered at the bottom of the excavations should be removed to the level of acceptable residual soils or adequately compacted structural fill as directed by the geotechnical engineer. Cavities formed as a result of excavation of soft or loose soil zones should be backfilled with properly compacted or recompacted soil or lean concrete.

After opening, footing excavations should be observed and concrete placed as quickly as possible to avoid exposure of the footing excavations to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. If possible, the foundation concrete should be placed during the same day the excavation is made. If it is required that footing excavations be left open for more than one day, they should be protected to reduce evaporation or entry of moisture.

Deep Foundation Recommendations

If the movements associated with a shallow foundation system are not acceptable, or if overturning or settlement of the wall will be a problem, or when right-of-way constriction applies, then a drilled shaft or steel pile foundation system can be considered for support of the proposed



II

retaining wall, especially cast-in-place wall types.

Drilled Shafts: A straight drilled shaft foundation system can be used to support cast-inplace earth retention walls. The drilled shaft embedment into the subsurface strata should be sufficient to provide adequate vertical and lateral load resistant capacities and acceptable displacement. The following table summarizes the soil and bedrock design parameters that may be used for the design of drilled shafts. Alternatively the nominal capacities provided in the table of "Recommended Drilled Shaft Design Values" included at the end of this section may be used for individual drilled shafts or sections of the wall. The resistance factors presented in the general soil parameter table are applicable. A lateral load analysis can be performed using computer programs such as L-Pile or COM-624.

General design parameters for the drilled shafts for the proposed walls are as follows in the table below and presented in greater detail by soil strata at the end of this report section:

· ..

General Drilled Shaft Design Parameters .

.

Note.

..

End Bearing ..

Soil •.Type Nominal

Resistance ·.Capacity Factor

.· (tsf) .

Sand 4.0 0.55

Clay 4.0 0.55

IGM 18.0 0.55

Shale 29.0 0.70

Total unit weight 135 pct for shale Total unit weight 120 pcf for clay Total unit weight 110 pcf for sand

Side Resistance ..

Nominal Resistance

Capacity Factor .··

(tsf)

0.18 0.65

0.37 0.65

1.66 0.65

4.60 0.45

Lateral Modulus,

(k) pci

20

415

760

-

. .

Strain Factor, <11Eso or

(2) k 'm

-

0.0074

0.0041

0.0005

., for clay '2) for rock

It is recommended that skin friction resistance in the rock socket be neglected for a depth equal to a drilled shaft diameter.

The design loads are not known at this time but based on the known subsurface conditions and site geology, laboratory testing, and past experience, PSI anticipates that a properly designed and constructed single drilled shaft foundation supported on the recommended materials should experience maximum total settlements of less than % inch for the bedrock and 1 inch for the soils.

The resistance factors tabulated above are applicable to the soil parameters presented in the table at the end of this section.

Casing will generally be required to reduce difficulties associated with sloughing of the soils and/or groundwater related problems. Once the casing is advanced and sealed into the bedrock the remaining soil can be removed, anct the excavation can be pumped to remove groundwater

Retaining Wall "D" Structure J-35/1-240 Interchange Reconstruction State Job No. 09032(17) Oklahoma City, Oklahoma


12

remaining in the drilled shaft hole. Casing may be vibrated into the overburden material with a vibratory hammer. Alternatively, slurry displacement or a combination of slurry and casing can be used to stabilize the drilled shaft walls. Slurry displacement is anticipated for drilled shafts not extended into the bedrock. It will be advantageous to install casing when groundwater or wet soil is encountered. Fluid in the drilled shaft hole should be maintained at a higher elevation (typically 5 feet) above the groundwater outside the shaft. It should be noted that installed casing in excess of 60 feet may be difficult to extract without the use of a higher capacity crane or adequate vibratory hammer. PSI recommends polymer slurry for the granular overburden material encountered by the borings. If slurry is used, it should be designed and the properties monitored during the excavation. Surface casing (typically 5 feet Jong) may be required to stabilize the top of the drilled shaft hole and to create an adequate work environment, especially the sandy subgrade profile.

The pier bottoms and sockets should be observed 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 bottoms and the sockets should be cleaned.

Drilled pier construction and inspection should be accomplished in accordance with the Oklahoma Department of Transportation (ODOT) Standard Specifications. The pier diameter should be sized to distribute the load to the soil or bedrock formations.

Typically, soil and bedrock penetrated by augers or the mud rotary drilling method used for this site can be removed with standard drill pier augers. Generally, the weathering process of shale is erratic and variations in the shale profile can occur in small lateral distances. These shale depths should not be used for Jump sum bid purposes. If a lump sum construction bid is necessary, the shale profile should be more completely defined prior to requesting bids. The shale depths should be confirmed by the engineer at the time of construction.

When the drilling operations and inspections are complete, concrete should be placed inside the casing or drilled shaft excavations immediately. 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.

If slurry is used, it may be possible to pour the concrete under the wet slurry displacement condition. The concrete pipe or tremie should be maintained a minimum of 5 feet below the surface of the concrete in the excavation during the pour. Care should be exercised to avoid contamination of the drilled shaft concrete with the slurry. At the start of the concrete pour, the tip of the tremie or concrete pipe should not be more than 4 inches from the bottom of the drilled shaft hole.

The following table presents drilled shaft design parameters based on the individual soil borings performed for the wall design.

Retaining Wall "D" Structure l-35/1-240 Interchange Reconstruction State Job No. 09032(17) Oklahoma City, Oklahoma

Professional Service Industries, Inc. Report No. 0547387·6

13

. ... Recommended Drilled Shaft Design Values

··.

UNDRAINED SHEAR

BORING DEPTH, STRENGTH OR

NO. FT. FRICTION

ANGLE

0-3 29°

3-5 1.0 tsf

5 -11 3.6 tsf

D-1 11 -25 5.0 tsf

25-35 7.5 tsf

35-50 5.0 tsf

50+ 7.5 tsf

0-11 1.6 tsf D-2

11+ 7.5 tsf

0-5 0.5 tsf

5-25 7.5 tsf D-3

25-50 5.0 tsf

50+ 7.5 tsf

0-5 0.9 tsf

5-35 0.50 tsf D-4

35-50 0.50 tsf

50+ 7.5 tsf

0-5 0.9 tsf

5 -11 1.8 tsf

D-5 11 -16 5.0 tsf

16-30 5.0 tsf

30+ 7.5 tsf

Retaining Wall "D" Structure 1-35/1-240 Interchange ReconstrucUon State Job No. 09032(17) Oklahoma City, Oklahoma

NOMINAL UNIT

NOMINAL

BEARING UNIT FRICTION

RESISTANCE, RESISTANCE,

lRnl11 1n, tsf -{Rn)Fr ,tsf

4.0 0.18

6.0 0.55

21.6 1.98

23.0 3.60

60.0 9.00

33.0 5.80

60.00 9.00

5.0 0.46

60.0 9.00

3.0 0.28

52.0 8.00

31.0 4.90

60.0 9.00

5.5 0.50

29.0 4.60

38.0 5.80

52.0 8.00

5.5 0.50

10.7 0.98

22.5 2.06

31.0 4.90

60.0 9.00

.· . STATIC

STRAIN STRAIN LATERAL FACTOR, FACTOR,

MATERIAL MODULU_S, ... k,. TYPE

k, pcl

20 - - Sand

680 0.0060 - Clay

800 0.0040 - IGM

- - 0.0005 Shale

- - 0.0001 Shale

- - 0.0005 Shale

- - 0.0001 Shale

540 0.0068 - Clay

- - 0.0001 Shale

240 0.0082 - Clay

- - 0.0001 Shale

- - 0.0005 Shale

- - 0.0001 Shale

610 0.0064 - Clay

- - 0.0005 Shale

- - 0.0005 Shale

- - 0.0001 Shale

610 0.0064 - Clay

1165 0.0047 - Clay

2000 0.0040 - IGM

- - 0.0005 Shale

- - 0.0001 Shale


14

Recommended Drilled Shaft Design Values ..

_UNDRAINED .·

SHEAR NOMINAL UNIT NOM!NAL

STATIC - BORING DEPTH, STRENGTH BEARING U~IT -- tAr_E~-Al STRAIN STRAIN

NO. F!:-:_--: --:- ' OR RESISTANCE, _ FRICTIO_~ ivlQl?lfLUS, FACTOR, FACTOR, MATERIAL TYPE

FRICTION (Ro)Brg 1 lsf _ RE$!ST_ANCE,

}'k~-p~1 E., k,. • {R~)f}~tSf-

. ANGLE . . ...

. ...

0-11 0.7 tsf 4.0 0.37 415 0.0074 Clay

11 -16 3.0 tsf 18.1 1.66 760 0.0041 - IGM

D-6 16-50 7.5 tsf 60.0 9.00 - - 0.0001 Shale

50+ 6.0 tsf 42.0 6.70 - - 0.0003 Shale

0-5 0.5 tsf 3.0 0.28 240 0.0082 - Clay

D-7 5 -11 1.4 tsf 8.6 0.79 945 0.0052 - Clay

11+ 7.5 tsf 60.0 9.00 - - 0.0001 Shale

Steel Piles: The sandstone and shale bedrock material was evaluated using the Texas Cone Penetrometer. Results from these tests are presented on the attached boring logs and in the tables included in the appendix. Once the upper soils and upper weathered bedrock materials are penetrated, the bearing capacity may be dependent on the structural capacity of the pile. PSI recommends steel H-piles driven to the sandstone or shale bedrock.

Driven piles can be used to support the footings of the proposed retaining wall within the sandstone or shale strata. Low displacement piles such as steel H-piles could be used due to their capability to penetrate, to a limited extent, the sandstone and/or shale strata as well as withstand high driving stresses. The Federal Highway Administration recommends the following "allowable" stresses for H-piles. If applicable, PSI recommends respective adjustments for LRFD design criteria.

AASHTO recommends maximum driving loads for top driven piles not exceeding 0.9cpF,A9

for steel piles in compression, according to section 10. 7 of the AASHTO LRFD design manual. A resistance factor, cp, for strength limit state during driving of 1.00 is recommended.

AASHTO recommends a resistance factor for geotechnical strength limit state in axially loaded piles of 0.5Av. Table 10.5.5.2 of the AASHTO LRFD Bridge Design Specifications presents values of Av that should be considered. The resistance factors for the service limit state may be taken as 1.00.

Piles should be driven to the minimum tip elevations and required ultimate capacity shown on the contract documents using, as a minimum, the appropriate form of the Engineering News Record (ENR) formula to determine the bearing capacity and should be terminated after the required resistance has been attained or as provided by ODOT or in the contract documents. For estimation purposes, and due to the hardness of the bedrock material, penetration of the steel piles into the bedrock to attain the adequate resistance (specified on plan) is summarized in the following

Retaining Wall "D" structure 1-35/1-240 Interchange Reconstruction State Job No. 09032(17) Oklahoma City, Oklahoma


15

table for each boring performed.

Estimated Steel Pile Penetration

Pile Penetration, inches Boring No.

Nominal 10-inch Size Nominal 12-inch Size

D-1 2

D-2 2

D-3 3

D-4 3

D-5* 4

D-6 2

D-7 2 ..

