report of geotechnical investigation€¦ · report of geotechnical investigation of the us 259...

.,

RED ROCK. CONSULTING

Report of Geotechnical Investigation

OF THE

US 259 OVER BOKTUKLO CREEK (WIDENING) McCURTAIN COUNTY, OKLAHOMA

SBR-245C(004)SB; 28985(04)

Prepared For:

CP&Y INC. 1000 West Wilshire Boulevard, Suite 224

Oklahoma City, Oklahoma 73116

Attention: Mr. David Neuhauser, PE

Prepared By:

Red Rock Consulting, LLC P.O. Box 30591

Edmond, Oklahoma 73003 ( 405) 562-3328

August 14, 2013 Project No. 13071

•

RJEDJROCJK CONSULT I NG

August 14,2013

CP&Y INC. 1000 West Wilshire Boulevard, Suite 224 Oklahoma City, Oklahoma 73116

Attention:

Re:

Mr. David Neuhauser, PE

Report of Geotechnical Investigation US 259 over Boktuklo Creek (Widening) McCurtain County, Oklahoma SBR-245C(004)SB; 28985(04) Project No. 13071

Dear Mr. Neuhauser,

I am pleased to submit herewith this report entitled "Geotechnical Investigation, US 259 over Boktuklo Creek (Widening), McCurtain County, Oklahoma, SBR-245C(004)SB; 28985(04 )".

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

It has been our pleasure to assist you with this project. Should you have any questions regarding the contents of this report, please contact Red Rock Consulting.

Yours very truly, RED ROCK CONSUL TING, LLC CA No. 5707 Exp. 06/30/15

Kwd;'i,~ Kristi K. Bumpas, PE, LE~ Project Engineer Oklahoma PE No. 23667

REPORT OF GEOTECHNICAL INVESTIGATION

US 259 BRIDGE OVER BOKTUKLO CREEK (WIDENING) MCCURTAIN COUNTY, OKLAHOMA

SBR-245C(004)SB; 28985(04)

PROJECT NO. 13071

INTRODUCTION ........................................................................................................................................ 1

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

FIELD AND LABORATORY INVESTIGATIONS ................................................................................. 2

FIELD EXPLORATION ....................................................................................................... 2 LABORATORY TESTING .................................................................................................... 3

SITE DESCRIPTION .................................................................................................................................. 4

SURFACE CONDITIONS .................................................................................................... 4 SITE GEOLOGY ............................................................................................................... 4 SUBSURFACE CONDITIONS .............................................................................................. 5 GROUNDWATER CONDITIONS .......................................................................................... 6

CONCLUSIONS AND RECOMMENDATIONS ...................................................................................... 7

FOUNDATION RECOMMENDATIONS ........................................................................ 7 ENVIRONMENTAL CONSIDERATIONS ............................................................................................... 8 CLOSURE ................................................................................................................................................... 10

APPENDICES

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

REPORT OF GEOTECHNICAL INVESTIGATION

US 259 BRIDGE OVER BOKTUKLO CREEK (WIDENING) MCCURTAIN COUNTY, OKLAHOMA

INTRODUCTION

General

SBR-245C(004)SB; 28985(04)

PROJECT NO. 13071

This report presents the results of the geotechnical investigation performed for the proposed widening of the four span bridge over Boktuklo Creek southwest of Smithville in McCurtain County, Oklahoma. The purpose of this investigation is to evaluate the subsurface conditions at the site and to provide information pertaining to the geotechnical aspects of the proposed project.

Proposed Construction

The project will include the widening of the four span bridge along the current alignment of US 259, located 6.1 miles southwest of Smithville in McCurtain County, Oklahoma

Scope of Work

The scope of this investigation includes the following:

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

2. Investigation of the subsurface soils by drilling and testing a total of 4 boreholes within the planned project area

3. A laboratory testing program consisting of unconfined compression testing was performed on rock samples

4. Recommendations regarding foundation support for the proposed structure

5. Sustainability recommendations in regard to site construction and construction materials

..

US 259 Bridge over Boktuklo Creek (Widening) SBR-245C(004)SB; 28985(04) RRC Project No. 13071 August 14, 2013

FIELD AND LABORATORY INVESTIGATIONS

Field Exploration

Subsurface exploration was performed July 16, 17, 18, and 22, 2013. The borings were located in the field by a representative of Red Rock Consulting by measuring distances from known site reference points as depicted on plans that were provided by CP&Y. The locations of the borings should be considered accurate only to the degree implied by the methods used to define them.

The subsurface exploration program consisted of drilling 4 borings under the full time supervision of an engineer. Boring B-1 was drilled at the northern abutment and was advanced to a depth of 35 feet. Boring B-2 was drilled to a depth of 46 feet near pier number 3. Boring B-3 was drilled near pier number 2 and was advanced to a depth of 45.5 feet. Boring B-4 was drilled at the southern abutment and was advanced to a depth of 38 feet.

