S01 Amendment 01 Geological Investigative Report.pdf

United States Department of Agriculture

Natural Resources Conservation Service

Final Geologic Investigation Report For

ARS Field Station Woodward County, Oklahoma

September 2012

USDA- Natural Resources Conservation Service,100 USDA- Suite 206, Stillwater, Oklahoma 74074-2655

U.S. DEPARTMENT OF AGRICULTURE

NATURAL RESOURCES CONSERVATION SERVICE

NRCS-OK-376A

REV. 2-11

DETAILED GEOLOGIC INVESTIGATION OF DAM SITES

GENERAL

Watershed or Main Stream

Beaver River Subwatershed or Stream

Spring Creek County

Woodward State

OK

Site Name or Number (No.)

ARS Southern Plains Range Field Station Lake Dam Site Group

N/A Structure Class

C - High Hazard Fund Class

N/A Location: Lat. 36.4275°, Long. -99.4231°

Sec. 35, T23N, R21W Equipment Used

CME 750

SITE DATA

Drainage Area Size (sq. miles)

14.4 Sq. Miles 9,216 acres

Type of Structure

Compacted Earth Fill Purpose

Irrigation and Recreation Direction of Valley Trend (downstream)

North Maximum Height of Fill

33 feet Length of Fill

950 feet Est. Volume of Compacted Fill Required

New Construction: N/A yards; Rehabilitation: Approx. 38,000 yards

SURFACE GEOLOGY AND PHYSIOGRAPHY

Physiographic Description

High Plains / Western Red- Bed Plains

Topography

Flat to Gently Rolling Attitude of Beds (Local Dip) N/A

Strike Dip

Steepness of Abutments Left: 6 %, Right: 6 % (As-Built Data)

Width of Floodplain (@ centerline of dam)

N/A feet

Introduction:

This geologic investigation (GI) was conducted in support of the engineering design being completed for the rehabilitation of United States Department of Agriculture (USDA) Agriculture Research Service (ARS) Field Station Dam for Southern Plains Range Research Station in Woodward, Oklahoma. This structure has been classified as “high hazard”, and requires rehabilitation to bring it into compliance with current high hazard criteria. This GI was planned around the upgrades proposed in an Investigative Study and Evaluation Report performed by Schnabel Engineering.

This GI was conducted in accordance with 210-National Engineering Manual (NEM) Part 531 Geology, and the procedural guidance of the National Engineering Handbook (NEH) Part 631, Chapter 2 Engineering Geologic Investigations. All applicable NEH, technical documents (TR), and forms (or like documents) were used.

The available GI data depicted in the as-built drawings was reviewed prior to planning the field investigation of this GI.

The field investigation for this GI, drilling and sampling, was conducted February 14 through 28, 2017. All drilling and plugging was completed per Oklahoma Water Resources Board (OWRB) requirements for geotechnical drilling. Samples were delivered to the NRCS National Design, Construction and Soil Mechanics Center (NDCSMC) in Lincoln, Nebraska on March 23, 2017. Cone Penetration Tests (CPT)/Seismic CPT were also performed in conjunction with this GI at the time of field investigations; details are provided below.

NRCS-OK-376A

REV. 2-11

General Geology of Site:

The site is located at the boundary of the High Plains geomorphic province (a part of the Interior Plains physiographic province), defined as mostly a flat upland surface on Tertiary and Pleistocene alluvial and windblown sands. Contains some sand dunes and playas; deeply dissected along rivers and major streams. Bordering this province to the east is the Western Sandstone Hills province, defined as slightly lithified, nearly flat-lying Permian red sandstones form gently rolling hills cut by steep-walled canyons. This site seems to be located within a “transition zone” of the two provinces, favoring the characteristics of the High Plains.

The Rush Springs Formation is noted as the underlying formation of the area. It is Permian in age and consists primarily of orange-brown fine-grained sandstone, commonly cross bedded, with some interbedded red-brown shale, silty shale, and gypsum beds. Where outcropping, it is variably weathered with most surface exposures being poorly cemented, very soft to moderately soft, and friable. The cement is primarily calcareous; when leached out, its residual soil, and eroded sediment, is typically a silty sand (SM per the Unified Soil Classification System - USCS), clayey sand (SC), and, where shale or shaly, a lean clay (CL) and/or lean silt (ML). Gypsum, as stated above, can be found in the upper third portion of the Rush Springs formation.

The alluvial and colluvial soils within the valley floor consist of much sandier soils, being mostly sand. According to the 2002 Geologic Map of the Woodward Quadrangle, the surficial geology of the site is Holocene aged alluvium deposits, defined as unconsolidated sand, silt, clay, and gravel in stream and river channels on modern flood plains. The alluvial/colluvial soils consist primarily of well sorted sands (SW), lean clays (CL), lean silts (ML), clayey sands (SC), and silty sands (SM), and/or combinations thereof. Several buried soil horizons were logged during the drilling.

According to the USGS 2014 Seismic Hazard Maps, and the online deaggregation modeling tool, the output for the site provided a Peak Ground Acceleration (PGA) of 0.038 which is at the surface of competent rock. An amplification factor was applied to this PGA to get a PGA for the ground surface at this site. The site is determined to be Site Class D and an amplification factor of 1.6 is applied to the PGA of 0.038. This resulted in a PGA of 0.0608 (rounded PGA to 0.06). Since this PGA is less than 0.07 further analysis was not warranted for this site based on the latest drafts of TR-60 and the seismic manual. If the amplified PGA had been greater than 0.07, then a more in depth seismic analysis would have been warranted, including examining the liquefaction potential of the soils. An investigation of seismic impact will also be included in the soil mechanics report (SMR) provided by the NDCSMC in Lincoln, Nebraska. Supporting documents are included in Appendix D. No known faults underlie the site.

NRCS-OK-376B

REV. 2-11

FEATURE: Centerline of Dam

BORING PROGRAM

Equipment Used Number of Holes Number of Samples Taken

Undisturbed Disturbed Exploration Sampling (type) Large Small

CME 750 0 11 1 0 116

Total 0 11 1 0 116

SUMMARY OF FINDINGS

A total of eleven (11) borings were completed along the centerline of the dam; borings 001 through 011. Borings 010 and 011 were advanced within the existing auxiliary spillway placing them within the footprint, along the centerline, of the proposed embankment expansion. 006 was drilled in conjunction with the principal spillway foundation investigation for the proposed alignment and will be discussed further in that section of this report. Figure 2, and Sheet 1 in Appendix C show the boring locations relative to the structure and its appurtenances. Table 1 provides additional location and elevation details.