*Potential resistive layer encountered at depth of approximately 11 feet below present grade

2

2

2

2

3

2

2

This recommendation is based on Texas Cone values shown on the boring logs. The actual penetration can be more accurately determined once the pile section and the magnitude of the pile loads are available. The bedrock nominal unit end bearing capacity and nominal unit skin friction values provided for drilled shafts are applicable. PSI recommends a pile driving hammer with rated energy of 25,000 to 35,000 ft-lbs as a trial hammer in the pile "drivability analysis''. However, hammer efficiencies may vary with manufacturers.

The pile driving hammer should have sufficient energy and efficiency to drive the piles to the required capacity and the minimum required penetration rate at the end of driving. The pile should not be overstressed during driving and driving should be discontinued if it is causing damage to the pile. Piles should not be spaced closer than three times the maximum pile dimension measured center to center. However, this requirement may be irrelevant for point bearing piles, as is generally the case for piles embedded into bedrock.

A more accurate pile capacity can be determined by performing more detailed analysis using the Wave Equation Method, although results for piles in bedrock have certain limitations. If required, PSI should be contacted to provide this service. Using the wave equation analysis and pile load tests to estimate the driving loads and pile capacity may enable the use of a higher factor of safety in the pile capacity analysis.

The pile tips should be protected with prefabricated commercially available driving shoes, preferably specialized for pile driving into very hard rock, thereby resulting in a lower risk of damage. The tips should be welded to the H-piles with fillet welds along the outside of each flange. Welded reinforcement as provided for by ODOT in the "Standard Piling Details for Steel Piling" may be considered. Manufacturers recommend different shapes and configurations of pile shoes for various applications. PSI recommends tips such as VS.310 and VS.312 by Versa Steel, or PAR-10T and PAR-12T by Piling Accessories, or HPH-10-RB and HPH-12-RB by International Construction Equipment, or equivalent for nominal 10-inch and 12-inch steel HP piles, respectively.



16

If pile splicing is required, the number of splices should be kept at a minimum, as required by Section 514.04 of the ODOT Standard Specifications for Highway Construction, to protect the integrity of the piles. The axis of the spliced pile section should be straight. The estimated pile penetrations for HP piles can be provided by PSI once the design pile capacities are known. It should be noted that actual penetrations during construction may vary from the estimated values depending on changes in site conditions, hammer types and hammer operating efficiency.

Retaining Wall Lateral Pressure Recommendations

The actual earth pressure on the wall will vary according to material retained, backfill materials used, and how the backfill is compacted. PSI has provided in the following report section, design parameters for existing (in-situ) soil and backfill.

The values for lateral resistance design provided in this report section is based on a horizontal ground section behind the wall does not include hydrostatic pressure and also assume that positive drainage will be provided to prevent buildup of hydrostatic pressure.

PSI understands MSE wall system will be considered for earth retention at this site. It should be noted that MSE walls are proprietary and the manufacturer's design recommendations and specifications may be different from those presented in this report.

For the existing subgrade soils, the design parameters provided in the following table may be considered.

-- __ -- --:--_ - - -- ---- ---- - --

• ... In-Situ Soil and Bedrock Lateral Pressure Parameters - . :___ --- - - -___ -- - _'

ci 2

"' c

~

D-1

D-2

·.

..

0-3 Sand

3-6 Clay

6+ IGM&Shale

0-11 Clay

11+ IGM&Shale

Retaining Wall "D" Structure 1~35/1-240 Interchange Reconstruction state Job No. 09032(17) Oklahoma City, Oklahoma

--~ ~o .;. ~-u s--g>- h

.5 'O g --·-_- o gm Cl>·- .c -'El u 0 c: 'C 0 < u.

29"

1.0 tsf

5.0 tsf

0.8 tsf

5.0 tsf

"" c ·.

= g! ¢:: cu~ -+:>;;:: O o _o ui ...... a. -_ _ __ --_-5( a. cu~ c; <If .~ -§, .5 5 15..·- E rJJ

E ~ ~ ~ ; N fl. I!! -

Pres~_1.:1re· Coefficients

a.

110 0.347 2.882 0.515

120 120 2.0

135 135 10.0

120 120 1.6

135 135 10.0


.

17

In-Situ Soil and Bedrock Lateral Pressure Parameters .· . ..

.

.r: iii ~ 0 ~ ~ 13' ~~ .~ If-

Pressure Coefficients 1l. ·;: 0 " .21 .... .e,

' ~ .l!l_ Cl .21 '@ (.) 0 .. z "' " - <( c. " :: -:;::;-

~~ c <LI c > .<: 0.. I!! " "' "' 0 " -~o +::;: CJ «i ~.,

" " .. (/) .. - ·- - :I c: _o g fil c. ·- .5. ::s .<: ~ ·c "' !:. - .~ 1-- E~ "' .. >

0 c: (!) -;p .c E ,. .s m "' ~ 00

~ iii 'E> 0 0

::i _ 0 .. E ~ 0 ~ .. ·- z I!! ~ " c 'i::-0 " c: o.o.. .e,

"" 3! <(LL 0: :::> .. §: a.. z ':!:." ':!:.~ w

.

D-3 0-4 Clay 0.8 tsf 120 120 1.6 - - -4+ /GM & Shale 5.0 tsf 135 135 10.0 - - -


D-5 0-5 Clay 0.8 tsf 120 120 1.6 - - -5-11 Clay 1.8 tsf 120 120 3.6 - - -11+ JGM&Shale 5.0 tsf 135 135 10.0 - - -


D-7 0-6 Clay 0.5 tsf 120 120 1.0 - - -6-11 Clay 1.4 tsf 120 120 2.8 - - -

11+ JGM&Shale 5.0 tsf 135 135 10.0 - - -(1) Rankin coefficients (2) Later pressure per depth of wall stem

For granular backfill, the following design parameters may be considered:

Granular Backfill:

y (estimated) = 110pcf ~(assumed) = 32° Active, Ka = 0.31 Equivalent fluid pressure = 34 psf/ft Passive, Kp = 3.25 Equivalent fluid pressure = 358 psf/ft At Rest, K0 = 0.47 Equivalent fluid pressure = 52 psf/ft

The at-rest condition is applicable if walls cannot yield at the top during back-filling and service conditions. Passive pressure value is only applicable where a structure will push into the soil.

The walls should be designed to resist additional uniform lateral load based on the active coefficient to account for the imposed live loads. Care should be exercised during the backfilling of


Professional Service lndustries1 Inc. Report No. 0547387-6

18

the walls to prevent overstressing and damage to the walls. Exterior subdrains should be installed to avoid the buildup of hydrostatic pressure behind the retaining walls.

Information about some sections of the existing slope walls backfill/embankment material is not available from this investigation. For compacted lean clay and silt, the following general lateral pressure coefficient values may be considered.

Compacted Soil Lateral Pressure Coefficients •.· ..

Active At-Rest Soil Type .

K, .. Yeq. psi/ft Ko Yeq. psi/ft ·.

Clay 0.40 45 0.60 70

Silt 0.35 40 0.50 60

Yeq. - equivalent fluid pressure

Typically, only half of passive pressure, if applicable in the design, may be used to resist lateral loads due to the amount of strain required to fully mobilize the passive pressure.

The applicable AASHTO design factors should be applied to the wall design.

Be advised that as a part of the foundation design selection process, there is always a cost benefit evaluation. Although PSI is recommending a specific foundation type, PSI has not performed a cost/benefit evaluation.


Professional Service-Industries, Inc. Report No. 0547387-6

19

CONSTRUCTION CONSIDERATIONS

PSI should be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. PSI cannot accept responsibility for conditions which deviated from those described in this report, nor for the performance of the foundation if not engaged to also provide construction observation and testing for this project.

Moisture Sensitive Soils/Weather Related Concerns

Some of the upper fine-grained soils encountered at this site will be sensitive to disturbances caused by construction traffic and to changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils which become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather.

Drainage and Groundwater Considerations

Water should not be allowed to collect in the foundation excavations or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided.

Groundwater elevations could not be accurately measured during the drilling operations. However, measurements of groundwater observed to collect in the boreholes after a period of delay are provided in the "Groundwater Information" section of this report. It is possible that seasonal variations will cause fluctuations or a water table to be present in the upper soils. Additionally, perched water may be encountered in discontinuous zones within the overburden or near the contact with bedrock. Any water accumulation should be removed from excavations by pumping. Should excessive and uncontrolled amounts of seepage occur, the Geotechnical engineer should be consulted.



20

Excavations

In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better insure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavation or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties.

The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations.

PSI is providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor's or other party's compliance with local, state, and federal safety or other regulations.



21

REPORT LIMITATIONS

The recommendations submitted are based on the available subsurface information obtained by PSI and design details furnished by Poe & Associates, Inc. for the proposed project. If there are revisions to the plans for this project or if deviations from the surface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project.

The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed.

After the plans and specifications are more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to check that PSl's engineering recommendations have been properly incorporated into the design documents. At this time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use of Poe & Associates, Inc. for the specific application to the proposed Retaining Wall "D" on the 1-35/1-240 Interchange in Oklahoma City, Oklahoma.




APPENDIX


PIER DESIGN INFORMATION & TEXAS CONE PENETROMETER TEST RESULTS

Retaining Wall "D" Structure 1-3511-240 Interchange Reconstruction State Job No. 09032(17)



1-35/1-240 INTERCHANGE RECONSTRUCTION RETAINING WALL "D"

Oklahoma City, Oklahoma PSI File No. 0547387-6

LRFD PIER DESIGN INFORMATION & TEXAS CONE PENETROMETER TEST RESULTS

Approximate 'Actual Elevation of Nominal Unit Nominal Unit

Boring No. Test Depth Penetration Test Depth Bearing Side Friction

(inch/100 Resistance Resistance (feet)

blows) (feet) (tsf) (tsf)

10.7 0.8 1253.1 60 9.0

15.0 0.8 1248.8 60 9.0

20.0 5.5 1243.8 23 3.6

25.0 1.3 1238.8 60 9.0

30.0 0.3 1233.8 60 9.0

D-1 35.0 1.0 1228.8 60 9.0

40.0 3.8 1223.8 33 5.8

45.0 2.6 1218.8 50 7.6

50.0 1.4 1213.8 60 9.0

55.0 0.9 1208.8 60 9.0

60.0 1.0 1203.8 60 9.0

11.1 0.9 1254.8 60 9.0

15.0 0.8 1250.9 60 9.0

20.0 1.9 1245.9 60 9.0

25.0 1.3 1240.9 60 9.0

30.0 1.0 1235.9 60 9.0

D-2 35.0 1.1 1230.9 60 9.0

40.0 2.6 1225.9 50 7.6

45.0 2.0 1220.9 60 9.0

50.0 0.9 1215.9 60 9.0

55.0 0.8 1210.9 60 9.0

60.0 0.9 1205.9 60 9.0

1-3511-240 INTERCHANGE RECONSTRUCTION RETAINING WALL "D"



Approximate *Actual Elevation of Nominal Unit Nominal Unit


(feet) (inch/100

(feet) Resistance Resistance

blows) (tsf) (tsf)