The borings were advanced 30 feet into bedrock using wet rotary drilling methods from an all-terrain mounted CME-75 drill rig equipped with an automatic hammer, with the exception of boring B-4. Boring B-4 was terminated 3 feet into bedrock due to the extreme angle of the drill pipe and casing, which was a result of drilling through the thick layer of cobbles. An additional boring would have been required to advance the core barrel further.

As requested by the client, samples of the overburden materials were not obtained in the borings. Standard Penetration Tests, SPT, in general accordance with ASTM Specifications D-1586, were performed at the surface of bedrock only. After SPT refusal was attained, cores of the bedrock were taken using a double barrel rock coring bit in accordance with ASTM 02113.

The SPT test uses a standard, 2-inch 0.0., split-barrel sampling spoon that is driven into the bottom of the boring with a 140 pound automatic drive hammer that falls 30 inches. The blows per foot, N, is the number of hammer blows required to advance the sampling spoon the last 12 inches, or less, of an 18-inch sampling interval. The N value is used to estimate the in-situ relative density of granular soils, the consistency of cohesive soils, and the hardness of weathered bedrock.

After performing SPT tests and collecting rock cores, the holes were backfilled with grout and cuttings as required by the Oklahoma State Statutes for Geotechnical drilling.

Samples were collected and transported back to the lab for further classification and testing. The final boring logs were developed from the draft logs, observations and test

2


results of the samples returned to the laboratory. The stratigraphic contacts indicated are only for the specific dates and locations reported, and therefore, are not necessarily representative of other locations and times. The boring logs, presenting conditions encountered at each location explored, are included in Appendix A.

Laboratory Testing

As requested by the client, no laboratory testing of the overburden material was performed. Unconfined compression testing (ASTM 05873 - without stress-strain measurements) was performed on select rock core samples.

The results of the unconfined compression tests conducted are shown on the boring logs in Appendix A and are summarized in Appendix B.

3


SITE DESCRIPTION

Surface Conditions

At the time of this investigation, a four span bridge was located along the current alignment of US 259. The bridge was surrounded by small to large sized trees and brush. East of the bridge was the Mountain Fork River and to the west of the bridge were wooded mountains. Running underneath the bridge parallel to the Boktuklo Creek was a county road that was located between piers 2 and 3. Boktuklo Creek was located between piers 1 and 2 and was approximately 100 feet wide and appeared to be deep.

The boring locations of borings B-1 and B-4 were covered with short grass and weeds. The boring locations of borings B-2 and B-3 were covered with wood chips and a dirt road, respectively. The boring locations were relatively dry and level at the time of drilling and the ATV drill rig did not experience difficulty moving around the site.

The surface elevations were determined using differential leveling procedures. The center of the top of the northwest abutment wing wall was used as the benchmark. According to CP&Y, the wing wall had an elevation of 642.8 feet. Based on this benchmark, the elevations of the borings ranged between 614.6 feet and 639.9 feet. All station numbers and offsets are approximate and were estimated from the bridge plans provided by CP&Y. The approximate elevation at each boring location is shown on the boring location diagram and on the boring logs in Appendix A.

Site Geology

Division Two of the "Engineering Classification of Geological Materials", published by the Oklahoma Department of Transportation (ODOT) indicates the project site is underlain by the Jackfork unit (Pj).

This unit consists of alternating hard, buff to gray sandstones and dark gray shales with minor amounts of black siliceous shales which include some thin chert beds. Sandstone is the prevailing rock type.

The Jackfork unit is 5,600 to 6,000 feet thick. The unit appears to thin northwestward toward the frontal Ouachitas because in the vicinity of Wesley, Atoka County, the unit is less than 1, 700 feet thick.

The unit outcrops in Atoka, Choctaw, Latimer, LeFlore, McCurtain, and Pushmataha County of Division 2. This unit is not found north of the Ti Valley Fault.

4


The Jackfork is more resistant to erosion than the underlying Stanley shale, and it forms the steeper slopes and higher portions of the mountains of the Ouachitas. These mountains are rough, rocky, steep-sided, and covered with thick growths of pin and a mixture of deciduous trees. Much of the outcrop area of this unit receives more than 50 inches of rainfall per year. The soils in this area are very acidic (low pH values).

According to the Geologic Map of the "Hydrologic Atlas 8 of Oklahoma," Reconnaissance of the Water Resources of The Tulsa Quadrangle, Northeastern Oklahoma," by Robert B. Morton, U.S. Geological Survey, 1980, indicates that the project site is located on a Alluvium deposit underlain by the Jackfork Group (Pkf) (Pennsylvanian, Morrowan). The deposit and geologic formation are described therein as follows:

Alluvium consists of gravel, sand, silt, and clay, including low terraces about 30 feet abouve channels; thickness, about 50 feet along Little River and 11 O feet along Red River.

The Jackfork Group consistis of sandstone, tan to gray, fine- to coarse-grained, quartzose, with some mica, poorly to well-indurated, quartzitic, has some gray shale and several maroon shales; black, white-speckled Chickasaw Creek Chert is at base; thickness, 1,500 to 6,000 feet or more.

It should be noted that a fault is present within a mile of the proposed bridge. If a ) significant seismic event were to take place in the area. the structure may be damaged if not designed for dynamic loads. Therefore, this should be taken into account when designing the proposed bridge and related structures.