The GI sheets in the as-built drawings (Appendix F) provided limited information on the foundation beneath the existing dam. Because of this, a more extensive boring plan was developed to define the geologic conditions across the site. Shown was the general profile of the existing dam and the pre-construction ground surface.

Borings 001 through 011 were used to generate the centerline of dam profile and to define the underlying conditions existing beneath the embankment (Appendix C). The profile shows how the bedrock lies beneath the existing structure.

The approximate steepness of the abutments, is defined by this profile.

All drilling was conducted with a Central Mine Equipment (CME) 750X all-terrain capable rotary auger drill rig. Hollow-stem augers, with an outer diameter of 6.5”, 4.25” inner, were used while drilling through the compacted fill of the existing embankment. Sampling in borings was conducted at 5’ intervals using 24” splitspoon samplers down to 1 times dam height from original ground elevation. Because the drill rig was not set up for continuous sampling to work in conjunction with SPT, continuous sampling was not utilized as drilling proceeded; SPT was the means of sample collection. Table 2 shows the completion summary and how each boring was sampled (i.e. solid flight auger, hollow stem auger/SPT, or Hand Auger) and the footage. Appendix B contains the sample inventory showing the intervals sampled, methods of collection, and SPT blow counts where conducted.

The dam’s embankment appears to have been constructed on top of a “V” shaped valley of red sandy shale filled with saturated alluvial sand deposition. The embankment was constructed with compacted borrow material excavated from downstream along the channel and upstream in the pool area along the original channel. Some of the embankment material used may have been excavated from the existing auxiliary spillway. A January-1938 map of the site indicates the location of borrow areas but does not provide log information or intended use of the material.

The embankment is planned to be extended through the existing auxiliary spillway to the west abutment, eliminating its use. The existing auxiliary spillway will be replaced with a roller compacted concrete (RCC) auxiliary spillway placed over the middle of the embankment along the alignment of the original stream channel.

The centerline boring program in this GI identifies the embankment as constructed with a sandy clay material for the core and upstream slope, armored with rip-rap wave protection. The downstream slope is constructed with sand layered with rip-rap armor. From this investigation, the embankment was constructed of a wide range of materials. The upstream slope and core appears to consist primarily of lean clays (CL), silty clays (ML-CL), and sandy clays (SC). The downstream slope appears to be constructed of a well-sorted fine sand (SW) to a poorly-sorted sand (SP). The embankment appears to range from soft to very stiff based on Standard Penetration Tests (SPT) taken while splitspoon sampling.

Cone Penetration Tests (CPT) were conducted along the centerline holes of 004 and 006 to correlate and confirm the data being gathered by the SPT. This data is contained in Appendix E.

NRCS-OK-376B

REV. 2-11

Table 3 shows all water levels recorded during drilling and static water levels across the site. Photos in Appendix-A show a limited representation of the fill materials used for constructing the embankment and in situ soils across the site. It appears that the embankment was constructed directly on top of alluvial sands.

Bedrock was described in the general geology above. The shale is red, blocky, highly weathered, soft, and silty/sandy. No core drilling and no RQD values were utilized/applicable during this investigation due to the highly weathered and soft nature of the shale. All drilling operations were performed with hollow stem and solid flight augers. When saturated, the shale loses its “rock like” structure and becomes a CL-ML consistency.

For each of the following features discussed under the summary and findings of the boring program, the following appendix information applies:

Appendix A contains the boring information. All field logging was recorded on U.S. Army Corps of Engineers Forms 1836; these were scanned and provided in log form. Sampling was photo documented, and all pertinent photos were provided with the sample inventory so sample conditions as they were collected could be reviewed during SMR analysis if needed. The entire photo record is available electronically and saved in the GI_SMR file.

Appendix B contains the sample inventory submitted to the soil mechanics lab in Lincoln. The Excel spreadsheet was prepared in-lieu of using NRCS Form ENG-354, and includes the field classification and standard penetration test (SPT) blow counts applicable to each interval.

Appendix C contains the site plan and profiles generated under this GI.

Appendix D contains seismic data generated as a part of this investigation.

Appendix E contains a copy of the CPT data/results generated during the field investigation.

Appendix F contains the bibliography, NRCS Web Soil Survey data generated for this site, and the 1938 as-built drawings.

NRCS-OK-376B

REV. 2-11

FEATURE: Downstream Toe / Foundation / Proposed RCC Auxiliary Spillway

Exploration Sampling (type) Large Small

CME 750 10 1 0 94

Hand Auger 5

Total 5 10 1 0 94

A total of fifteen (15) borings were utilized to gather downstream toe and foundation data. Borings 202, 205, 207, 209, and 210 were utilized to gather information within the footprint of the proposed roller compacted concrete (RCC) auxiliary spillway as well as the downstream toe/foundation (Figure 2, and in Appendix C). Borings 401 and 402 were set within the existing auxiliary spillway and were utilized to characterize the foundation/toe of the embankment expansion and a possible source of borrow. Borings 302 and 303 were planned for the principal spillway foundation investigation and will be discussed further in the principle spillway section of this report as well. Boring 808 was coordinated with the downstream toe/foundation alignment to address the phreatic surface conditions of the groundwater and to look for possible borrow for the embankment expansion. Three borings (205CPT, 207CPT, and 303CPT) were advanced along the toe to gather data for CPT testing. and foundational analysis. Table 1 provides additional location and elevation details. Table 2 shows the completion summary; how drilled and sampled; and, total footage.

Two additional borings (1001 and 1002) placed on the slopes of the embankment were advanced with a hand auger to confirm as-built data with the material used for the construction of the embankment. The hand auger borings were located just north and south of boring number 005 and were advanced to a depth of 8 feet. The south slope is confirmed to be constructed with the same material as the core and the north slope is constructed with a well sorted sand (SW).

Sampling in the foundation materials was conducted at 2.5’ intervals using splitspoon samplers where possible. Upon reaching heaving sand conditions, wash drilling was utilized and sampling was switched to 5’ intervals. Sampling with a continuous sampler was not an option given the setup of the drill rig utilized for this investigation. No undisturbed samples were collected due to alluvium sand conditions and sample not staying in the Shelby tube sampler during extraction. The sample inventory in Appendix B shows the intervals sampled, methods of collection, and SPT blow counts where conducted.