5.3 2.5 1251.7 52 8.0

10.0 1.5 1247.0 60 9.0

15.0 1.9 1242.0 60 9.0

20.0 1.0 1237.0 60 9.0

25.0 0.9 1232.0 60 9.0

30.0 4.0 1227.0 31 4.9 D-3

35.0 1.4 1222.0 60 9.0

40.0 2.0 1217.0 60 9.0

45.0 3.9 1212.0 32 5.1

50.0 1.0 1207.0 60 9.0

55.0 2.0 1202.0 60 9.0

60.0 1.3 1197.0 60 9.0

7.0 2.0 1251.2 60 9.0

10.0 3.5 1248.2 35 5.5

15.0 2.8 1243.2 46 7.2

20.0 1.0 1238.2 60 9.0

25.0 2.5 1233.2 52 8.0

30.0 4.3 1228.2 29 4.6 D-4

35.0 1.9 1223.2 60 9.0

40.0 2.3 1218.2 56 8.9

45.0 3.3 1213.2 38 5.8

50.0 2.0 1208.2 60 9.0

55.0 1.5 1103.2 60 9.0

60.0 2.5 1198.2 52 8.0






(feet) (inch/100 (feet)

Resistance Resistance blows) (tsf) (tsf)

16.0 1.6 1258.4 60 9.0

20.0 1.0 1254.4 60 9.0

25.0 50 (4,oo"r 1249.4 31 4.9

30.0 1.0 1244.4 60 9.0

35.0 0.9 1239.4 60 9.0 D-5

40.0 1.0 1234.4 60 9.0

45.0 0.8 1229.4 60 9.0

50.0 0.6 1224.4 60 9.0

55.0 1.0 1219.4 60 9.0

60.0 0.8 1214.4 60 9.0

15.8 0.9 1260.0 60 9.0

20.0 0.6 1255.8 60 9.0

25.0 0.4 1250.8 60 9.0

30.0 1.8 1245.8 60 9.0

35.0 1.6 1240.8 60 9.0 D-6

40.0 1.3 1235.8 60 9.0

45.0 0.9 1230.8 60 9.0

50.0 1.0 1225.8 60 9.0

55.0 3.0 1220.8 42 6.7

60.0 1.6 1215.8 60 9.0

xx SPT practical refusal

I I






(feet) (inch/100 (feet)

Resistance Resistance blows) (tsf) (tsf)

11.0 1.3 1264.4 60 9.0

15.0 1.8 1260.4 60 9.0

20.0 1.4 1255.4 60 9.0

D-7 25.0 0.9 1250.4 60 9.0

30.0 1.0 1245.4 60 9.0

35.0 0.9 1240.4 60 9.0

40.0 0.8 1235.4 60 9.0


BORING LOCATION DIAGRAM


''/ JL.--~· ·-----1----tJ

J. '

I 'r ' '

,,

I I I

' I ' ' I

I

I I I I

I I ' I I

l 1 I I

: ! I ' I I I I I ! l i ~ '1~· ~ ,, . j) '"" !~~--' f'!.

r~·

L-:""'· -·· I I I ' I I I I ' I I I I I I I ' ' I ' I I I

•

.~

I I

i I

' I I

I I I I

I ' I ' ' ' ' I

I I

' I ' ' ' ' ' ' ' l l

' ' I l I I

: l ' I ' I ' I

I I I I I

' ' I

l ' I I

' I

' I ' ' I ' ' -l " ~'"t

' I : I ' I

! : i I

i I

m -~

Ol'l19ifl '1ll - ~ oovo~~6r ,.,

• 1.- d:JJI .8J C:JOUd

• ,,,. d:>U .Vil '.lSIX3

g - . ~

g - .

0

~

! I • ! '

I l

11 ...._ ______ ..'.'.'.__~ _ _:~ __ -:._~I -~~1 _ _j'i ' il

! •

Retaining Wall "D" Structure l-35/1-240 Interchange Reconstruction State Job No. 09032(17) Okl8homa City, Oklahoma

BORING LOGS

Professional Seivice Industries, Inc. Report No. 0547387-6

DATE STARTED: 5/14/13 DRILL COMPANY: PSI, Inc. BORING D-1 DATE COMPLETED: 5/14/13 DRILLER: J. Brummell LOGGED BY: COMPLETION DEPTH 60.0 fl DRILL RIG: CME-55 ~ 'le While Drilling N/A Q) - .Y Upon Completion NIA BENCHMARK: Surveyed Boring DRILLING METHOD: WetRotaty "' ELEVATION: 1263.84 ft SAMPLING METHOD: SS/TC 3: '!_ Delay (24 Hrs.) 3 Ft.

LATITUDE: HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: EFFICIENCY N/A

STATION: 387+00 OFFSET: 167 Ft. Lt. REVIEWED BY: A. Oyesanya REMARKS: Offset relative to Cl 1-240

iii STANDARD PENETRATION 00 c (!!.

TEST DATA 0 £0 'ii' 'ii' "' "' ~ N in blows/ft @ C> ci .c .Et:.. ~ 0 "- 0 "' "' '#'

~ --' ,::- z c !E !>: x Moisture

[-U ~ ~ "- 0. E "' u ~ gj

0 " 50 Remarks > "' ~ E

"' > <fJ

" ' .<!! 0 (') "' (/) 8 u £~ w (/)

"' "' "'I- STRENGTH, tsf a: :0 I-

"- "' Qu * Qp if)

0 '-' "' 0 ~4" ASPHALT ·: :· ... :·

···~ 1 3 Silty SAND, reddish-brown, loose, wet 81214 •' N=6 32i x Non-Plastic

"

""' Fines=13.8%

~ Lean CLAY, red, hard, moist

1260-

""' 5

wAXJ "" LL =31

12/20/28 -2 12 12 - PL= 15 ... shaley from 6' N=48 Fines=92.4%

"10.

CL

1255-

»< l=33 3 6 SHALE, red, with gray seams, moderately 35 11 > ;;;; PL= 16 4 50 (2.00") -

hard to very hard, moist 50 (0.50")

F!nes=91.3%

50 (0.25")

1250- -

15- ll 5 50 (0.50") 50 (0.25")

- -

1245- -

20 "' 6 ... becomes weathered 50 (2.75")

50 (2.75")

-1240-- ~ -

~ 25 7 50 (0.75")

50 (0.50")

- -

1235-

30 8 50 (0.13") -~ 50 (0.13")

1230- -

35-Continued Next Paae

lif§iJ Professional Service Industries, Inc. PROJECT NO.: 0547387-6

801 S.E. 59th Street PROJECT: 1-35 & 1-240 Interchange

• Oklahoma City, OK 73129 LOCATION: Retaining Wall "D"

Telephone: (405) 632-8800 Oklahoma Cit~. Oklahoma

The strat1ficat1on hnes represent approximate boundanes. The trans1t1on may be gradual. Sheet 1 of 2

DATE STARTED: 5/14/13 DRILL COMPANY: PSI, Inc. BORING D-1 DATE COMPLETED: 5/14/13 DRILLER: J. Brummell LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-55 ~ 'Sl- While Drilling N/A Cl)

BENCHMARK: -~ Upon Completion N/A Suiveyed Boring DRILLING METHOD: Wet Rota!)" "'

ELEVATION: 1263.84 ft SAMPLING METHOD: SS/TC :s: S!. Delay (24 Hrs.) 3 Ft.

LATITUDE: HAMMER TYPE: Automatic BORING LOCATION:

LONGITUDE: EFFICIENCY N/A

STATION: 387+00 OFFSET: 167 Ft. Lt. REVIEWED BY: A. Oyesanya REMARKS: Offset relative to CL 1-240

w STANDARD PENETRATION

"' c

('2. TEST DATA

':ii" 0 TIU

':ii" "' ID ID ~ N in blows/ft @ 0. ci .c .£C

~ 0 u ";]'

~ -' ~ z c !E <I, ID 2 x Moisture l ID l'! E "' > "' ?l m

"' I I

ID 0 "' "' (f) 0 0 .2 ~ (f) u

iii ID "' ro >- STRENGTH, tsf O'. ::> >-

"- A Qo * Qp Cf)

0 '-' '·' 35 9 SHALE, red, with gray seams, moderately 50 (0.75', '==== ~ - hard to very hard, moist 50 (0.25") ~

: 1225-- -

'==== 40 .., 10 50 (2.00")

- 50 (1.75")

-

-~

1220~ -~

45 11 50 (1.50") ~ -~ 50 (1.13")

'==== -'====

1215- : ~

~ 50 ,.., 12 50 (0.75") - 50 (0.63")

-

'==== -1210-

55 ~ 13 50 (0.50") 50 (0.38")

- --

1205- -

60 • 14 End of boring 50 (0.50") 50 (0.50")

£eil Professional Service Industries, Inc. PROJECT NO.: 0547387-6



Telephone: (405) 632-8800 Oklahoma City, Oklahoma

.. The strat1ficat1on lines represent approximate boundanes. The transition may be gradual. Sheet 2 of 2

DATE STARTED: 5/15/13 DRILL COMPANY: PSI. Inc. BORING D-2 DATE COMPLETED: 5/15/13 DRILLER: J, Brummell LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-55 I- 'l While Drilling N/A Q) - .!. Upon Completion 7 Ft. BENCHMARK: Surveyed Boring DRILLING METHOD: Wet Rota!Y "'

ELEVATION: 1265.87 ft SAMPLING METHOD: ssrrc s: 'I_ Delay (24 Hrs.) 8 Ft.




ii) STANDARD PENETRATION

'* c ~

TEST DATA ,.,. 0 £0 " ~ Nin blows/ft @ " "" "' c. ci .c • .£: !::..

~ " 0 0 0 "' " _, ~ z c ~ "'. x ! • roO + LL Additional 0

~ .c Q. "' .. c.O ~ ~ c. c. E ~

0 0 " 5-0 Remarks ~ E ~ gi I I I

ii; " "' "' 0 "' " 0 (') (/) (/) 0 0 ..9 ~ w " "' Ol f- STRENGTH, tsf

Q'. :> f-"- .. Qu * Qp

"' 0 '-' '·' 0 ~4" ASPHALT 1265- 1 16 Fat CLAY, dark brown, stiff, wet 21416 63 LL:=:73

- CH N=10 27 L=24

Fines=93. 7% --

Lean CLAY, reddish-brown, stiff to very stiff, r 5 - moist LL=36 - .

1260- - - WA!\ 2 18 1/3/8 17 <o T PL= 17 N=11 ~ Fines"'95.7%

-

~ CL -

r - ~ 1--10 - f;i LL=34

4 - »~ 1255- 3 24142 12 OL= 16 ~ T1 4

SHALE, reddish-brown with gray seams, 50 (1.00") Flnes=93.6"/o r hard to very hard, moist 50 (0.63") c - 50 (0.25")

c -

-15- II 5 50 (0.50") 1250- - - 50 (0.25")

-~

r -c -

1--20- ll 6 50(1.13") 1245- - 50 (0.75")

r -

e -c -

r25 ~ ... 7 50 (0.75")

1240- - 50 (0.50")

-- -- -

-30 ... 8 50 (0.50") 1235- - 50 (0.50")

-- -- -

-35-Continued Next Paae

cmJ Professional Service Industries, Inc. PROJECT NO.: 0547387-6


• Oklahoma City, OK 73129 LOCATION: Retaining Wall "D" Telephone: (405) 632-8800 Oklahoma Cit}", Oklahoma

.. .. The strat1f1cat1on hnes represent approximate boundaries. The trans1t1on may be gradual. Sheet 1 of 2

DATE STARTED: S/1S/13 DRILL COMPANY: PSI, Inc. BORING D-2 DATE COMPLETED: S/1S/13 DRILLER: J. Brummell LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-SS ... '¥- While Drilling N/A <IJ -~ Upon Completion 7 Ft.