Subsurface Conditions

Information collected during this investigation indicates that the overburden materials consist of various combinations of silt, sand and lean clay that extended from the surface to the top of bedrock, which ranged between 4 and 35 feet in the borings.

The overburden materials were underlain by moderately strong to very strong chert bedrock. The unconfined compressive strength of the chert cores tested in the lab ranged between 5, 130 to 40,040 psi. The rock samples collected from boring B-4 were highly fractured I jointed and were less than 3 inches in length. Therefore, the hardness of rock in B-4 was not tested. The rock depths, hardness and jointing are summarized in Table 1.

Table 1 - Rock Depths, Hardness and Jointing

5


Approximate Approximate Boring Depth Elevation

(feet) (feet)

B-1 4-35 635.9 - 604.9

B-2 16-46 602.3 - 572.3

B-3 14 - 45.5 600.6 - 569.1

B-4 35-38 602.8 - 599.8

Hardness

moderately strong to very strong

very strong

moderately strong to very strong

Jointing

very high jointing to medium jointing



very high jointing to high jointing

Subsurface conditions are described in greater detail on the boring logs in Appendix A Pictures of the rock core samples collected can be found in Appendix C.

Groundwater Conditions

Groundwater conditions were monitored in the borings during drilling and after a delay following drilling operations. The ground water levels are outlined in Table 2 below. It should be noted that groundwater measurements may not be precise due to the nature of wet rotary drilling. Cave in depth can be indicatory of the actual groundwater level.

Table 2 - Approximate Groundwater Levels and Cave-in Depths

After Delay

Boring Delay Water

Elevation Cave In

Elevation Depth Depth (hours)

(feet) (feet)

(feet) (feet)

B-1 96 27 612.9 open B-2 103 8.3 610 open B-3 24 7 607.6 7 607.6 B-4 0 none 24 613.8

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

6


CONCLUSIONS AND RECOMMENDATIONS

FOUNDATION RECOMMENDATIONS

Driven pile foundations can be used to support the bridge abutments and drilled piers can be used to support the interior bents. Recommendations based on AASHTO's LRFD Bridge Design Specifications, 5th Edition, 2010 are presented in the sections below.

H-Piles

The abutments for the proposed triple span bridge can be supported by driven end bearing piles driven to practical refusal in the chert bedrock. Steel H-piles should be used due to their capability to withstand high driving stresses while penetrating the bedrock. According to AASHTO's LRFD Bridge Design Specifications, the nominal resistance of piles driven to point bearing on hard rock where pile penetration into the rock formation is minimal is controlled by the structural limit state of the pile. Pile capacity will depend on the size of the pile and the grade of the steel.

Piles should be driven until enough driving resistance is developed for the design load bearing capacity. The design load bearing capacity should be determined using an appropriate pile driving formula approved by ODOT. Piles should not be driven after practical refusal has been attained. All piles should be installed as per Section 514.04 of ODOT's Standard Specifications for Highway Construction.

The piles can be estimated to be driven to an approximate elevation of 635 and 602 feet near borings B-1 and B-4, respectively, or until practical refusal is achieved. These values are provided in Table 3. It should be noted that actual penetrations may vary from the values presented in Table 3 depending on variations in the site conditions, hammer types and hammer operating efficiency.

a le - - r e es11 n n ormatron T b 3 H P'I D I f

Approximate Approximate Estimated Top of Estimated Tip Boring Station Surface Evaluation Hard Strata Elevation Elevation

(feet) (feet) (feet) (feet)

B-1 1716+16 639.9 635.9 635

39' left of CL

8-4 1712+98

637.8 602.8 602 23' right of CL

It should be noted that the 35 foot thick layer of sand with gravel and cobbles presented) difficulty in placing plumb casing and drill pipe. This layer may be a concern during pile -driving activities as well. Drilled Shafts

7


The interior bents for the proposed bridge can be supported by drilled shafts bearing in the chert bedrock. The following design information is based on the exploratory borings and AASHTO's LRFD Bridge Design Specifications. Bedrock depths are summarized in Table 1 of the Subsurface Conditions section of this report.

Drilled shafts socketed a depth of 1 pier diameter or greater can be designed with an end bearing of 34,815 psi. This end bearing was calculated as per section 10.8.3.5.4c of the AASHTO LRFD Bridge Design Specifications and includes a resistance factor of 0.55. This end bearing is applicable to tightly jointed rock, which is what was predominantly encountered during the field investigation. If conditions are found to be different during construction, please contact Red Rock Consulting for revised end bearing recommendations.

It is assumed that concrete with a minimum 28-day compressive strength of 4,000 psi will be used to construct the piers. Based on this concrete strength, the chert bedrock is of greater strength than the concrete. Therefore, the concrete strength will control the available side resistance. The to..E. 2 feet of the rock should be neglected when calculating side resistance.

A heavy-duty pier drilling rig equipped with a rock auger and a core barrel will be required to penetrate the chert to the desired socket depth.