According to the NRCS Web Soil Survey (Appendix F), the soils at the surface within the larger extent of the valley floor and along the stream corridor were classified as a loam and fine sandy loam; EpE – Hardeman-Devol complex. Along the abutments (includes existing auxiliary spillway), the soils at the surface were classified as silt loam and silty clay loams;

CaC and CaD2– Carey silt loam. Photos in the electronic file provide a limited representation of the foundation soils at or near the downstream toe. The consistency varied from soft to very stiff as indicated by the SPT blow counts. Higher blow counts were observed in bedrock. Embankment fill, alluvium, and bedrock boundaries, where distinguishable, were noted and accounted for on the profile.

Bedrock lies between 17’ and 48’ in depth where drilled. The underlying structure is consistent with that identified beneath the centerline of the dam, a “V shaped” valley cut into a shale bed by stream erosion that has been deposited full of alluvial sands. Bedrock was soft enough to advance into with augers and conduct SPT blow counts. Samples collected were sent to the NDCSMC in Lincoln for evaluation. No further evaluation of the bedrock was made.

As stated previously, the alluvial/colluvial soils consist primarily of lean well sorted sands (SW), clays (CL), lean silts (ML), clayey sands (SC) and silty sands (SM), and/or combinations thereof. According to the NRCS Web Soil Survey (Appendix F), the surface soils within the valley floor were classified as loam and fine sandy loams (Hardeman-Devol complex being predominate); USCS classifications include primarily CL, ML, and CL-ML to depths of 75 inches.

The profile was based on grouping definable intervals of SW, CL, ML, CL-ML, SC, SM, and/or SC-SM, with some breaks in these groupings due to other definable characteristics, excluding color. This is based on field sampling and classification. These deposits were difficult to correlate between drill holes, though some horizons represent older soil horizons continually buried by influxes of alluvial and/or colluvial sediments, and are more distinguishable between holes.

NRCS-OK-376B

REV. 2-11

Sand ranged from very fine to coarse (predominately very fine to fine), angular to subrounded. Very little gravel was identified, and was typically found in thin interspersed lenses within sand and/or lean clays; it was generally coarse, and consisted of calcareous nodules. Clay and silt content varied, lab classifications might vary from the field classifications as a result. Photos show select samples from the downstream foundation drill holes, and how materials changed with depth.

The foundation soils ranged from dry to saturated, with all borings producing water. Water was encountered immediately upon advancing to a depth below the embankment fill depth in most borings. After the borings were left open to record the static water levels, the water in each hole reached a phreatic level that was higher than the level encountered while drilling.

Table 3 shows all water level measurements recorded. Seepage was observed near the east groin of the embankment and throughout the toe of the dam. Water appears to be flowing under the embankment at such a rate that a principle spillway is not needed or utilized.

Because SPT blow counts were so low at several intervals in the underlying soils, additional testing was conducted to validate densities (consistencies) and provide additional seismic evaluation data; cone penetration tests (CPT) were run at boring locations 205CPT, 207CPT, and 303CPT (Sheet 1). The CPT/ SCPT analyses were conducted February 27-28, 2017. The results were provided to the NDCSMC in Lincoln for evaluation, and use in completing the soil mechanics report (SMR), a copy is included in Appendix E. A full evaluation of the CPT data collected was not performed as a part of this

GI.

NRCS-OK-376B

REV. 2-11

FEATURE: Principal Spillway

Exploration Sampling (Type) Large Small

CME 750 2 4 0 0 47

Total 2 4 0 0 47

Six (6) borings, 302, 303, 303CPT, 209, 006, and 006CPT were completed along the existing principal spillway pipe; the approximate location of proposed rehabilitation principal spillway location perpendicular to the dam’s centerline (Figure 2, and Appendix C). No boring was planned/completed near the potential riser location upstream of the embankment; there was no suitable access and water levels were impeding access. Table 1 provides additional location and elevation details.

Table 2 shows the completion summary. The sample inventory in Appendix B shows the intervals sampled, methods of collection, and SPT blow counts where conducted.

A profile was generated along the centerline of the dam and proposed rehab spillway alignment (Appendix C). As shown on the profile, saturated alluvium lies immediately beneath the fill at the centerline of the existing embankment at this location at the principle spillway alignment borings. The exact location of the principle spillway’s path through the embankment is uncertain due to the influent side of the pipe not being visible and under water within the pool area.

Because SPT blow counts were so low at several intervals in the underlying soils, additional testing was conducted to validate densities (consistencies) and provide additional seismic evaluation data; cone penetration tests (CPT) were run at boring locations 006CPT and 303CPT (Sheet 1). The CPT/ SCPT analyses were conducted February 27-28, 2017. The results were provided to the NDCSMC in Lincoln for evaluation, and use in completing the soil mechanics report (SMR), a copy is included in Appendix E. A full evaluation of the CPT data collected was not performed as a part of this GI.

The embankment fill was discussed in the centerline findings above and appears to be primarily dry to slightly moist. No moist or wet seams were encountered during drilling within the embankment. Upon advancing to depths below the embankment fill, water was encountered and rose to the levels of the phreatic pressure surface within the boring. Water levels recorded during drilling and static levels recorded post drilling are shown on the profile. All water levels recorded are shown on Table 3.

NRCS-OK-376B

REV. 2-11

FEATURE: Existing Auxiliary Spillway

Exploration Sampling (Type) Large Small

CME 750 5 0 1 23

Total 5 0 1 23

Four (5) borings were completed within the extent of the existing auxiliary spillway (Figure 2 and Appendix C). Table 1 provides additional location and elevation details. Four (4) borings were taken to valley floor, (010, 011, 401, and 402) but the data gathered from these borings will be utilized for the foundation of the embankment expansion and borrow material, not for spillway analysis. Sampling in the soils was conducted at 5’ intervals using splitspoon samplers. No undisturbed samples were collected. No core drilling was necessary due to the highly weathered and soft nature of the bedrock. The sample inventory in Appendix B shows the intervals sampled, methods of collection, and SPT blow counts where conducted. No field crumb tests were performed. Boring 106 was utilized to analyze a source for borrow only and was advanced using solid flight augers.

Within the existing auxiliary spillway, weathered bedrock is at or very near the ground surface. Bedrock is a highly weathered silty shale and turns into a CL-ML when broken down and encountering water. The material within this area would likely be the best area to find borrow due to the nature of the soils and the proximity to where it would be used.

While drilling, water was encountered in each hole and rose to a more static level after being checked 24 hours later. The rise of the water level from where it was encountered indicates confined conditions under pressure. Table 3 shows all water level measurements recorded.