BENCHMARK: Surveyed Boring DRILLING METHOD: Wet Rota!):'. "' ELEVATION: 126S.87 ft SAMPLING METHOD: ssrrc ~ Sf_ Delay (24 Hrs.) 8 Ft.




w STANDARD PENETRATION

00' c fe'_

TEST DATA

om 0 uu

om "' "' "' 'fil N in blo1rVS/ft @

~ 0 "- ci ti u £t::.. '<!' ~ --' ,"'.' z e. ~ "' "' ~ x Moisture Lil PL

c 0 "' MATERIAL DESCRIPTION ~c

"' • "'0 + LL Additional 0 { :c Q_ c -" no 0

~ "- Q_

E "' ()

~~ ~ ' " " Remarks E T I I

"' ~ "' i5 "' " 0 0 "' (/) () oX (/) 0 -

;:u "' "' "'f- STRENGTH, tsf

"' :> f-

a_ A Qu * Qp

"' ' '·' "' 3S ~

g SHALE, reddish-brown with gray seams, Su (U.os1 1230- hard to very hard, moist so (O.SO")

40 ..., 10 so (1.38") 1225- so (1.2S")

- --

"==== -

"==== 4S 11 so (1.00")

"" 1220- so (1.00")

-~

so "' 12 so (O.SO")

1215- - so (0.38")

---~

SS 13 so (0.38") 1210- - so (0.38")

--

~ --

60 ... 14 End of boring so (0.38") so (O.SO")

fil§iJ Professional Service Industries, Inc. PROJECT NO.: 0547387-6




.. The strat1ficat1on lines represent approxrmate boundanes. The trans1t1on may be gradual. Sheet 2 of 2

DATE STARTED: 613113 DRILL COMPANY: PSI, Inc. BORING D-3 DATE COMPLETED: 613113 DRILLER: B. Bettes LOGGED BY: COMPLETION DEPTH 60.0 fl DRILL RIG: CME-55 ~ 'Sl- While Drilling NIA

"' BENCHMARK: Survey:ed Boring - .Y Upon Completion NIA DRILLING METHOD: Wet Rota!Y "' ELEVATION: 1257.01 ft SAMPLING METHOD: ssrrc 3: "I_ Delay (24 Hrs.) None

LATITUDE: HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: EFFICIENCY NIA

STATION: 391+00 OFFSET: 49 Ft. Lt. REVIEWED BY: A. Oy:esany:a REMARKS: Offset relative to CL 1-240


"' c r!!. TEST DATA

0 0 £0 © © ~ © ~ "' c. ci = .SC. N !n bloW"Slft @

,)!!, 0 " "' ~ __, ,?'.' z :§_ !E .. c.()

~ 0 " " Remarks c. E © ()

~ E ~ ~ gj I I I ii) ©

"' "' <!)

" 0 "' CJ) CJ) 0 () .2 ~ w © "' al f- STRENGTH, tsf

"' " f-CL A. Qu * Qp U)

0 "° 4.0 0

t r. 4" ASPHALT \6Y," AGGREGATE BASE

1255-- - . . Sandy Lean CLAY, red, hard, moist

~· 1 18 216138 - @,,,, LL=30

14 ~ PL:= 15

~ ... shafey from 4' N=44 Fines=60.9% - 5 -

2 3 SHALE, Sandy, red with gray seams, 50 (3.75") »~ 1LL = 30 L

3 moderately hard to very hard 50 (1.50") 8 x - PL=14 .•. shaley from 6' 50 (1.00") Fines=59.1%

1250- : -= 10

"' 4 50 (1.00") - 50 (0.50")

1245- - ---

r15 5 50 (1.25") -- 50 (0.63") =

1240- -

= -c -

= "20 6 50 (0.75")

-= 50 (0.25")

1235- -

=

: =

25 7 50 (0.38") -= 50 (0.50")

1230- -

= - -- -

-30 8 50 (2.50")

: 50 (1.50")

1225- -

- --

-35 Continued Next Pane

lif§iJ Professional Service Industries, Inc. PROJECT NO.: 0547387-6



Telephone: (405) 632-8800 Oklahoma Citl:, Oklahoma

The strat1ficat1on Imes represent approximate boundanes. The trans1t1on may be gradual. Sheet 1 of 2

DATE STARTED: 6/3/13 DRILL COMPANY: PSI, Inc. BORING D-3 DATE COMPLETED: 6/3/13 DRILLER: B. Bettes LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-55 ~ 'SJ_ While Drilling N/A Q) -l' Upon Completion NIA

BENCHMARK: Surveyed Boring DRILLING METHOD: Wet Rota!}:'. m

ELEVATION: 1257.01 ft SAMPLING METHOD: ssrrc :s: ~ Delay (24 Hrs.) None



STATION: 391+00 OFFSET: 49 Ft. Lt. REVIEWED BY: A. Oyesanya

REMARKS: Offset relat!ve to Cl 1-240 iii STANDARD PENETRATION

"' c !'!.

TEST DATA

"" 0 i3U

" " ~ N in b!oW"Sfft @

" 'fu' "' 0. ci .c ro .st:. "<!' ~ 0 0 0

~ _, F z c ~ "' "' "' 0 oX 0 "' (/) (/) 0

() -· [jJ • "' "'f- STRENGTH, tsf a:'. :> h:

"' .. Qo * Qp

0 w .., 35 9 SHALE, Sandy, red with gray seams, 50 (1.uu")

moderately hard to very hard 50 (0.38")

1220-

40 10 50 (1.50") ="' - - 50 (0.50")

1215-

45

" 11 50 (2.63") 50 (1.25")

1210-- -

50 12 50 (0.75") ~- 50 (0.25")

1205-- -

-55 13 50 (1.25") 50 (0.75")

1200-

c -

60 ,,., 14 End of boring 50 (1.00") 50 (0.25")

ll!§il Professional Service Industries, Inc. PROJECT NO.: 0547387-6




The strat1ficatmn Imes represent approximate boundaries. The trans1t1on may be gradual. Sheet 2 of 2

DATE STARTED: 613113 DRILL COMPANY: PSI, Inc. BORING D·4 DATE COMPLETED: 613113 DRILLER: 8. Bettes LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-55 ... '5l. While Drilling NIA

"' - _y Upon Completion NIA BENCHMARK: Surveyed Boring DRILLING METHOD: Wet Rota!Y ~ ELEVATION: 1258.17ft SAMPLING METHOD: ssrrc 'L Delay (24 Hrs.) None


LONGITUDE: EFFICIENCY NIA

STATION: 392+50 OFFSET: 52 Ft. Lt. REVIEWED BY: A. Oyesanya REMARKS~ Offset ref alive to CL J-240

"' STANDARD PENETRATION

"' c ('),

TEST DATA '$'

0 £0 '$' "' • • ~ N in bloVJS{ft @ c. 0 .c ~ .GI:=..

~ 3 u "' ~ F z c !E <b • !! x Moisture "' PL

c ·'" • = MATERIAL DESCRIPTION w ~" Additional • w mo + LL 0

~ .c c_ "' -" c.O i "" c. c_

E ~ 0 0 " ;o Remarks

!)! !" E ~ :'3 I I • ro ro 0 UJ .2 ~ " • 0 Cl (/) (/) u ()

iTI • UJ "'I- STRENGTH, tsf O'. ::.> I-a. "' Q" * Op

UJ

"I 0 "° '·' r..4Y2" ASPHALT

1\6" AGGREGATE BASE ·re--

r Lean CLAY, red with gray seams, stiff, moist

1255-1-- CL LL=35

1 18 21417 15 0 . PL= 16

//// N=11 - '-- Fines=86,2% 5 2 5 SHALE, Sandy, red with gray seams, 50 (5.50") » <LL= 27 ,_

- moderately hard to very hard 9 x ·- PL=15 Fines=56.4%

c _-~ 3 50 (1.25")

1250- = 50 (0.75")

f- -=

"10 4 50 (2.50") -= 50 (1.00") = - -

1245-1-- -=

" -=

15 5 50 (1.75") - -c 50 (1.00") =

c -=

1240-1- -- -

= c 20 ... 6 50 (0.50")

" - 50 (0.50")

r -

1235-1-- -c -r 25 - 7 50 (1.50") - - 50 (1.00")

-1230- - -

- -

30- ll 8 50 (2.75") - - 50 (1.50")

- -1225- -

-

35-Continued Next Paae

fiI§jJ Professional Service Industries, Inc. PROJECT NO.: 0547387-6




.. The strat1ficat1on Imes represent approximate boundanes. The transition may be gradual. Sheet 1 of 2

DATE STARTED: 6/3/13 DRILL COMPANY: PSI, Inc. BORING D-4 DATE COMPLETED: 6/3/13 DRILLER: B.Bettes LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-55 ~ '¥. While Drilling N/A Cl) -l' Upon Completion N/A

BENCHMARK: Surveyed Boring DRILLING METHOD: Wet Rota!Y "' ELEVATION: 1258.17 ft SAMPLING METHOD: ssrrc $: "I_ Delay (24 Hrs.) None



STATION: 392+50 OFFSET: 52 Ft. Lt. REVIEWED BY: A. Oyesanya

REMARKS: Offset relative to Cl 1-240 iii STANDARD PENETRATION

"' c

r[!, TEST DATA

~ 0 -50

c- " " ~ N in blows/ft @

"' 0. 0 .c ro £!:=.. ~ " 0 0 0 ;j'.

~ _, ,:".' z c " J, " ~ x Moisture

[;ii PL c 0 " = MATERIAL DESCRIPTION

00 ~c Additional ~

00 mo " + LL

0

~ :c a. "' .. o.(.)

~ 0. 0. E " (.)

~~ ~ 0 " 5 Remarks ~ E > '

~ " ro ro 0 "' _Q ~ "' 0 "' (f) (f) 0 (.)

ii] " "' rot- STRENGTH, tsf O'. :l t-

0. A Qu * Qp if)

0 "° +.o 35 9 SHALE, Sandy, red with gray seams, OU (1.25")

moderately hard to very hard 50 (0.63")

e .

1220-

40 10 50 (1.50") 50 (0.75")

1215--'==="=

45 ., 11 50 (2.00") 50 (1.25")

1210-- -

50 12 50 (1.25") 50 (0.75")

1205-

-55 13 50 (1.00") 50 (0.50")

1200-

60 ,., 14 End of boring 50 (1.50") 50 (1.00")

C!§il Professional Seivice Industries, Inc. PROJECT NO.: 0547387-6




.. The stratification lines represent approximate boundarres. The trans1t1on may be gradual. Sheet 2 of 2

DATE STARTED: 5/13/13 DRILL COMPANY: PSI. Inc. BORING D-5 DATE COMPLETED: 5/13/13 DRILLER: J. Brummell LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-55 '- 'l- While Drilling N/A

"' - .!. Upon Completion N/A BENCHMARK: Surve~ed Boring DRILLING METHOD: Wet Rota!Y ~ ELEVATION: 1274.42 ft SAMPLING METHOD: ssrrc 'L Delay (36 Hrs.) 6 Ft.