Casing may be needed to counteract difficulties with sloughing of the cohesionless overburden and fractured chert bedrock. Once the casing is in place, the remaining soils can be removed and the excess water pumped out. Casing is most effective when placed as soon as groundwater, loose soil or wet soil is encountered. Slurry displacement or a combination of casing and slurry can also be used to stabilize drilled shaft walls.

The pier bottoms and sockets should be checked for continuity and to determine that the material is acceptable for support of structural loads and consistent with the material identified in the borings. Loose material should be removed from the pier bottom and the socket should be clean.

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

8


The environmental effect of construction projects is a growing concern in our industry. Some points for consideration of the environment regarding site construction and construction materials are summarized in the following paragraphs. These points should be incorporated into the design and construction of this project for a more environmentally friendly result. The following is only a summary. For a more in-depth discussion on sustainable design and construction, please contact Red Rock Consulting.

Site Construction

SEDIMENTATION AND EROSION CONTROL

Reduce pollution from construction activities by controlling soil erosion, waterway sedimentation, and airborne dust generation. This can be accomplished most efficiently by using seeding or mulching and silt fence.

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

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

Construction Materials

LOCAL MA TE RIALS

Increase the demand for building materials and products that are extracted and manufactured within the region, thereby supporting the use of indigenous resources and reducing the environmental impacts resulting from transportation of materials. Examples of local materials that could be considered in the construction of this project include water, recycled steel, concrete and/or aggregate and sand.

RECYCLED MATERIALS

Reuse building materials and products in order to reduce demand for virgin materials and to reduce waste, thereby reducing impacts associated with the extraction and processing of virgin resources. Examples of recycled materials that could be considered in the construction of this project include recycled steel piles, concrete and aggregate.

9


CLOSURE

The data presented in this report are based on the negotiated scope for this project and site conditions as they existed at the time of the field exploration. It is assumed the conditions encountered in the exploratory borings are representative subsurface conditions within the study area.

This report was prepared for the exclusive use of CP& Y, ODOT and their agents and consultants. It should be made available to prospective contractors for information and factual data only and not as a warranty of subsurface conditions similar to those interpreted from the boring logs or discussions presented herein.