NRCS-OK-376B

REV. 2-11

FEATURE: Borrow Areas

Equipment Used Number of Holes / Test Pits Number of Samples Taken

Exploration Sampling (type) Large Small

CME 750 5 0 3 1

Hand Auger 1

Total 1 5 0 4 1

Six (6) borings were advanced across the site (101, 106, 107, 402, 808, and Hand Auger Auxiliary Dike) where shown on Figure 2 and Appendix C. Three (3) bucket samples (106, 107, and 402) and one (1) bag sample (808). Each side of the auxiliary spillway dike was deemed unsuitable in the field and no samples were taken.

Borrow borings were planned due to the access and proximity to the area being investigated. Composite samples of the borrow material were collected from the borings via flight auger grab samples into 5 gallon buckets and bag samples. The sample inventory in Appendix B shows what was submitted for analysis. In the borrow samples taken, the soils consist primarily of silty and sandy clays (ML-CL). The borrow soils from the borings was primarily dry to slightly moist. Bedrock consists of highly weathered shale consistent with that described in the previous findings above. Lab results will show what the processed materials will yield for fill purposes. Table 3 shows all water level measurements recorded.

NRCS-OK-376C

REV. 2-11

INTERPRETATIONS AND CONCLUSIONS

Watershed or Main Stream

Beaver River Subwatershed or Stream

Spring Creek County

Woodward State

OK

Site Name or Number (No.)

ARS Southern Plains Range Field Station Lake Dam

Site Group

NA

Structure Class

High Hazard Investigated By

Clancy McClintock Date

9/29/2017

The following interpretations and conclusions are based on the findings of the field investigation and the interpretations of pre and post-boring data obtained. Some interpretations recorded on the field logs may vary from that shown on the profiles generated in the report, as further evaluation of the materials logged and correlation from boring to boring allowed for such change. Correlations shown on the profiles are assumed interpretations, and could vary from actual field conditions. Some lab results may also vary from the field classifications, and should be used where varying.

Centerline of Dam The centerline profile shows a limited representation of the fill and underlying bedrock and in situ conditions; more details on the bedrock and in situ material can be seen on the profile drawings. Based on the findings of the centerline borings, the constructed embankment appears to have been placed on alluvial sand deposits. The embankment appears to be slowing the flow of water creating to permanent pool with visible flow under most of the embankment through in situ material. There is no flow through a principle spillway indicating that the flow under the embankment is great enough that a principle spillway is unnecessary and the cutoff wall shown in the as-builts is ineffective.

The compacted fill appears fairly inconsistent and very sandy across the profile. Though water was not encountered within the embankment fill while drilling, the static water levels did rise to within the embankment. The final water levels recorded were depicted on the principal spillway profile in Appendix C.

The in situ sand deposits beneath the embankment appear to allow water flow under the embankment with little resistance. If a cutoff wall were installed to stop the flow of water under the embankment creating the permanent pool to rise, the sandy nature of the embankment material could become a concern; possibly becoming saturated, weakening the structure, or allow water to flow through the embankment. The results from the Soil Mechanics Report (SMR) will provide more data.

Downstream Toe / Foundation / Proposed RCC Auxiliary Spillway The downstream profile shows bedrock to be a “V” shaped valley filled with alluvial deposits. The soils can be excavated by common excavation to bedrock. Any excavation of bedrock should be able to be done with common excavation as well due its highly weathered nature. With depth, bedrock becomes more competent and structurally sound.

Directly downstream of the embankment, water was observed flowing through the soils into the channel across a broad area.

It is also observed that no principle spillway is being utilized and the upstream pool maintains its elevation, yet the channel downstream continues to flow. Water was encountered during drilling at the toe of the dam at the same levels as the surficial level observed just downstream indicating saturated conditions. As stated above, these conditions indicate that either no cutoff wall is in place or the cutoff wall is ineffective. Water levels are recorded post drilling (Table 3).

The observation of these water levels, water free flowing through the in situ alluvium sands under the embankment into the stream, and a principle spillway not being utilized indicates the concern for a liquefaction environment and should be considered before design and construction. Differential settlement may be a factor due to the saturated alluvium beneath the embankment and should be considered during design and construction. The SMR analysis will evaluate these concerns.

Principal Spillway The principal spillway boring investigation represents the foundation along the proposed principal spillway alignment (paralleling existing principal spillway alignment) where drilled. The base of the fill as defined during drilling, and the underlying bedrock are shown. No drilling took place near the proposed riser location.

Borings utilized along the principle spillway are also used for centerline and foundation/toe investigations. CPT tests were

NRCS-OK-376C

REV. 2-11

utilized at borings 006CPT, 303CPT, and 207CPT to help confirm SPT readings on soil mechanics. The SMR will further define this.

As noted above, the existing principle spillway is not currently being utilized and doesn’t look to have been used for many years.

Existing Auxiliary Spillway As discussed above, borings within the spillway were advanced to the valley floor. Some areas may have been filled to account for grade, but primarily, the spillway was cut into the in situ weathered bedrock. The weathered bedrock of the site is a red silty shale that breaks down into a CL-ML and could be utilized as a potential borrow source. No coring was necessary and all samples were collected via auger and SPT. Excavation within bedrock can be achieved with common excavation equipment.

No crumb tests were performed during the field investigation. Samples were collected as composite samples and submitted to the NDCSMC in Lincoln, Nebraska for analysis. Lab results will have to be reviewed to determine if this material has any dispersive properties.

Based on NEH Part 628 Dams, Chapter 52 Field Procedures Guide for the Headcut Erodibility Index (210 –VI-NEH), Table 52-3, cohesive soils in the soft to very stiff consistency range have a material strength from 0.02 to 0.45. Lower consistencies and lower material strengths should be expected if these materials become wet/saturated for any sustainable period of time.

Rock in the auxiliary spillway was not cored so no RQD values are not applicable.

Borrow Areas The borrow areas investigated under this GI, as discussed above, are shown on the site map; the auxiliary spillway area, the downstream 808 boring area, and the area investigated along the eastern shoreline.

The borrow material from auxiliary spillway area would likely be used in expanding the centerline of the embankment to the west. The volume required for this expansion are not known at this time and it is not certain if enough usable material for an expansion is located within this area. Lab results will have to be reviewed to make a determination

The borrow area along the eastern shoreline of the impoundment and the downstream area would likely be used for the slopes of the embankment. Material from these areas indicated relatively sandy clay materials during the field investigation, but still has the potential for usable construction borrow. The lab results will have to be reviewed to make a determination.