STATION: 395+00 OFFSET: 120 Ft. Lt. REVIEWED BY: A. Oy:esan~a REMARKS: Offset relative to CL 1-240


U> c '!!,

TEST DATA 'ai'

0 £0 'ai' "' • • ~ N in blows/ft @

0. ci .c ~ .£C.. ~ a 0

,,.. ~

__, i".' z c ~ "' . x Gil PL c 0 • = MATERIAL DESCRIPTION

·;;; "" ~ Moisture Additional ~ " •0 + LL a ,E' "' c. "' .. o.O ~ ~

0. 0. E ~ 0 0 " " Remarks

0. ~ E ~~ I • ro ro a "' .9 ~ " • D (!) (f) (f) 0 0 iTI • "' "'>- STRENGTH, tsf

O'. " >-Q_ A Qu * Qp

"' 0 0 '·' 4.0

E ~ 4" CONCRETE, with metal wire mesh

1 18 \2" SAND bed I 2/5/6 "' " Sandy Lean CLAY, reddish-brown, stiff, N=11 18 x Flnes=68. 7% . r-..moist

\ Lean CLAY, reddish-brown, very stiff, moist

1270-5 \ LL= 41 -2 6/8/15 19

~ T PL= 17

N=23 Fines=94.3%

~ .

1265-10. J, LL=32 -·-· 3 Lean CLAY, Shaley, reddish-brown, hard, 22/30/48 12 »~ PL= 16

t:Et=~ .

moist N=78 Fines=93.4% -·-· - -:=;:i==; ·-·-- -:-...:..--;-...:_ -·-· ·-·--·-·

r - ...:..-;-...:_-;-1260- ·-·--·-·

15 ~xi »~ 1-L= 33 4 SHALE, silty, red with gray seams, 24 15 ,_ -

5 50 (6.00'') ,_ T PL= 15

"" moderately hard to very hard, moist Fines=88.0% r -~

50 (1.00") 50 (0.63")

r .

. . 1255-

20 Of 6 50 (0.75")

. 50 (0.25")

.

. 1250-

25 »~ ;\J-=37

~ 7 28 17 - . 50 (4.00")

PL= 17 ... becomes weathered Flnes:::80.2% .

.

. 1245-

30 Of 8 50 (0.50")

50 (0.50")

.

1240-35

Continued Next Paae

teil Professional Service Industries, Inc. PROJECT NO.: 0547387-6


Y- • Oklahoma City, OK 73129 LOCATION: Retaining Wall "D"

Telephone: (405) 632-8800 Oklahoma Cit:r, Oklahoma

.. The stratlf1cat1on Imes represent approximate boundaries. The trans1t1on may be gradual. Sheet 1 of 2

DATE STARTED: 5113113 DRILL COMPANY: PSI, Inc. BORING D-5 DATE COMPLETED: 5113113 DRILLER: J. Brummell LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-55 .... 5j_ While Drilling NIA Cl> - .Y Upon Completion NIA

BENCHMARK: Surveyed Boring DRILLING METHOD: Wet Rota[Y "' ELEVATION: 1274.42 ft SAMPLING METHOD: SS/TC 3: <:[_ Delay (36 Hrs.) 6 Ft.




iii STANDARD PENETRATION

00 c !". TEST DATA

~ 0 -§0

"'" © © ~ N in blows/ft @

"' 6 .c ro ~~ ~ © -'l 0. u u ?!' ~ i'=' z :.§,

~ x [:ii PL c -~ © MATERIAL DESCRIPTION

.. "c .,; Moisture Additional © • ©0 + LL

0

~ .c 0. c .. o<.) ~ ~ 0. 0 " , .. Remarks 0.

E E © <.) ~~ T T

> © ~ "' > "' :2 © 0 (!) "' U) 0 <.) ox

U) u -© [jj © "' "'I- STRENGTH, tsf

Cl'. => IL <fJ

A Qo * Op 0 '-' '·" 35

~ ,., g SHALE1 silty, red with gray seams, 50 (U.5u J

. moderately hard to very hard, moist 50 (0.38")

1235-40

~ 10 50 (0.50") 50 (0.50")

- -

1230-45 ,.., 11 50 (0.38")

50 (0.38")

1225-50

~ 12 50 (0.38") 50 (0.25")

1220- ~

55 13 50 (0.50") 50 (0.50")

-1215-

60 ,., 14 End of boring 50 (0.50") 50 (0.25")

fi!§il Professional Service Industries, Inc. PROJECT NO.: 0547387-6




.. .. The stratlfrcat1on lines represent approximate boundanes. The trans1t1on may be gradual. Sheet 2 of 2

DATE STARTED: 5/11/13 DRILL COMPANY: PSI, Inc. BORING D-6 DATE COMPLETED: 5111113 DRILLER: J. Brummell LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-55 .. ¥ While Drilling NIA

"' - .!: Upon Completion NIA BENCHMARK: Surveyed Boring DRILLING METHOD: Wet Rota!Y ~ ELEVATION: 1275.75 ft SAMPLING METHOD: ssrrc 'I_ Delay (36 Hrs.) 13 Ft



STATION: 397+00 OFFSET: 109.5 Ft Lt REVIEWED BY: A. Oyesanya REMARKS: Offset relative to CL 1-240


"' c

(!2, TEST DATA

~ 0 £0

~ "' w w

~ N in blows/ft @ 0. 0 .c .st:,

~ .3 u "' ~ ~ z c !E J, ID

\>! x Moisture [ii PL

c u w = MATERIAL DESCRIPTION • "c Additional .!!> • mo + LL 0

~ :c Q_ c " o.U ·~ ~ 0. 0. E !!! u 0 " "' Remarks ~ E 3? ~ I I I w ro ro 0

<!)

" ID

" (!J (/) (/) u () ..2~ [jJ w <!) al,._ STRENGTH, tsf

a'. :0 ,._ "- "' Qu * Qp U)

0 '·' "' 0 ¥'·:'· ~ 4" CONCRETE, with metal wire mesh 1275-

~ >\1" SAND bed SM

1 \Silty SAND, red, moist I 7 i I X Non-Plastic

Lean CLAY, red, stiff, wet Fines=47.1%

5 v, " ©... - - LL=43

1270- ~ 'II 2 18 CL 21315 24 -, ~ PL= 17

,,& N=8

""' Fines=95.0%

""' ~V1 18 10115/25 LL=36

1265- 3 14 PL= 17 ~_;_~_;_ '-" Lean CLAY, Shaley, red, hard, moist N=40 \ Flnes=91,7% -·-· ·-·--·-· -:-=-:-==--

-::::::::-:-::::::-:- CL ·-·--·-· ·-·--·-· ·-·--·-· 15 f-7777 ~ »' }-L=28 4 10 25 -1260- v SHALE, silty, red with gray seams, 12 ~ PL=15

5 moderately hard to very hard 50 (3.00") Fines=82.7% -~ 50 (0.50") = 50 (0.38")

-

-20 6 50 (0.38") 1255- 50 (0.25")

-25 7 50 (0.25'')

1250- 50 (0.19")

-

-30 8 50 (1.00") 1245- 50 (0.75")

-

35 Continued Next Pane

leil Professional Service Industries, Inc. PROJECT NO.: 0547387-6


~ . Oklahoma City, OK 73129 LOCATION: Retaining Wall "D"

Telephone: (405) 632-8800 Oklahoma Cit~h Oklahoma

.. The strat1f1catlon lines represent approximate boundanes. The transition may be gradual. Sheet 1 of 2

DATE STARTED: 5/11113 DRILL COMPANY: PSI, Inc. BORING D-6 DATE COMPLETED: 5/11113 DRILLER: J. Brummell LOGGED BY:

COMPLETION DEPTH 60.0 ft DRILL RIG: CME-55 ~ 'Sf_ While Drilling N/A ..

BENCHMARK: - :!'. Upon Completion N/A Surveyed Boring DRILLING METHOD: Wet Rota!Y "'

ELEVATION: 1275.75 ft SAMPLING METHOD: ssrrc $: ':/_ Delay (36 Hrs.) 13 Ft.



STATION: 397+00 OFFSET: 109.5 Ft. Lt. REVIEWED BY: A. Oyesanya REMARKS: Offset relative to CL 1~240

"' STANDARD PENETRATION

w c ~ TEST DATA

~ 0 £0

"" "' "' "' ~ N in blows/ft @ "- ci .c .£!:=.

,@. "' 0 0 "" ,@. -' i".' z :§.. ~ <b. ~ x Mo!sture l<l PL

c '' "' MATERIAL DESCRIPTION "c Additional .ill

00 •0 + LL 0

~ .c 0. c ,,. o.U iii

~ "- "- E "' u 0 " 5-0 Remarks

~ E > ~ ig ·5 I

"' "' "' 0 "' .2 iii " "' 0 (') (J) (J) 0 0

[ij "' "' "'f- STRENGTH, tsf

"' => f-(L A Qu * Qp

"' 0 '" ,_,

35 ,..., 9 SHALE, silty, red with gray seams, 50 \"i.00_') 1240- moderately hard to very hard 50 (0.63")

.

e .

40 ..., 10 50 (0.75") 1235- 50 (0.50")

-45 ~ ~ 11 50 (0.50")

1230- 50 (0.38")

50 :i;i 12 50 (0.75") 1225- 50 (0.25")

e . ~

55 ll 13 50 (1.75") 1220- 50 (1.25")

- -

60

""' 14 End of boring 50 (1.00") 50 (0.58")

li!§il Professional Service Industries, Inc. PROJECT NO.: 0547387-6

801 S .E. 59th Street PROJECT: 1-35 & 1-240 Interchange



.. The strattficat1on lines represent approximate boundanes. The trans1t1on may be gradual. Sheet 2 of 2

DATE STARTED: 519/13 DRILL COMPANY: PSI, Inc. BORING D-7 DATE COMPLETED: 519/13 DRILLER: J. Brummell LOGGED BY:

COMPLETION DEPTH 40.0 ft DRILL RIG: CME-55 ~ 'Sl- While Drilling N/A Cl)

BENCHMARK: Surve}:'.ed Boring Wet Rota!}" -~ Upon Completion NIA DRILLING METHOD: .. ELEVATION: 1275.36 ft SAMPLING METHOD: SS/TC 3r; ~ Delay (36 Hrs.) 8 Ft.



STATION: 398+50 OFFSET: 100.5 Ft. Lt. REVIEWED BY: A. O}:'.esan}:'.a REMARKS: Offset relative to CL l-240

iii STANDARD PENETRATION

"' c !".

TEST DATA 'l3'

0 ~-

'l3' °' © ©

'® .~g Nin blowslft @

~ 0 0. ci ti '$ ~

_,

'"' z §, !E ""© i x Moisture Lil PL

c 0 © MATERIAL DESCRIPTION • "c © • ©0 + LL Additional

~ ~ :c a. "' -" au " 0. a. E © u § 0 " '° Remarks i" E 15 ~~ 0 ' ' ~ © ro ro (/)

" Cl CJ (f) u oX (f) 0 CJ~ Ui © (/) STRENGTH, tsf

"' :0 1--CL .. Qo * Qp

"' 0 0 "° <.O

1275-~ ~

-,,_3" CONCRETE, with metal wire mesh , 1 Sandy Lean CLAY, medium stiff, moist 21313

~ Ll=29

N=6 -"

I 14 ~ PL= 12

CL Fines=66.0%

\ 1270- 5 Lean CLAY, red, very stiff, moist ' Ll=32

2 -317111 15 ~ PL= 16 N=18 " Fines=88.4%

e .