10

APPENDIX A

O Benchmark: Center of top of the NW abutment wlngwall AppK. Station= 1716+10

~~~ti~~~~:;lg~.

' BM elevation provided by CP&Y

0 0

j: ;;:::

~-'~:-;0fW!';?-p::-~~~=-JJ~ -

APPROXIMATE BORING LOCATIONS AND ELEVATIONS Boring Station

Offset from Elevation CL US 259

B·1 1716+16 39' 1eft 639.9'

B·2 1715+45 29' right 618.3'

B-3 1714+85 23' left 614.6'

B-4 1712+98 23' rlghl 637.8'

/ /

REDJROCK CONSULT I NG

P .0. Box JOS91 Edmcnd, OUJhcma 7l00l

Phc:Joeo: (405l 562.J.l23 BORUIG LOCATION DIAGRAM

US 259 BRIDGE OVER BOKlUKLO CREEK (l'~DENING)

SOR-245C{004)SB; 28985(04) McCURTA[!i.J;QUN OKLAHOML

~c; .. t lliy': JT\I Pt¥rt ~ 13071

,..,.., "" JTU

I-0 Cl

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JR.ED JROCK 7042 Highwater Circle, Suite B C 0 N S U L T I N G Edmond, Ok 73034

BORING NUMBER B-1 PAGE 1 OF 1

CLIENT CP&Y Inc

PROJECT NUMBER 13071

PROJECT NAME US 259 Bridge Over Boktuklo Widening

PROJECT LOCATION McCurtain County, Oklahoma

DATE STARTED -'7,_,_/1_,_,8=-/1=3 ___ _ COMPLETED -'7,_,_/_,_,18,,_/1_,_,3,_ __ _ GROUND ELEVATION 639.9 ft HOLE SIZE _,6,,_,i'""n _ _ ___ _

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

DRILLING METHOD _W"'-'-"'e~t R'-'o=t=arv_,__ ___________ _ _ DURING DRILLING -'n=/=a ___ _ _ _________ _

LOGGED BY JTU CHECKED BY _,K_,,_K=B'----

NOTES SBR-245C(004)SB; 28985(04)

.!.96 hrs AFTER DRILLING 27.0 ft I Elev 612.9 ft -='-'=-'-'--'--=-""---=--'==-=-------~

:r: I- ~ O..i!:: w~

0

0

·. ·· .....

·····.·.

.Y.

Cave In Depth _o===n ____ _________ __ _

MATERIAL DESCRIPTION

SILTY SAND wjth GRAVEL and COBBLES, brownish yellow (10YR 6/6)

Q:IJ;,fil with thin beds of black siliceous shale, light gray (N7) to grayish black (N2), fine grained, siliceous, thick to very thick bedded, very high to medium jointing (angular and

vertical), fine, moderately to very strong 5' -- Compressive Strength = 26,530 psi

11' -- Compressive Strength = 31,000 psi

16.5' -- Compressive Strength= 39,700 psi

22.5' -- Compressive Strength = 5, 150 psi

26' -- Compressive Strength= 7,010 psi


Boring Termination Depth= 35 feet Boring Completed 7/18/13 and Grouted 7/22/13

lJ.J a.. ~ (/) s I-lJ.J oz __J __J:::i a.. mo ::;'? () <( (/)

50/3" Total=

35" Rec=

RC 58.3% RQD= 45%

Total= 60"

Rec= RC 100%

RQD= 70%

Total= 57.8"

RC Rec= 96.3% RQD= 62.5% Total =

58" RC Rec=

96.7% RQD= 59.2% Total=

51" Rec=

RC 85% RQD= 65.8% Total= 55.5" Rec=

RC 92.5% RQD= 82.5%

w~ o::~ :::i I-1-Z UJw -1-Oz ::=?0

()

ATIERBERG LIMIT

~ - x ~LJ.J 1-o UJz ~ -a..

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RJE:Il) R O CK 7042 Highwater Circle, Suite B C 0 N S U L T I N G Edmond, Ok 73034

BORING NUMBER B-2

CLIENT CP&Y Inc



PROJECT LOCATION McCurtain County. Oklahoma

PAGE 1 OF 1

DATE STARTED _7'-'-/_,__,17_,_/1=3'----- COMPLETED _7'-'-/_,_,18"'-/1,_,3,_ __ _ GROUND ELEVATION 618.3 ft HOLE SIZE --'6"--'i"-"-n ___ _ _ _

DRILLING CONTRACTOR DSO - Drilling Ser.foes of Oklahoma GROUND WATER LEVELS:

DRILLING METHOD _W'-'-"et'"'R...::o""ta=ry_,__ _______ _ ____ _ DURING DRILLING -'n'-"/=-a _______ _ ______ _

LOGGED BY JTU CHECKED BY -'K~K=B~--

NOTES SBR-245C(004)SB; 28985(04)

~103 hrs AFTER DRILLING 8.3 ft I Elev 610.0 ft -=-"--'-'"--==.:.-=--==-~------~

0

5

Cave In Depth ....:O="'-n ___ _______ _____ _


:: :· .::. SILTY SAND with GRAVEL and COBBLES, brownish yellow (10YR 6/6)

.. ~ . ·: ... :··:·.· . . · •' ...

: .·. :· :: .:: ·.·· .. ·

SANDY CLAY, brown (10YR 4/3)

CHERT with thin beds of black siliceous shale, light gray (N7) to grayish black (N2), fine grained, siliceous, thick to very thick bedded, very high to medium jointing (angular and

vertical), very strong

22.5' -- Compressive Strength = 25,990 psi



37.5' -- Compressive Strength= 37,450 psi


w a.. ~ w _J

a.. 2 <!'. (/)

SPT

RC

RC

$~ o=> alg

7 11

50/3.5" Total=

10" Rec= 16.7% ROD=

0% Total= 38.5" Rec = 64.2% ROD= 11.7% Total =

RC 36" Rec = 60%

RQD= 15%

Total = RC 38"

Rec = 63.3% RQD= 6.7%

RC

Total = 54.8" Rec= 91.3% RQD= 54.6% Total=

RC 59.8" Rec= 99.6%

l--------------'-45~·~5----C~om"-'l._es'-'-si~ve=--=-St~re~n~g~th~=-3~3~,5~5~0~ps~i ______ __Jr-+-----t~~~% Boring Termination Depth = 46 feet