Additional borrow investigations will need to be conducted if it is deemed necessary to recover material from on-site or very local sources. Otherwise, the contractor should be required to bring suitable fill from off site.

Kud

Kud Kud

Kud Kud

Qal

Qal

Qal

Qal

QalQal Qal

Qal

Nog

Nog

Qal

Qao

Qao

Qao

Qao Qao

Qao Qao

Qao

Qao

Qao

Qao Qao

Qao

Qao

Qao

Qal

Qal

Qal

Qao

Qao

Qtg

Qtg

Pcc

Pcc

Prs

Prs

Pbl

Qtg

Qtg

Qao2

Qcs

Qcs

Qds Qds

Qds

Qds

Qds

Qds Qds

Qds

Qds

Qds

Qds

Qds

Qds

Qds Qds

Qal

Pbl

Qal

Pbl

Pbl

Qcs

Pcc

Pcc

Pcc

Pcc

Pcc

Pcc

Pcc

Pcc

Qtg

Qtg

Qtg

Qds

Qtg

Qtg

Qtg

Qal

Nog

Nog

Nog Nog

Pdc

Pdc

Pmw

Pmw

Pmw

Pmw

Pmw

Pmw

Pmw

Pmw

Prs

Qal

Qal

Qao

Qao

Prs

Prs Prs

Qtg Prs

Prs

Prs

Qds

Pmw

Prs

Prs

Prs

Prs

Prs

Pfp

Pfp

°8½

APPROXIMATE MEAN DECLINATION

M A

G N

ET

IC

N O

R

TH

TR

U

E N

O R

TH

MAP REFERENCES

Alexander, W.B., 1965, Areal geology of southern Dewey County, Oklahoma:

University of Oklahoma unpublished M.S. thesis, 42p.

1.

Birchum, J.M., 1963, Areal geology of northwestern Dewey County, Oklahoma:

University of Oklahoma unpublished M.S. thesis, 33p.

3.

Cederstrand, J.R., 1996, Digital geologic map of the Woodward quadrangle, south-central Oklahoma: U.S. Geological Survey Open-File Report OR-96-381, scale 1:250,000.

4.

Kitts, D.B., 1959, Cenozoic geology of northern Roger Mills County, Oklahoma:

Oklahoma Geological Survey Circular 48, 47p.

5.

,1965, Geology of the Cenozoic rocks of Ellis County, Oklahoma: Oklahoma Geological Survey Circular 69, 30p.

6.

Lovett, F.D., 1960, Areal geology of the Quartermaster area, Roger Mills and Ellis Counties, Oklahoma: University of Oklahoma unpublished M.S. thesis, 81p.

7.

Riley, A.O., 1961, Geology of the Doe Creek sandy limestone, northwestern Oklahoma:

University of Oklahoma unpublished M.S. thesis, 70p.

8. Morton, R.B., 1980, Reconnaissance of the water resources of the Woodward quadrangle, northwestern Oklahoma: Oklahoma Geological Survey Hydrologic Atlas HA-8, 4 sheets, scale 1:250,000.

9.

Sorrel, F.D., 1961, Areal geology of the Quinlan area, Woodward County, Oklahoma:

University of Oklahoma unpublished M.S. thesis, 79p.

10.

Bullard, F.M., 1928, Lower Cretaceous of western Oklahoma: Oklahoma Geological Survey Bulletin 47, 116p.

2.

GEOLOGIC MAP OF THE WOODWARD 30 60 QUADRANGLE,

ELLIS, DEWEY, ROGER MILLS, AND WOODWARD COUNTIES, OKLAHOMA

X

Compiled by Thomas M. Stanley Cartography by G. Russell Standridge

OKLAHOMA GEOLOGICAL SURVEY

Charles J. Mankin, DirectorO

K L

A H

O M

A G

EOLOGICAL SU

R V

E Y

CENTENNIAL 20

Boise City Guymon Beaver Buffalo

Foss Reservoir

Elk City

Altus

Watonga

Anadarko

Lawton Pauls Valley

Ardmore

Gainesville

Burkburnett

Wichita Falls

Ponca City Pawhuska Bartlesville

Tulsa

Muskogee Stilwell

Eufaula Fort Smith

McAlester Mena

Antlers

Paris

De Queen

Idabel

Bristow

Shawnee

Ada

Tishomingo

Sherman

Keystone Lake

Woodward Fairview Enid

Oklahoma City North

Oklahoma City South

Alva

103° 102° 101° 100° 99° 98° 97° 96° 95° 37°

36°

35°

34°

Neosho

Fayetteville

Map of Oklahoma showing the locations of the 30 X 60 quadrangles. Red shaded quadrangle represents the current map

Vernon

Base Map Credits

Geologic Map Credits

The base map was compiled by the U.S. Geological Survey from 1:24000-scale topographic maps dated 1969-1970. Planimetry revised from aerial photographs taken 1983. Map edited 1985. Universal Transverse Mercator (UTM) projection. 1927 North American Datum. 25,000-foot grid ticks based on Oklahoma coordinate system, north zone. 10,000-meter UTM grid, zone 14.

Geology compiled and field checked by Thomas M. Stanley, 2001. Research supported by the U.S. Geological Survey, National Cooperative Geologic Mapping Program, under Assistance Award Number 01HQAG0107. The views and conclusions contained in this document are those of the authors and should not be interpreted as necessarily representing the official policies, either expressed or implied, of the U.S.

Government. Originally published as Open-File Report OF13-2003. Map revised and published as OGQ-40. Cartography and layout prepared by G. Russell Standridge, 2002.

Oklahoma Geologic Quadrangle OGQ-40 Geologic Map of the Woodward

30 X 60 Quadrangle (previously Open-File Report OF13-2003)

Qal

Qao

Qtg

Nog

Pcc

Prs

Pmw

Pdc

Pbl

Qds QcsQao2

H ol oc en e P le is to ce ne M io ce ne

P lio ce ne

O ch oa n

G ua da lu pi an

Q U

AT

ER

N A

R Y

C E

N O

ZO

IC

PA

LE

O

ZO

IC

N

E O

G

EN

E U

P

PE

R P

ER

M

IA

N

UNCONFORMITY

UNCONFORMITY

CORRELATION OF UNITS

Pfp

Kud

C om an ch ea n?