~ '' CL

~ 1265- 10 ~ L=47 3 SHALE, red with gray seams, moderately 25 - >-

- ' 16 PL=16 4 hard to very hard, moist 50 (5.50") Fines=95.9%

50 (0.75") 50 (0.50")

- -

1260- 15 ll 5 50 (1.00") 50 (0.75")

1255- 20 6 50 (0.63") - . 50 (0.75")

1250- 25 7 50 (0.50") 50 (0.38")

1245- 30 8 50 (0.50") - 50 (0.50")

-

35 Continued Next Paoe

li!§il Professional Service Industries, Inc. PROJECT NO.: 0547387-6

801 S.E. 59th Street PROJECT: IM35 & IM240 Interchange

~ . Oklahoma City, OK 73129 LOCATION: Retaining Wall "D"

Telephone: (405) 632-8800 Oklahoma Cit~, Oklahoma

.. .. The strat1f1cat1on Imes represent approximate boundaries. The transition may be gradual. Sheet 1 of 2

DATE STARTED: 519113 DRILL COMPANY: PSI, Inc. BORING D-7 DATE COMPLETED: 519113 DRILLER: J. Brummell LOGGED BY:

COMPLETION DEPTH 40.0 ft DRILL RIG: CME-55 ... '¥- While Drilling NIA Q) -~ Upon Completion NIA

BENCHMARK: Survei'ed Boring DRILLING METHOD: Wet Rota!}' "' ELEVATION: 1275.36 ft SAMPLING METHOD: SSITC s: 'I_ Delay (36 Hrs.) 8 Ft.



STATION: 398+50 OFFSET: 100.5 Ft. Lt. REVIEWED BY: A. Otesanya

REMARKS: Offset relative to CL 1-240 iii STANDARD PENETRATION

w c [!!.

TEST DATA

"" 0 -§6

"' "' ~ N in blo1NS/ft @

"' ~ O> c. ci ~ ~ ,i;;;C * @_ 0 0

@_ -' ,::- z :§, ~ J, "' ~ x 14 PL

c u © MATERIAL DESCRIPTION ·;;; ~c Moisture

"' 00 ©0 + LL Additional

0 £ :c c. i':' " o() § ~ 15. c. c. E "'

CJ 0 " 00 Remarks E ~~ 0 I I

~ "' ~ ro ro i5 U) "' Cl "' (J) CJ oX (J) u -ID

ii] "' U) ro >- STRENGTH, tsf

"' " I-Cl. ... Q" * Qp

"' 0 rn '-' 35

1240- 9 SHALE, red with gray seams, moderately Su 0.38" r hard to very hard, moist 50 fo.SO"l r

c

-

40 .., 10 End of boring 50 (0.50") 50 (0.25")

§il Professional Service Industries, Inc. PROJECT NO.: 0547387-6




.. The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 2 of 2


BORING PROFILE

Professional Seivice Industries, Inc. Report No. 0547387-6

c 0

~ Li]

1,270.

1,260.

1,250

1,240.

1,230.

1,220.

1,210 .

1,200.

8/2/4 N:o6

12/20/28 N=48

35 50 (2.00") 50 (0.50")

... 5o. co,25:·1 .

50 (0.50") 50 (0.25")

50 (2.75") 50 (2.75")

50 (0.75") 50 (0,50")

50 (0.13") 50 (0.13")

50 (0,50") 50 (0.50")

21416 N=10

11318 .. N=11

24/42 50 (1.00") 50 (0.63") 50 (0.25")

50 (0.50") : . . . . . . . . . . . . . . . . . . . 50 (0.25") .

Profile

[}.3

216138 N=44 50 (3.75") .

. . 50 .(1.50'} . . ' 50 (1.00")

50 (1.00") 50 (0.50")

50 (1.25") 50 (0.63")

214!7 N"11 50 (5.50")

50 (1.25") ··50 (0.75").

50 (1.50") 50 (1.00")

1,190L· ---i;-------i;;-----:;-i,,---------ri,,;------.,,,;,,,--------.,,,;,,----~""'----~_J 0 50 100 150 200 250 300 350

~-· '~

Professional Service Industries, Inc. 801S.E.591h Street Oklahoma City, OK 73129 Telephone: (405) 632~8800

Distance Along Baseline

1-35 & 1-240 Interchange PSI Project Number: 0547387-6

Profile 1,280.

0~6 0~7

1,275 · .. ···· ··0~5· 2/3/3:

2/5/6; N=6:

N:::11

1,270' ·21315'. .. 31711·1 · 6/8/15

N:::8: N::;:1ff

N:o:23.

1,265' ·10/15/25 ... 25"'

22130148 N=40 50 (5,50")

N=78 50 (0:75") 50 (o:50")

1,260' 25 ... · ....... . . .· ............. " ... . 5or1:00·•>. 50 (3:00") 50 (0:75") 24 50 (0;50")

50 (6:00") 50 (0,38") 50 (1,00") 50 (0:63")

1,255. " . . -~z. rn~~~:~ .. 50(0:63")' 50 (0:75") 50 (0:75") 50 (0;25")

c: 1,250 50 lo:25"J so(o:so"» -· ····no· t'!ii911 • • 50 co:3s"J 0 28

"" 50 (4;00") "' > Q)

[i] ··~~·~6i~~:;i.. ' 50 co:so'') · 1,245'

50 co:50") 50 (0;5o") 50 (0,50")

1,240' . . . . . . . . . . . . . . . - ... ·~· ~&;i~:~ .. .................... 50(0i38''l · 50 (0;50") 50 (0:50") 50 (0;38")

1,235' ... ~g. ~~;~5::i .. 50(0:50"j. 50 (0,50") 50 (0:25") 50 (0;50")

1,230. ' ' ' ' 50 (0:50'.')

50 (0,38") 50 (0,38")

50 (0,38")

1,225' 50 (0:38")

· · · ~K l~·~~::J. · 50 (0:25")

1,220' 50 (0:50")

. . . . . . . . . . . . . . . . . 50 l1:75"l .. ·50· i;2!511 ••

50 (0:50')

1,215 ' 50 (0,50")

. . . . . .~g. ~6;~~::i .. 50 (0,25")

1,210. 0 20 40 60 80 100 120 140 160 180 200 220

Distance Along Baseline

Ci§il Professional Seivice Industries, Inc. 1-35 & 1-240 Interchange 801 S.E. 59th Street

Y- • Oklahoma City, OK 73129 PSI Project Number: 0547387-6 Telephone: (405) 632-8800

SUMMARY OF TESTS IN OVERBURDEN AND BEDROCK



Sample Soil N Boring Depth, Description Blows/ft.

No. Ft.

0.5 6

5.0 48

10.0 PR

15.0 -20.0 -25.0 -

D-1 30.0 Silty Sand, -Clay, Shale

35.0 -40.0 -45.0 -50.0 -55.0 -60.0 -

LL L1qu1d L1m1t PL Plastic Limit Pl Plasticity Index NP Non-Plastic PR Practical Refusal

SUMMARY OF TESTS IN THE OVERBURDEN 1-35/1-240 INTERCHANGE- RETAINING WALL "D"


TCP inch/ 100 Moisture Qu, Dry

Atterberg Limits,% Grain Analysis, %

Content, Density, blows %

tsf pcf LL PL Pl %" #4 #10 #40

- 32 - - - - NP 100 77 55 27

- 12 - - 31 15 16 100 99 97 95

- 11 - - 33 16 17 100 97 95 92

0.8 - - - - - - - - - -0.8 - - - - - - - - - -5.5 - - - - - - - - - -1.3 - - - - - - - - - -0.3 - - - - - - - - - -1.0 - - - - - - - - - -3.8 - - - - - - - - - -2.6 - - - - - - - - - -0.9 - - - - - - - - - -1.0 - - - - - - - - - -

AASHTO OSI #200

13.8 A-1-b 0

92.4 A-6(14) 12.6

91.3 A-6(15) 13.4

- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -


No. Ft.

0.33 10

5.0 11

10.0 PR

11.5 -15.0 -20.0 -25.0 Fat Clay, -

D-2 Lean Clay, 30.0 Shale -35.0 -40.0 -45.0 -50.0 -55.0 -60.0 -




TCP inch/ Atterberg Grain Analysis, % Moisture Dry Limits, 0/o 100 Qu, Content, Density, blows %

tsf ocf LL PL Pl %" #4 #10 #40

- 27 - - 73 24 49 100 100 99 98

- 17 - - 36 17 19 100 100 100 99

- 12 - - 34 16 18 100 99 99 95

0.9 - - - - - - - - - -0.8 - - - - - - - - - -1.9 - - - - - - - - - -1.3 - - - - - - - - - -1.0 - - - - - - - - - -1.1 - - - - - - - - - -2.6 - - - - - - - - - -2.0 - - - - - - - - - -0.9 - - - - - - - - - -0.8 - - - - - - - - - -0.9 - - - - - - - - - -

AASHTO OSI #200

93.7 A-7-6(52) 34.2

95.7 A-6(18) 14.8

93.6 A-6(16) 14.0

- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -

Sample Soil N TCP inch/ 100 Boring Depth, Description Blows

No. Ft. /ft. blows

3.0 44 -5.0 PR

10.0 - 1.5

15.0 - 1.9

20.0 - 1.0

25.0 - 0.9

D-3 30.0 Sandy Lean - 4.0 Clay, Shale

1.4 35.0 -40.0 - 2.0

45.0 - 3.9

50.0 - 1.0

55.0 - 2.0

60.0 - 1.3


SUMMARY OF TESTS IN THE OVERBURDEN 1-35/1-240 INTERCHANGE - RETAINING WALL "D"


Moisture Qu, Dry Atterberg

Grain Analysis, % Limits, 0/o Content, Density,

% tsf pcf LL PL Pl 3" %" #4 #10 #40

14 - - 30 15 15 100 98 79 72 68

8 - - 30 14 16 100 100 82 74 68

- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -

- - - - - - - - -

AASHTO OSI #200

60.9 A-B(7) 10.3

59.1 A-6(6) 10.0

- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -

TCP Sample Soil N inch/

Boring Depth, Description Blows 100 No. Ft. /ft. blows

3.0 11 -5.0 PR -7.0 - 2.0

10.0 - 3.5

15.0 - 2.8

20.0 - 1.0

25.0 Lean Clay, - 2.5 D-4 Sandy

4.3 30.0 Shale -35.0 - 1.9

40.0 - 2.3

45.0 - 3.3

50.0 - 2.0

55.0 - 1.5

60.0 - 2.5




Moisture Qu,

Dry Atterberg Limits,% Grain Analysis, %

Content, Density, % tsf ocf LL PL Pl 3" %" #4 #10 #40

15 - - 35 16 19 100 100 94 92 90

9 - - 27 15 12 100 100 79 69 61

- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -- - - - - - - - - -

AASHTO OSI #200

86.2 A-6(15) 14.6

56.4 A-6(4) 7.7

- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -


No. Ft.