Boring Completed 7/18/13 and Grouted 7/22/13

ATTERBERG I-

w~ LIMI z w

a::~

~ I-

:::> I- (.) z ~ 1--Z Q1-- i= !:: -x 8 ~ (l)w ~w -1-- :::>- (/)2 oz a~ t--o (/)

::2 0 ::J _J ::s ::J (l)z w ::s-(.) a.. z a.. u::

REDJ> ROCK 7042 Highwater Circle, Suite B C 0 N S U L T I N G Edmond, Ok 73034

BORING NUMBER B-3 PAGE 1 OF 1

CLIENT CP&Y Inc




DATE STARTED 7/16/13 COMPLETED --'7'-'-/_,_,16"-/1,_,3,___ _ _ _ GROUND ELEVATION 614.6 fl

GROUND WATER LEVELS:

HOLE SIZE ....:6~in'--------

DRILLING CONTRACTOR DSO - Drilling Services of Oklahoma

DRILLING METHOD _W,_,_,,_et,__,R_,,o,,,,ta,,,_ryi_ _ ___________ _

LOGGED BY JTU CHECKED BY ....:l=<K=B,__ __ _

'SL DURING DRILLING ....:2:::.:..0:::...:.>.ft_,_/ =El""ev.:....6,,_1,_,,2""'.6'--'f-'--t - ------ - -

.Y24 hrs AFTER DRILLING 7.0 ft I Elev 607.6 ft -'--'""-'-''-'--'==-'--'=-'-"'--'-'------ ---

NOTES SBR-245C(004)SB; 28985(04) 'Sl Cave In Depth 7.0 ft I Elev 607.6 ft

0


SILTY SAND with wood chips and other organic debris, dark brown (10YR 3/3)

SIL TY SAND wjth GRAVEL and COBBLES, brown (10YR 4/3)

SIL TY CLAYEY SAND, grayish brown (10YR 5/2)

gf§ll with thin beds of black siliceous shale, light gray (N7) to grayish black (N2), fine grained, siliceous, thick to very thick bedded, very high to medium jointing (angular and

vertical), moderately to very strong 14' -- Compressive Strength= 27,100 psi zo. c-

,) I '°L"1 \i_ I 18' -- Compressive Strength= 31,400 psi

22.5' - Compressive Strength = 40,040 psi

27'-- Compressive Strength= 5,130 psi

34.5' - Compressive Strength= 7,080 psi

) \ 8.\ b5 \ISi

40 -- Compressive Strength = 29,250 psi

w a. ~

(/)

31-w oz _J _J ::> a. mo :2 0 <{ (/)

50/1.5"

Total= 60" R~=

RC 100% RQD= 29.2% Total= 50.5" R~=

RC 84.2% RQD= 23.3% Total= 48.5" R~=

RC 80.8% RQD= 35%

Total= 50.3" Rec=

RC 83.8% RQD= 40.8% Total=

53" Rec=

RC 88.3% RQD= 74.2% Total= 58.8"

~/1 ~ S°~ RC 97.9%

)

R~=

45' -- Ccimpressive Strength = 25,580 psi

1

\ ,....-+-~-"'~~=g"-'%"'-1: Boring Termination Depth= 45.5 feet

Boring Completed 7/16/13 and Grouted 7/18/13

w~ Cl:'.~

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ATIERBERG LIMIT

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RJE][) ROCK 7042 Highwater Circle, Suite B C 0 N S U L T I N G Edmond, Ok 73034

BORING NUMBER B-4

CLIENT CP&Y Inc




PAGE 1 OF 1

DATE STARTED _7'""/2,,..2"-/1~3'----- COMPLETED --'7'""/2,,,2,,,_/1-'"'3'------ GROUND ELEVATION 637.8 fl HOLE SIZE --'6~i~n _____ _

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

DRILLING METHOD _w:...:..:<et:....:R-"o""ta~ry_,_ ___ ________ _ _ DURING DRILLING _n!..!!/""-a ____________ __ _

LOGGED BY KKB CHECKED BY --'J""-'T-"'U'--- -

NOTES SBR-245C{004)SB; 28985(04)

.!.none hrs AFTER DRILLING --"'O.~O-"ft'-'-/_,,E,,_,le'--"v-"6""3"'"'7.~8-"ft,__ _____ _ _

I u

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'51.- Cave In Depth 24.0 ft I Elev 613.8 fl


SILTY SAND wjth GRAVEL and COBBLES, brownish yellow (10YR 5/6) to brown (10YR 5/3)

(possible fill material)

UJ Q..

~ (/)

5 1-UJ oz ...J ....1 :::l Q.. mo ::? 0 <( (/)

SPT 18

SPT 55

0.. ::0

~ 35 -~:: '.. ·.. gjEfil with thin beds of black siliceous shale, light gray (N7) to grayish black (N2), fine SPT 50/1 6" ~ ~ grained, siliceous, thick to very thick bedded, very high to high jointing (angular and vertical), RC To

2t4a), =

~ very fractured w ""1U~'4-------------------------------+---1Rec= <.!> Boring Termination Depth = 38 feet 66.7% g Boring Completed and Grouted 7/22/13 ROD=

~ 0%

w z ::0 ::::i -'

8 r

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ATIERBERG I-

w~ LIMITS z UJ

o:::~

~ I-

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z 1-Z Q1- f= !::: - x 8~ (/) UJ ~UJ -I- :::i - (/) ::? t-o oz a~ (/)

:;?0 :::;...J :5:::; (f)z UJ :) -0 Q.. z Q.. u::

§ <.!>L._ _ _J_ _ _J_ __________________ ___________ ..1-_ _._ _ _ ._ _ __.___..1-_ _._ _ __.___~

APPENDIXB

LABORATORY SERVICES REPORT Report Number: Service Date: Report Date:

03136300.0006 08/06/13 08/08/13

lrerracon Task: 13071 US 259 Bridge over Boktuklo Creek (Widening)

4701 N Stiles Ave. Oklahoma City, OK 73105 405-525-0453

Client Red Rock Consulting, Inc. Attn: Kristi Bumpas P.O. Box 30591 Edmond, OK 73003