C R

E

TA

C E

O U

S UNCONFORMITY

M

ES

O

ZO

IC

Qds

Qal

Qao

Qds

Qcs

Qtg

Nog

Pcc

Prs

Pmw

Pdc

Pbl

Qao2

UNCONFORMITY

UNCONFORMITY

DESCRIPTION OF UNITS

ALLUVIUM—Unconsolidated sand, silt, clay, and gravel in stream and river channels on modern flood plains

DUNE SAND—Unconsolidated windblown sand formed into definite dune structures and ridges

TERRACE GRAVEL—Unconsolidated gravel, sand, silt, and clay laid down at several levels along former courses of present-day streams

CLOUD CHIEF FORMATION—Reddish-brown to orange brown, locally greenish-gray shale locally interbedded with thin, reddish-brown fine-grained sandstone and siltstone. Bedding usually chaotic due to slumping, calcite veining common. Base mapped at the Moccasin Creek gypsum bed

RUSH SPRINGS FORMATION—Reddish-brown, f ine-grained sandstone, commonly cross-bedded, with local interbeds of reddish-brown shale. Upper third of unit contains several thin gypsum beds

MARLOW FORMATION—Usually a soft-weathering, orange-brown, fine-grained sandstone, with local interbeds of very sandy shale and siltstone

DOG CREEK SHALE—Poorly exposed sequence of alternating reddish-brown shale, silty shale, and siltstone, with thin gypsum beds and stringers occurring throughout. Base mapped at top of highest massive Blaine gypsum bed

BLAINE FORMATION—Alternating sequence of four massive gypsum beds with reddish-brown shale

Unit contact; approximately located

OGALLALA FORMATION—Mostly unconsolidated to well-cemented, light gray to light brown stream-laid deposits of sand, silt, clay, and gravel together with local caliche and volcanic ash. Where exposed, base usually consists of a well-indurated bed of conglomerate with basalt, limestone, and dolomite clasts

COVER SHEET SAND—Featureless sheet of windblown silt and sand

OLDER ALLUVIUM—Unconsolidated sand, silt, clay, and gravel in stream and river channels concentrated between 0 and 12 m above modern flood plains

OLDER ALLUVIUM—Unconsolidated sand, silt, clay, and gravel in stream and river channels concentrated between 12 and 24 m above modern flood plains

Pfp FLOWERPOT SHALE—Reddish-brown silty shale; upper part with alternating thin gypsum beds underlying that give unit a characteristic striped pattern at a distance

SYMBOLS

Kud

UNCONFORMITY

CRETACEOUS UNDIVIDED—Chaotic mixture of large blocks of Dakota and Cheyenne Sandstones intercalated with Kiowa Shale.

Formed from subsurface salt dissolution and collapse into older formations

Qds

Figure1: Geologic Map

ARS Field Station Lake Dam

Appendix A

Log of Test Holes (Field Drilling Logs) and

Field Sample Photos

NATURAL RESOURCES CONSERVATION SERVICE Page 1 of 4

REPORT PHOTOS: ARS Field Station Dam, Woodward, Oklahoma

Photo 1: Embankment and upstream slope looking west.

Photo 3: Seepage at East groin of embankment.

Photo 5: CME 750X HSA drilling in embankment

Photo 2: Embankment looking and downstream slope looking east.

Photo 4: Seepage at toe of the embankment.

Photo 6: CME 750X all-terrain auger rig.

NATURAL RESOURCES CONSERVATION SERVICE Page 2 of 4

Photo 6: Boring 004 sample 10’-11.5’ Embankment fill.

Photo 8: Boring 006 sample 20’-21.5’ Embankment fill.

Photo 10: Boring 005 sample 35’-36.5’ Foundation.

Photo 7: Boring 005 sample 15’-16.5’ Embankment fill.

Photo 9: Boring 004 sample 40’’-41.5’ Foundation.

Photo 11: Boring 006 sample 40’-41.5’ Foundation.

NATURAL RESOURCES CONSERVATION SERVICE Page 3 of 4

Photo 12: Boring 303 sample 7.5’-9’ Foundation/Toe/PS.

Photo 14: Boring 205 sample 7.5’-9’ Foundation/Toe.

Photo 16: Boring 202 sample 7.5’-9’ Foundation/Toe.

Photo 13: Boring 207 sample 5’-6.5’ Foundation/Toe.

Photo 15: Boring 302 sample 10’-11.5’ Foundation/Toe/PS.

Photo 17: Boring 402 sample 15’-16.5’ AS/Weathered bedrock.

NATURAL RESOURCES CONSERVATION SERVICE Page 4 of 4

Photo 18: Boring 401 sample 10’-11.5’ AS/Weathered bedrock.

Photo 20: Auxiliary Spillway plunge basin.

Photo 22: Auxiliary Spillway east dike.

Photo 19: Boring 011 sample 15’-16.5’ AS/Weathered bedrock/Centerline.

Photo 21: Auxiliary Spillway plunge basin damage.

Photo 23: Auxiliary Spillway influent.

Appendix B

Sample Inventory

Appendix C

GI Plan View and

GI Profiles

Appendix D

Seismic Evaluation Data

Unified Hazard Tool

Input code reference documents covered by the U.S. Seismic Design Maps web tools (e.g., the International Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical.

Edition

Dynamic: Conterminous U.S. 2014 (v4.1.1)

Latitude Decimal degrees

36.428

Longitude Decimal degrees, negative values for western long…

-99.423

Site Class

760 m/s (B/C boundary)

Spectral Period

Peak ground acceleration

Time Horizon Return period in years

Page 1 of 6Unified Hazard Tool

9/22/2017https://earthquake.usgs.gov/hazards/interactive/You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) https://earthquake.usgs.gov/hazards/interactive/ http://www.novapdf.com

Hazard Curve

View Raw Data

Hazard Curves

1e-2 1e-1 1e+0

Ground Motion (g)

1e-11

1e-10

1e-9

1e-8

1e-7

1e-6

1e-5

1e-4

1e-3

1e-2

1e-1

Uniform Hazard Response Spectrum

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0

Spectral Period (s)

0.00

0.02

0.04

0.06

0.08

0.10

0.12

0.14

0.16

0.18

0.20

0.22

0.24

0.26

Spectral Period (s): PGA Ground Motion (g): 0.0381

Component Curves for Peak ground acceleration

1e-2 1e-1 1e+0

Ground Motion (g)

1e-8

1e-7

1e-6

1e-5

1e-4

1e-3

1e-2

Page 2 of 6Unified Hazard Tool

9/22/2017https://earthquake.usgs.gov/hazards/interactive/You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)