0.5 11

5.0 23

10.0 78

15.0 PR

16.0 -20.0 Sandy Lean -25.0 Clay, Lean -

D-5 Clay, Shaley 30.0 Clay, Silty -35.0 Shale -40.0 -45.0 -50.0 -55.0 -60.0 -

LL Liquid L1m1t PL Plastic Limit Pl Plasticity Index NP Non-Plastic PR Practical Refusal



TCP inch/ Moisture Dry

Atterberg Grain Analysis, %

Limits,% 100 Content,

Qu, Density,

blows % tsf ocf LL PL Pl %" #4 #10 #40

- 18 - - - - - 100 97 96 91

- 19 - - 41 17 24 100 99 99 98

- 12 - - 32 16 16 100 99 98 96

- 15 - - 33 15 18 100 97 93 90

1.6 - - - - - - - - - -1.0 - - - - - - - - - -- 17 - - 37 17 20 100 97 94 88

1.0 - - - - - - - - - -0.8 - - - - - - - - - -1.0 - - - - - - - - - -0.8 - - - - - - - - - -0.6 - - - - - - - - - -1.0 - - - - - - - - - -0.8 - - - - - - - - - -

AASHTO OSI #200

68.7 A-4(0) 0

94.3 A-7-6(23) 17.8

93.4 A-6(14) 12.8

88.0 A-6(15) 13.8

- - -- - -

80.2 A-6(15) 15.4

- - -- - -- - -- - -- - -- - -- - -


No. Ft.

0.33 -5.0 8

10.0 40

15.0 PR

16.0 -20.0 -25.0

Silty Sand, Lean Clay, -

D-6 30.0 Shaley Clay, -35.0

Silty Shale -40.0 -45.0 -50.0 -55.0 -60.0 -


SUMMARY OF TESTS IN THE OVERBURDEN 1-3511-240 INTERCHANGE - RETAINING WALL "D"


TCP inch/ Atterberg Grain Analysis,% Moisture Dry Limits, 0/o 100 Content, Qu,

Density, blows %

tsf ocf LL PL Pl o/4" #4 #10 #40

- 7 - - NP 100 97 96 90

- 24 43 17 26 100 100 99 98

- 14 36 17 19 100 97 96 93

- 12 - - 28 15 13 98 90 87 85

0.9 - - - - - - - - - -0.6 - - - - - - - - - -0.4 - - - - - - - - - -1.8 - - - - - - - - - -1.6 - - - - - - - - - -1.3 - - - - - - - - - -0.9 - - - - - - - - - -1.3 - - - - - - - - - -3.0 - - - - - - - - - -1.6 - - - - - - - - - -

AASHTO OSI #200

47.1 A-4(0) 0

95.0 A-7-6(26) 19.0

91.7 A-6(17) 14.8

82.7 A-6(9) 10.8

- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -


No. Ft.

0.25 6

5.0 18

10.0 PR

11.0 -15.0 Sandy Lean -

D-7 Clay, Lean 20.0 Clay, Shale -25.0 -30.0 -35.0 -40.0 -




TCP inch/ Moisture Dry Atterberg Grain Analysis, % Limits, 0/o 100 Content, Qu, Density, blows

% tsf

ocf LL PL Pl %" #4 #10 #40

- 14 - - 29 12 17 100 96 94 89

- 15 - - 32 16 16 100 99 96 90

- 16 - - 47 16 31 100 100 99 98

1.3 - - - - - - - - - -1.8 - - - - - - - - - -1.4 - - - - - - - - - -0.9 - - - - - - - - - -1.0 - - - - - - - - - -0.9 - - - - - - - - - -0.8 - - - - - - - - - -

AASHTO OSI #200

66.0 A-6(8) 11.3

88.4 A-6(13) 12.8

95.9 A-7-6(31) 21.8

- - -- - -- - -- - -- - -- - -- - -

FOUNDATION REPORT PLAN SHEETS



-1210

12.65

""

"" I f-12'5

"''

""

""

;-1220

1215

121~

"''

""

Boring Number D-1 Station: 387+00

Offset: 167 Ft. Lt. CL 1-240

,, ... •<;j~....._~!ll'J~';;;;;;;;;;;;;;::;;;;;::;;;::::::ri'li263.5--Snr,-s»m; nddiiii=biOin, loo.w, •if

...1hally frum 6'

Water encountered 0 3' aft11r delay

SRllL iid, 'lhli &"'I' SHms, milC£lnlliJy rioid lo 1m.s-wry bord, mold

""'~""'"···~,----------1--

GEO! OG!C STATEMENT

-1263.3--1; Raco~; 8/2/~6 ~Pl. = O: <f20D::13.U;

-1258.8--2: Racmrp12"· 12/Z0/211N=48 ~:W:h"iX:"' :,;l~

--12S3.a--3: llec""'f'6"; 35 U.=33;Pl.=16; -1253.ll--; 50 (2.00") <f2ll0::51.3%; wX=llX -1252.8-4; so (0.51l_j

=:~5;~(~) -1246.5--: 50 (ti.25j

-12,3.8--6; SQ (2.7r'J -12,3.5-; so (2.75")

-1238.8--7; so (0.7§"} -1238.}--; so (0.50")

--1233.8--8; so (0.13") --1ms--; so {o.il"J

-1223.3--9; so (0.75") -1228.5--: so (o.2Sj

-1223.8--10; so (2.00"} -1223.S-; SQ (l.7sj

-1218.8-11; so {1.SO"} -1218.S-; 50 (1.13")

-1213.8--12; 50 (0.75j -1213.5-; so (0.63")

-1208.8--13; so (O.SO') -1208.S--: so (G.38j

-12113.8--14; so (0.50") --1203.}--; so (o.soj

"Oiv<sion Four" olt11c "Engloocrlng Classjfl<:'1~on of Goolog~I Ma\e!lals", publlslled by t11e Oklohoma Department ofTrnnsporta~on (OOOT] Indicates !hat below <t~uvlum, the slle is uMerlalrl by the Hennessey Unit (Ptiy) In Oklahoma County. The geologic unit ls desorlbed below. This unit consists of red platy to blocky clay shales and mudstone. Tho mudstones are hard and appeor bkici<.y. Tho rad clay shale of the Hannasscy Unit Is characteril:od by numerous b6nds of streaks of whlie or Oght green color ranging rrom a ff<w Inches to lour feet In ttilcknass. TI1e total thickness of the unlt Is about 400 faa~ Iha Henn""""y Unlt ook:tops In a 5 to 15 mile north-soulh band across Gran~ Garfoold, Klngflshar, Lo~n. Can;:idlan, and Oklahoma C.OunUes In Division Four. Topograpntcally, lne unit ls nearleval to gently rolling and Is genarany grass covered or cumvatad,

--Boring Number D-2

Station: 389+00 Offset: 168 Ft. Lt. CL 1-240

Lian COO. iiddilri-brown, illfi ii> nry liilt, iii01ii 126U(o)

Wol•r •"countered o 8' after delay

·-=~-····-=-~~ .. ~ ... =.~ ...... =~··-·"·~_,12.SU.. ry hard. llllllst

"&'d~.n ... ~•,~~~~~~~~~,12~~-

NOTE:~

• Denotw Spii\ Spcon Toot D""o\"" Te•~• CoHo Pono\ro!or Test Clcsslnco\ion cotrmo\e<I from dlst~tbed

so.,..plos, Core oomplo on<i pe\ro9rophlc onclysls mcy rove<il o!het rock ty.ies.

-1265.5-1; Rooovery=16"; 2/4/6""10 u. = 73; PL: 4;

q200=95.7%; wX<:27"

1/3/i:..°ir"-2: RGoYtry=IS"\i_ " 36: PL = 17; <f200=95.7%; wX=17"

--12"45.9--6; 50 (1.13'} -tms--; so (0.15")

-1240.9--7; 50 ~75") -1l40.6--; 5CI (O.SO")

-1230.9---9: so (0.63") -1230.6--; 50 CO.SO"}

-1us,g--10; so (1.38") -1Z25.I;--; 50 (1.25°)

-1220.9--11; 50 (UIO") -1220.6--; 50 (1.00")

-1215.9-12: so (o.511") -11.15.6--; 50 (G.38")

-1210.9--13; 50 (G.38") -1110.5--; so (o.38")

-1205.9--14; so (G.38j -1205_6-.......; so (O.SOi

1Vllj

12ss-l

1250 -i I

""

""

I 1240"1

"''

'"'

""

"'' "'•' '"'

""

Proposed Retaining Woll "D Oklohomo City, OK a....gn XXX XXX 1-35/1-240 lnlerchonge Reconstruction ~o""1 MW a/lJ

FOl)NDA TION REPORT (h..,k xxx - xxx (SHEET 1 OF 4) Squod;XXXXXXX

En,,, xxxxx STATE OF OEPAATl\11ENT OF TRANSPORTATION

OKLAHOMA JDBAECC~O. [)!JG3211 SHITT~o_x~

I"" \'"""1255

""

"''

""

'"' mo

i ~1225 '

""

1215

1210

1205

~1200

\

l"" 1190

§$"&AJ~a, riaid, malil

_.t.allY frwn 4'

Boring Number D-3 Station: 391 +00


1257.0

fl~= -1254.0--1; Rlcavtry=18": 2/6/3811=# I.I.= ~Q; Pl. = 15; ,,,,,__

SiLW., SOridy, lid was gr1JJ uam., modil'Oltli -1252.0--2; Rl!ooury=3"; <f100=60.9X; 'l'X:14X SO(l.75") lL=3C;Pl=1•; hard lo "'Y hard

-.shaley frwn 6' -1251.S--:5; so (1.SO") <f100=59.1X: ~ -1251.2--; so (1.oaj

-12•7.0--4; so (1.00") --12"46.7-; so (o.511"}

--1242.0--S; SO (1~ -11-41.7--; so (0.&3")

-1237.0--6: so (0.7r') -1235.7--; so (o.25")

-1232.0--7; 50 (0.311") -1231.7--; so (a.so")

-1227.0--13; so (2.SOj -1225.7-; so (1.SOj

-1222.0--S; 50 (1.00"} -1221,7--; so {0.38.")

-1117.0--10: 50 (1.SO") -1215.7--; so (O.SO"}

--1%12.0--11· so (2.$3") --1211.1--; 'so (1.25")

-12!17.0--12; SD (0.75") -1206.7-: so (0.2Sj

-1202.0--13: so {1.25") -1201.7-: 50 (0.7S")

Erid Ci SOrin; 1197.0-- -1197,0--14: SQ (1.00") --1196.7-; SQ {o.25"}

GFOl omc SIAifMENT "DMslon four" of the "Englnoorlng ClasslflcaUon of Goologlcal Male!lals", publlsl'led by tho Oklahoma Dcpartmont ofTrnnsportatlon (ODOT) lndJcates !!mt below alluvium, the stla Is unda~aln by the Hennassay Unit (Phy) In Oklahoma Counl)I. Tho geologic unllls dascrlt>ed below. Thi• unltoonslsls of rad platy to bJoeky clay shales and mudstono.. Tho mudstonos an: hard and appoor bloci<y. TM rod clay shalo of tho Honnosscy Unit Is ciiaradmizod by numerous bands of stmaks of whfto or light green color ranging Imm a few Inches to four feet In thickness. The total thickness of the unit Is about 400 feal Iha Hannessey Unit outcrops In a S to 15 mlla north-south band across Gmnt, Garfield, Klngr.shor, Log'1n, Con:idlan, and Oklahoma CounU•s In Division Four. TopO>!Jr:iphlc:>lly, the unit ls ne;ll' level to Q<OnUy rolling and Is generally gro.50 covered orculUvotad.