Project In House Lab work for Red Rock Consulting In House Oklahoma City, OK

Pro· ect Number: 03136300

Nineteen core samples were delivered to our laboratory by a Red Rock Consulting Inc. representative on 7/29/2013 and have been tested for Unconfined Compressive strength as per ASTM D-7012 Method C, as requested via the Chain of Custody form that accompanied the samples. Please find the test results attached.

Services:

Terracon Rep.: Reported To: Contractor: Report Distribution: (1) Red Rock Consulting, Inc.

Reviewed By:

Laboratory Supervisor The tests were performed in general accordance with appllcable ASTM, MSHTO, or DOT test methods. This report Is exclusively for lhe use of the client indicated above and shall not be reproduced except in full without the written consent of our company, Test results transmitted herein are only applicable to the actual samples tested at the locat!on(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials.

BCOOOI, 10-25-10, Rcv.9 Page 1 of I

13071

Bl s 2.053 4.032 2.0 1.0 76 26530 182.9 1.00 Dark Grny Limestone

II 2.054 4.025 2.0 1.0 76 31000 213.7 1.00 Dark Gray Limestone

16.S 2.053 4.022 2.0 1.0 76 39700 273.8 1.00 Dork Gray Limestone

22.5 2.050 3.999 1.0 1.0 76 5150 35.5 LOO Dark Gray l.imestone

26 2.053 4.012 2.0 1.0 76 7010 48.4 1.00 Dark Gra)' Limesione

31 2.052 3.984 1.9 1.0 76 28950 199.6 0.99 Dark Gray Limestone

B2 22.5 2.037 4.051 2.0 1.0 76 2.5990 !79.2 1.00 Dork Gray Limestone



37.S 2.0.50 4.023 2.0 1.0 76 37450 258.2 1.00 Dark Groy Limestone

45.5 2.053 4.061 2.0 1.0 76 33550 231.3 1.00 Dark Gray Limcstomi


BJ 14 2.035 4.072 2.0 1.0 76 27100 186.9 1.00 Dark Gray Limestone

18 2.040 3.992 2.0 1.0 76 31400 216.6 1.00 Dark Grar Limestone

22.5 2.046 4.038 2.0 1.0 76 40040 276.1 1.00 Dark Gray limestone

27 2,043 3.734 1.8 1.0 76 5130 35.4 0.98 Dark Gray limestone

34.S 2.046 4.038 2.0 1.0 76 7080 48.8 1.00 Dark Gray Limestone


45 2.051 4.038 2.0 1.0 76 25580 176.4 1.00 Dark Gmr Limestone

*Desirable specimen length to diameter ratios are between 2.0:1 and 2.5:1. Laboratoty specimen length to diameter ratios must be employed with proper judgment in

engineering appflcatlons.

APPENDIXC

.. .

US 259 Bridge over Boktuklo Creek (Widening) 28985(04) RRC Project No. 13071 August, 2013

ROCK CORE PHOTOGRAPHS

JR(JEID> JR((())<CK CONSULTING

Photo# 1 Run 1 of boring B-1 was from 4 to 5 feet. Run 2 of boring B-1 was from 5 to 10 feet and had a recovery of 58.3% and RQD of 45%. Run 3 of boring B-1 was from 10 to 15 feet and had a recovery of 100% and RQD of 70%.

Photo# 2 Run 4 of boring B-1 was from 15 to 20 feet and had a recovery of 96.3% and RQD of 62.5%. Run 5 of boring B-1 was from 20 to 25 feet and had a recovery of 96.7% and RQD of 59.2%.

1



JRJE]]) ROCK CONSULTING

Photo# 3 Run 6 of boring B-1 was from 25 to 30 feet and had a recovery of 85% and RQD of 65.8%. Run 7 of boring B-1 was from 30 to 35 feet and had a recovery of 92.5% and RQD of 82.5%.

2

.. ..



RJE]]) R<OCK CONSULTING

Photo# 4 Run 1 of boring B-2 was from 16 to 21 feet and had a recovery of 16.7% and ROD of 0%. Run 2 of boring B-2 was from 21 to 26 feet and had a recovery of 64.2% and ROD of 11 .7%. Run 3 of boring 8 -2 was from 26 to 31 feet and had a recovery of 60% and ROD of 15%. Run 4 of boring B-2 was from 31 to 36 feet and had a recovery of 63.3% and ROD of 6. 7%.

Photo # 5 Run 5 of boring 8-2 was from 36 to 41 feet and had a recovery of 91 .3% and ROD of 54.6%. Run 6 of boring B-2 was from 41 to 46 feet and had a recovery of 99.6% and ROD of 81.3%.

3

"'·



RJE]:IJ) ROCK CONSULTING

Photo# 6 Run 1 of boring B-3 was from 14 to 15.5 feet. Run 2 of boring B-3 was from 15.5 to 20.5 feet and had a recovery of 100% and RQD of 29.2%.

Photo # 7 Run 3 of boring B-3 was from 20.5 to 25.5 feet and had a recovery of 84.2% and RQD of 23.3%.

4



JRJEllJ> ROCK CONSULTING

Photo # 8 Run 4 of boring B-3 was from was from 25.5 to 30.5 feet and had a recovery of 80.8% and RQD of 35%. Run 5 of boring B-3 was from was from 30.5 to 35.5 feet and had a recovery of 83.8% and RQD of 40.8%.