Deaggregation

Component

Total ε = (-∞ .. -2.5) ε = [-2.5 .. -2) ε = [-2 .. -1.5) ε = [-1.5 .. -1) ε = [-1 .. -0.5) ε = [-0.5 .. 0) ε = [0 .. 0.5) ε = [0.5 .. 1) ε = [1 .. 1.5) ε = [1.5 .. 2) ε = [2 .. 2.5) ε = [2.5 .. +∞)

Page 3 of 6Unified Hazard Tool

9/22/2017https://earthquake.usgs.gov/hazards/interactive/You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)

Summary statistics for, Deaggregation: Total

Deaggregation targets

Return period: 1000 yrs Exceedance rate: 0.001 yr⁻¹ PGA ground motion: 0.03808625 g

Recovered targets

Return period: 1001.4705 yrs Exceedance rate: 0.00099853165 yr⁻¹

Totals

Binned: 100 % Residual: 0 % Trace: 2.08 %

Mean (for all sources) r: 128.59 km m: 5.92 ε₀: 0.05 σ

Mode (largest r-m bin) r: 189.49 km m: 6.91 ε₀: -0.28 σ Contribution: 6.9 %

Mode (largest ε₀ bin)

189.49 km

Page 4 of 6Unified Hazard Tool

9/22/2017https://earthquake.usgs.gov/hazards/interactive/You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)

Page 5 of 6Unified Hazard Tool

9/22/2017https://earthquake.usgs.gov/hazards/interactive/You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)

Deaggregation Contributors

Source Set Source Type r m ε0 lon lat az %

SSCn Fixed Smoothing Zone 1 (opt) Grid 25.45 PointSourceFinite: -99.423, 36.855 47.30 5.31 -0.28 99.423°W 36.855°N 0.00 1.06 PointSourceFinite: -99.423, 36.765 37.49 5.25 -0.62 99.423°W 36.765°N 0.00 1.02 PointSourceFinite: -99.423, 36.675 27.70 5.19 -1.10 99.423°W 36.675°N 0.00 1.01

USGS Fixed Smoothing Zone 1 (opt) Grid 23.40 PointSourceFinite: -99.423, 36.855 47.30 5.31 -0.28 99.423°W 36.855°N 0.00 1.06 PointSourceFinite: -99.423, 36.765 37.49 5.25 -0.62 99.423°W 36.765°N 0.00 1.02 PointSourceFinite: -99.423, 36.675 27.70 5.19 -1.10 99.423°W 36.675°N 0.00 1.01

SSCn Adaptive Smoothing Zone 1 (opt) Grid 14.03

SSCn Meers Full Rupture Fault 13.74 Meers CEUS - SSC 189.49 6.91 -0.28 98.639°W 34.847°N 157.82 13.74

USGS Adaptive Smoothing Zone 1 (opt) Grid 12.90

USGS Cheraw Meers Fault 5.95 Meers USGS full 189.49 6.97 -0.38 98.639°W 34.847°N 157.82 5.78

USGS Fixed Smoothing Zone 2 (opt) Grid 2.22

USGS Adaptive Smoothing Zone 2 (opt) Grid 1.25

Page 6 of 6Unified Hazard Tool

9/22/2017https://earthquake.usgs.gov/hazards/interactive/You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)

Appendix E

CPT Results

AG-3A75-C-12-0008

NRCS Nationwide A&E Services (IDIQ)

Golder Associates Inc. | Schnabel Dam Engineering, Inc.

Freese and Nichols, Inc. | Wilson & Company, Inc., Engineers & Architects

March 14, 2017

Ms. Valerie Glasgow, P.E.

USDA Natural Resources Conservation Service Oklahoma State Office 100 USDA, Suite 206 Stillwater, OK 74074-2655

Re: Cone Penetration Test Soundings for Geologic Investigation

ARS Field Station Lake Dam Site in Woodward, Oklahoma Contract No. AG-3A75-C-12-0008/AG-SPEC-D-17-0011-0001

Dear Ms. Glasgow:

As you are aware, GSFW Engineering JV (GSFW) completed the original scope of work on February 24th, 2017 for the drilling services in support of the Geologic Investigation at the ARS Field Station Lake Dam site. On February 24th, 2017, our contract was amended to also include Cone Penetrometer Test (CPT) soundings.

These CPT soundings were performed by Terracon under the field direction of NRCS geologist Clancy McClintock. A summary of the CPT testing is provided in Table 1, and the CPT data for each sounding are attached.

Table 1 – CPT Sounding Summary Sounding

No.

Date

Completed Exhibit No. Rig Type Observed Water Level

Termination Depth

B-205 2/27/2017 A-1 880 32.03 ft 32.0 ft B-207 2/27/2017 A-2 880 37.14 ft 37.1 ft B-4 2/28/2017 A-3 880 36.82 ft 36.8 ft B-6 2/27/2017 A-4 880 38.19 ft 38.2 ft

GSFW Engineering JV (GSFW) appreciates the opportunity to provide the NRCS with our services for this project.

Best Regards, Marc T. Miller Project Manager cc: Ms. Sharla Goforth, Contract Specialist – NRCS, Stillwater, OK

Mr. Clancy McClintock – Geologist – NRCS, Stillwater, OK Gregg Hudock, P.E., Project Administrator – GSFW Engineering JV Murphy H. Parks, P.E., Program Manager – GSFW Engineering JV

CPT Started: 2/27/2017

Rig: 880

Probe no. 4848 with net area ratio of .833 U2 pore pressure transducer location Manufactured by Geotech A.B.

Tip and sleeve areas of 10 cm2 and 150 cm2

None friction reducer

32.03 ft estimated water depth

WATER LEVEL OBSERVATION

See Exhibit A-3 for description of field procedures.

See Appendix C for explanation of symbols and abbreviations.

SITE: 34th Street Woodward, Oklahoma

4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand

1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay

CPT LOG NO. B205

CLIENT: Freese and Nichols, Inc.

Fort Worth, TX

Project No.: D8175000

PROJECT: See Exhibit A-2

Depth (ft)

Depth (ft)

ARS Field Station Lake Dam - Woodward

7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

CPT Completed: 2/27/2017

Operator: APS

CPT sensor calibration reports available upon request.

TEST LOCATION:

Exhibit: A-1

Latitude:

Longitude:

36.42802° -99.42259°

TH

IS

B O

R

IN

G L

O G

IS

N

O T

VA

LI

D

IF

S

EP

AR

AT

ED

F

R O

M O

R

IG

IN

AL

R

EP

O R

T.