Boring Number D-4 station: 392+50


·-=~Sirioa•,."•"'"•"•ih~,.,=.=o=m=•"•""""'"=,~1253.2-hcrd lo ...,. hard

•w=•~s.••~~---------<11siu-

NOTE:@

• Deno:os Spli\ Spoon Teo\ Donoleo Tcxos Cone ?enefrclor Too\ CIOO$lflcollon estimated from disturbed S<lmplos. Coro S<l'nplo and potrograpn;c onolyGlo may rcvool o'M< roek \y.>on.

2/•h~~--1; RICOl'll'f'lll'\.1. " 35; pt = IG; -1253.2--2; Rlc0¥ar)=S"; <f200::86.2X; ..X:15:1: SO (5.50") LL = 27: pt = 15; -1251.2---3; 50 (1~) <f20D=56-'%; ..X:9X -12S0.9--; so (0.15)

-12411.2--": so (2.50') -1247.9--; so (t.llO")

--1m2-s; so {1.1s1 -1242.9--; so (1.ocj

-1238.2--&. so co.so") -1237.9--; so (o.soj

-1233.2-7: so (1.so") -1232.9--: so (1.00")

-1228.2-~ 50 (2.75") -1227.9--; SO (I.SO")

-1223.2-9; so (1.25") -1222.9--; so (11.63")

--121a.2--10: so (1..SO") --1217.9--; 50 {0.75")

-1213.2--11; 50 (:2.00") -1212.9--; so (1.25")

-1208..2--12; so (1.2.Sj -1w.s--: so (0.75")

-1203.2-13; SQ {1.00j -1202.9-; so (O.SOj

"''

""

""

""

""

""

1190J

Proposed Retaining Wall D Oklohomo City, OK D=wi xxx xxx 1-35/1-240 Interchange Reconstruction r:i.-...i MW, 8; 13

FOVNDATION REPQRT (SHEET 2 OF 4)

lli.ok xxx xxx Sqood• xxxxxxx tli<r: xxxxx

STATE OF OEPARlMENT OF TRANSPORTATION OKLAHOMA -n!Fl<CEHD. 09032 17 ISHITT~D. XX

1260

"''

""

'""

'"'

"" i--1225

t' •u•

1215

1210

L..gn dll', iiddiiil=brnn, _,, iif!, mOlif

Boring Number 0-5 Station: 395+00


Woter eneourrlered 0 6' whna drilUng

-1165.4-2; 6/8/15N=2lU :: 41 : PL= l7;

<f201l=9<1.3le; •X=19"

tiCin dll', Shoiij, 11ddl$11=&lii.,;, riOid, miilif

SIWL 11ify, iid Wlril gray MOmt, moatiiiii!i bord lo ...., hon!, lllOl.t

Eiid Of 60iing

GEO! QGJC STATEMENT

-1264.<i--3: 22/30/ltSN=?f.:: 32; PL= l6;

<f201l=93..!~ -.X=12"

-1259.4--<I: 24

-l::::=sr ~(t,~~) ~~PJ;:'." ~isx -1258.l--; so (0.63"}

-125·U--6t SO (0.75"} -1254.1-; 50 {D.2Sj

-1234.4--10; so (a.so") -1234.1--; so {O.SOj

-1219.4--13: SO (O.SOj ---1219.1---; so (O.SO"}

-1214..4-14; so (0.50") -1214..1-; so (ll.25j

"Division Focr" ofll'le "En<.1neerflg Cla:i:.lflcatlon cf G!ldoijci MaterlaJs•, pcbllshi>d by the Oktahoma Ocpartmoo: <lfT ransport<#lon (ODOT) lndlcat"'3 thatbelow alluvium. the site Is unds~aln by the Henness•y Unit (Phy) In Oklahoma County. The geologic unll is descrlt>ed below. This unit consists of red plat}' to blocky claY shales and mudstom1. The muctstones ara hard and oppoar blocky. Tue red clay shaJe of the Honnosscy Unit ;s choractotb:d by numerous bends of •IM•ks of white or light groan color ranglfl9 from a law Inches to fourleat In thk:ime= The total thlel<nass of the unit Ts about 400 leol The Hennessey Unit outcrops In a 5 to 15 mile nortll-south MM across Gram, G3rlleld, Kingfisher, Logan, canadl:m, Md Okfilho""' Coun~es In Dlvisjon FOUi. Topographlc:illy, the unit Is near lavel to gently rolling and Is ganeraJly grass covered or cultlv<lted.

Boring Number 0-6 Station: 397+00

Offset: 109.5 Ft. Lt. CL 1-240

-1274..&--t: U.:: O; PL:: O; <f:201l=C.1X: •X=7X

"'' -1275

""

'""'""""''''· •sn•oir..c, ""''·"''""'· """'""""""r---11264.8-Wale~ eneounlered 0 13' whUe drllllng

Erid Of bOMli

NOTE:~

•

126Cl.3--

Denotes Split SpMn Tost Denotes Te•os Cone Pendrotor Test ClossHleotlo~ estimate<! from disturbed sompleo. Core somplo onC petrogrophle onoiysls moy rovool other roe~ twos.

1250--i i

"'' -1250.8--7; so (D.25") -1250.S--; Sii (0.19j "" -t2"4S.8-B; SO {1.CICI") -1245.5--: Sii (0.7sj 124Sj

-1235.8--10; so (035") -1235.5--; so (D.50"} '"'

"" -\22S.8--12; 50 {0.75") -1225.S--: so {025") 1225-j

"'' 1' 1215

1210-

-1220.S-ll; SQ (l.7Sj -1220.s--; so (t.25")

-1215.8--14: so (1.00j --12\5.5--; so (D.58j

Proposed RefoinITTg Woll "D" Oklahoma City, OK D""'l" xxx XXX 1-35/1-240 lnterchonge Reconstruetlon Datoil _AAW B/lJ

FOVNDA TION REPQRT IJ>aoi. i xxx xxx (SHEET 3 OF 4) S<i••:l:XXXXXXX

Eriov-: xxxxx STATE OF DEPARTMENT OF TRANSPORTATION

OKL HOMA lOOF!i'CEN{l 090321 SHITTN{LXX

··-·--T---· ··-··"r ,---· - _..r·----i

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f !Iii w~ c;: 00 .,

11 11 11 ll 11 11 ! 111 l l . + <>"' 0 r 0 1

~g-~~~ "" ~~ ~~ ~~ ~~ ~~ ~~~j • ~ .... ii!ii H r T n II .l.t II "T "l'T l "' .i. • .I ..IM .... t~~[~ ;R N 0

•• •• •• •• •• :.'!:gSbl ~ ;;,

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J~ J.,5

.. F 4F"' .. F ~~ ~ ~il II" "" "" g~~gg li:S< ~# ~~ i~~&g ~~ ~~ ~~ -a g-o o

~it> ~it> ~P. ~~~!~ E,0>ij-i;>.Q, • • • "'"'"'~!.!

UUi f "~ -~ . '

a,. T~ A -J WO .. rp .,., )>-j ,!,g_ Im .. 0 ,,

if. <:o 0 ,,,, ~ •o ::r:o g."' ,m 111> g,;o

~:I! ~::I':": g,

a .. g "" O;o § .

~~ ,,,,,

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Retaining Wall "D" Structure 1-35/1~240 Interchange Reconstruction State Job No, 09032(17) Oklahoma City, Oklahoma

GENERAL NOTES


/ llll"'llt."'§11 lrifonnation .. "' .To Build On GENERAL NOTES

Engineering • Consulting • Testing

SAMPLE IDENTIFICATION

The Unified Soil Classification System is used to UNIFIED SOIL CLASSIFICATION SYSTEM

identify the soil unless otherwise noted. ASTM D 2487

60 SOIL PROPERTY SYMBOLS / /

50 N :Standard "N" penetration: Blows per foot x / CH

.J v

~ 40 -Qu :Unconfined Compressive Strength, tsf "C

.: / / I'"

Qp :Penetrometer value, tsf ~ 30 ~ ·- --·---

7 Mc :Water Content, %1 ~ CL / ~ 20 ~· LL :Liquid Limit, 0/o 0: / /

Pl :Plasticity Index, % / MHo OH 10

DD :Natural Dry density, pcf '"L or OL

.sz. :Apparent groundwater levels . 0

- 0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

DRILLING AND SAMPLING SYMBOLS

MOISTURE CONDITION OF COHESIVE SOILS

BS :Bag Sample.

SS :Split Spoon - 1 318" l.D., 2" O.D., except where noted. Description Condition Moisture Content

ST :Shelby Tube - 3" O.D., except where noted.

AU :Auger sample. ru;-;,ence 01

moisture,dusty, Dry a to 10 % TC :Tex as Cone Penetrometer drv to touch DB :Diamond Bit. Damp but no

Moist 10to30% CB :Carbide Bit. visible water

ws :Washed Sample. Visible free water Wet 30 tO 70 Ofo

RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION

DEGREE OF PLASTICITY OF COHESIVE SOILS QUALITY OF ROCK CORE

Degree of Plasticity Index Swell Potential

CORE QUALITY R.Q.D CONDITIONS Plasticity Excellent Quality 90-100% Unweathered

None Oto 4 Verv Low Good Quality 75-90o/o Slightly Weathered

Slight 5 to 10 Low Fair Quality 50 - 75 % Moderately Weathered

Medium 10to20 Low to Medium Poor Quality 25-50% Highly Weathered

High 20 to 40 Medium To high Very Poor Quality < 25 % Completely Weathered

Very High > 40 Very high

TERM (COHESIVE SOILS) TERM (COHESIONLESS SOILS)

CONSISTENCY SPT Qu - (tsf) RELATIVE DENSITY SPT

Very Soft <2 0.00 - 0.25 Very Loose Oto 3

Soft 2 to 3 0.25 - 0.50 Loose 4 to 9

Medium 4 to6 0.50 -1.00 Medium 10 to 29

Stiff 7 to 12 1.00 - 2.00 Dense 30 to 49

Very Stiff 13to26 2.00- 4.00 Very Dense 50+

Hard 26+ 4.00 +

PARTICLE SIZE

Boulders >300mm Coarse Sand 4.75 mm - 2.00 mm Silt Size 0.075 mm - 0.005 mm

Cobbles 300mm- 75 mm Medium sand 2.00 mm - 0.425 mm Clay Size <0.005mm

Gravel 75 mm. -4.75 mm Fine Sand 0.425 mm - 0.075 mm

PSI • 801 S.E. 59th Street • Oklahoma City, Oklahoma 73129 • Tel: (405) 632-8800 • Fax: (405) 631-2180

Documents

A;lt/~-€¦ · This report includes the results of field and laboratory testing, and recommendations for foundation design, ... please inform PSI in writing so that the recommendations