Photo # 9 Run 6 of boring B-3 was from was from 35.5 to 40.5 feet and had a recovery of 88.3% and RQD of 74.2%. Run 7 of boring B-3 was from was from 40.5 to 45.5 feet and had a recovery of 97.9% and RQD of 63.3%.

5

..



JRJEID> ROCK~ CONSULTING

Photo # 1 O Run 1 of boring B-4 was from was from 35 to 38 feet and had a recovery of 66. 7% and RQD of 0%.

6

APPENDIXD

RJE]]]) JR<())([j ~ CONSULTING GENERAL NOTES

The Unified Soil Classification System is used to identify the soil unless otherwise noted.

UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D 2487 0

7

6

0 I row plna,lclly ~- ___, high p !ntic;:fty

V-o - -

0 / --pla.s!ldly

lnrtnx 4

,o~-.,,..,...,/

/ o - - CH / --- - -0

//' - - -- -

01-. OL v MHnndQH b

/ v

h --- 01 M> ,. Ml.Clnd --- ; QL" ·o v •v ccr-·c e,-i,o- ''"' l ,u ... o

ltqoldllmll

b Distinguishing be tween Mand 0 dassiOcations requires identifying organic components by observaUon, odor, or other testing.

SOIL PROPERTY SYMBOLS N Standard "N" penet ration: Blows per foot Qu Unconfined Compressive Strength, tsf Qp Penetrometer value, tsf Mc LL Pl DD

'I

Water Content, % liquid limit,% Plasticity Index, % Natural Dry density, pcf Apparent groundwater levels

DRILLING AND SAMPLING SYMBOLS BS Bag Sample SPT Split Spoon -1 3/8" l.D., 2" O.D., except where noted ST Shelby Tube - 3" O.D., except where noted AU Auger Sample TC DCP

Texas Cone Penetrometer Dynamic Cone Penetrometer

RELATIVE DENSITY AND COSNISTENCY CLASSIFICATIONS

Maj or Div isions Group Typical Names Symbol

Clean GW Well-graded gravels and gravel-sand mixtures, little or no fines

Gravels Gravels GP Poorly graded gravels and gravel-sand mixtures, little or no fines 50% or more of course fraction retained

on the No. 4 sieve Gravels GM Silty gravels, gravel-sand-silt mixtures Course- with

Grained Soils Fines GC Clayey gravels, gravel-sand-clay mixtures More than 50% retained on the Clean SW Well-graded sands and gravelly sands, little or no fines No. 200 sieve

Sands Sands SP Poorly graded sands and gravelly sands, little or no fines 50% or more of course fraction passes

Sands SM Siity sands, sand-silt mixtures the No. 4 sieve with Fines SC Clayey sands, sand-clay mixtures

ML Inorganic silts, very fine sands, rock four, silty or clayey fine sands Si lts and Clay s

CL Inorganic clays of low to medium plasticity, gravelly/sandy/silty/lean clays Fine-Grained Liquid Limit 50% or less Soils OL Organic silts and organic silty clays of low plasticity

More than 50% passes the MH Inorganic silts, mlcaceous or dlatomaceous fine sands or silts, elastic silts

No. 200 sieve Silts and Clays CH Inorganic clays or high plasticity, fat clays Liquid Limit greater than 50% OH Organic clays of medium to high plasticity

Highly Organic Soils PT Peat, muck, and other highly organic soils

.fJ:l:f.ix.:. G = Gravel, S =Sand, M =Silt, C =Clay, O = Organic .5.ll1lliL; W = Well Graded, P = Poorly Graded, M =Silty, L =Clay, Ll < 50%, H =Clay, LL> 50%

DEGREE OF PLASTICITY OF COHESIVE SOILS COHESIVE SOILS QUALITY OF ROCK CORE Degree of Plasticity

Swell Potential Plast icity Index

CONSISTENCY SPT Qu-(tsf) CORE

R.Q.D. CONDITIONS QUALITY

None Oto4 Very l ow

Slight 5 to9 Low

Very Soft <2 0.00 - 0.25 Soft 2 to 4 0.25 -0.50

Excellent 90-Unweathered

Quality 100%

Medium 10to19 Low to Medium Medium Stiff s to8 0.50-1.00 Good Quality 75 - 90% Slightly Weathered

High 20 to39 Medium to High Very High 40+ Very High

Stiff 9to14 1.00- 2.00 Very Stiff 15 to 30 2.00-4.00

Fair Quality 50 - 75% Moderately Weathered

Hard 31+ 4.00+ Poor Quality 25-50% Highly Weathered

MOISTURE CONDITION OF COHESIVE SOILS

Description Condition Moisture Content

COHESION LESS SOILS

RELATIVE DENSITY SPT

Very Poor <25%

Completely Qualitv Weathered

PARTICAL SIZE

Absence of DESCRIPTION SIZE moisture, dusty, Dry Oto 10% dry to touch Damp but no

Moist 10 to 30% visible water

Very Loose <4 Loose 4to10 Medium Dense 11to30 Dense 31 to so

Boulders 11.81 in. Cobbles 2.95 in. Gravel 0.19 in. Course Sand 0.08 in.

Visible free water Wet 30to70% Very Dense 51+ Medium Sand 0.02 in. Fine Sand 0.003 in. Slit 0.0002 in.

report of geotechnical investigation€¦ · report of geotechnical investigation of the us 259...

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