C

PT

R

EP

O R

T D

AR

S

FI

EL

D S

TA

TI

O N

L

AK

E D

AM

W O

O D

W A

R D

.G

PJ

10 20 30 40 Tip Resistance, qt

(tsf)

100 200 300 400

Material Description

Normalized CPT Soil Behavior Type 1 2 3 4 5 6 7 8

Hydrostatic Pressure

Pore Pressure, u2 (tsf)

0 1 2 3

0.1 0.2 0.3 0.4 Sleeve Friction, fs

(tsf)

1 2 3 4

Friction Ratio, Fr

2 4 6

CPT Terminated at 32 Feet

Probe no. 4848 with net area ratio of .833 U2 pore pressure transducer location Manufactured by Geotech A.B.

Tip and sleeve areas of 10 cm2 and 150 cm2

None friction reducer

37.14 ft estimated water depth

WATER LEVEL OBSERVATION

See Exhibit A-3 for description of field procedures.

See Appendix C for explanation of symbols and abbreviations.

SITE: 34th Street Woodward, Oklahoma

4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand

1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay

CPT LOG NO. B207

CLIENT: Freese and Nichols, Inc.

Fort Worth, TX

Project No.: D8175000

PROJECT: See Exhibit A-2

Depth (ft)

Depth (ft)

ARS Field Station Lake Dam - Woodward

7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

CPT Completed: 2/27/2017

Operator: APS

CPT sensor calibration reports available upon request.

TEST LOCATION:

Exhibit: A-2

Latitude:

Longitude:

36.42801° -99.423°

TH

IS

B O

R

IN

G L

O G

IS

N

O T

VA

LI

D

IF

S

EP

AR

AT

ED

F

R O

M O

R

IG

IN

AL

R

EP

O

R

EP

O R

T D

AR

S

FI

EL

D S

TA

TI

O N

L

AK

E D

AM

W O

O D

W A

R D

.G

PJ

10 20 30 40 Tip Resistance, qt

(tsf)

100 200 300 400

Material Description

Normalized CPT Soil Behavior Type 1 2 3 4 5 6 7 8

Hydrostatic Pressure

Pore Pressure, u2 (tsf)

0 1 2 3

0.1 0.2 0.3 0.4 Sleeve Friction, fs

(tsf)

1 2 3 4

Friction Ratio, Fr

2 4 6

CPT Terminated at 37.1 Feet

CPT Started: 2/28/2017

Probe no. 4848 with net area ratio of .833 U2 pore pressure transducer location Manufactured by Geotech A.B.

Tip and sleeve areas of 10 cm2 and 150 cm2

None friction reducer

36.82 ft estimated water depth

WATER LEVEL OBSERVATION

See Exhibit A-3 for description of field procedures.

See Appendix C for explanation of symbols and abbreviations.

SITE: 34th Street Woodward, Oklahoma

4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand

1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay

CPT LOG NO. B4

CLIENT: Freese and Nichols, Inc.

Fort Worth, TX

Project No.: D8175000

PROJECT: See Exhibit A-2

Depth (ft)

Depth (ft)

ARS Field Station Lake Dam - Woodward

7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

CPT Completed: 2/28/2017

Operator: APS

CPT sensor calibration reports available upon request.

TEST LOCATION:

Exhibit: A-3

Latitude:

Longitude:

36.42776° -99.423478°

TH

IS

B O

R

IN

G L

O G

IS

N

O T

VA

LI

D

IF

S

EP

AR

AT

ED

F

R O

M O

R

IG

IN

AL

R

EP

O

R

EP

O R

T D

AR

S

FI

EL

D S

TA

TI

O N

L

AK

E D

AM

W O

O D

W A

R D

.G

PJ

10 20 30 40 Tip Resistance, qt

(tsf)

100 200 300 400

Material Description

Normalized CPT Soil Behavior Type 1 2 3 4 5 6 7 8

Hydrostatic Pressure

Pore Pressure, u2 (tsf)

0 1 2 3

0.1 0.2 0.3 0.4 Sleeve Friction, fs

(tsf)

1 2 3 4

Friction Ratio, Fr

2 4 6

CPT Terminated at 36.8 Feet

Probe no. 4848 with net area ratio of .833 U2 pore pressure transducer location Manufactured by Geotech A.B.

Tip and sleeve areas of 10 cm2 and 150 cm2

None friction reducer

38.19 ft estimated water depth

WATER LEVEL OBSERVATION

See Exhibit A-3 for description of field procedures.

See Appendix C for explanation of symbols and abbreviations.

SITE: 34th Street Woodward, Oklahoma

4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand

1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay

CPT LOG NO. B6

CLIENT: Freese and Nichols, Inc.

Fort Worth, TX

Project No.: D8175000

PROJECT: See Exhibit A-2

Depth (ft)

Depth (ft)

ARS Field Station Lake Dam - Woodward

7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

CPT Completed: 2/27/2017

Operator: APS

CPT sensor calibration reports available upon request.

TEST LOCATION:

Exhibit: A-4

Latitude:

Longitude:

36.42775° -99.42259°

TH

IS

B O

R

IN

G L

O G

IS

N

O T

VA

LI

D

IF

S

EP

AR

AT

ED

F

R O

M O

R

IG

IN

AL

R

EP

O

R

EP

O R

T D

AR

S

FI

EL

D S

TA

TI

O N

L

AK

E D

AM

W O

O D

W A

R D

.G

PJ

10 20 30 40 Tip Resistance, qt

(tsf)

100 200 300 400

Material Description

Normalized CPT Soil Behavior Type 1 2 3 4 5 6 7 8

Hydrostatic Pressure

Pore Pressure, u2 (tsf)

0 1 2 3

0.1 0.2 0.3 0.4 Sleeve Friction, fs

(tsf)

1 2 3 4

Friction Ratio, Fr

2 4 6

CPT Terminated at 38.2 Feet

Probe no. 4848 with net area ratio of 0.84 U2 pore pressure transducer location Manufactured by Geotech A.B.; calibrated 6/9/2015 Tip and sleeve areas of 10 cm2 and 150 cm2

None friction reducer

22.18 ft estimated water depth (used in normalizations and correlations;

see Appendix C)

WATER LEVEL OBSERVATION

See Exhibit A-3 for description of field procedures.

See Appendix C for explanation of symbols and abbreviations.

SITE: 34th Street Woodward, Oklahoma

4 Silt mixtures -…