geotechnical engineering report · 2016. 5. 20. · geotechnical engineering report the residence...

Geotechnical Engineering ReportThe Residence at Yukon Hills

Cornwell Drive and Vandament AvenueYukon, Oklahoma

May 20, 2016 Terracon Project No. 03165108

Prepared for:Jones Gillam Renz Architects, Inc.

Salina, Kansas

Prepared by:Terracon Consultants, Inc.Oklahoma City, Oklahoma

Geotechnical Engineering ReportThe Residence at Yukon Hills ■ Yukon, OklahomaMay 20, 2016 ■ Terracon Project No. 03165108

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TABLE OF CONTENTSPage

EXECUTIVE SUMMARY ............................................................................................................. i

1.0 INTRODUCTION .............................................................................................................12.0 PROJECT INFORMATION .............................................................................................1

2.1 Project Description ...............................................................................................12.2 Site Location and Description...............................................................................2

3.0 SUBSURFACE CONDITIONS ........................................................................................23.1 Typical Profile ......................................................................................................23.2 Groundwater ........................................................................................................3

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ......................................34.1 Geotechnical Considerations ...............................................................................34.2 Earthwork.............................................................................................................4

4.2.1 Site Preparation ........................................................................................44.2.2 Subgrade Preparation...............................................................................44.2.3 Fill Material Requirements ........................................................................54.2.4 Compaction Requirements .......................................................................64.2.5 Utility Trench Backfill ................................................................................64.2.6 Grading and Drainage ..............................................................................6

4.3 Foundations .........................................................................................................74.3.1 Shallow Foundation Design Recommendations ........................................74.3.2 Shallow Foundation Construction Considerations .....................................8

4.4 Seismic Considerations........................................................................................84.5 Floor Slab ............................................................................................................8

4.5.1 Design Recommendations ........................................................................84.5.2 Construction Considerations .....................................................................9

4.6 Pavements ........................................................................................................104.6.1 Design Recommendations ......................................................................114.6.2 Construction Considerations ...................................................................11

5.0 GENERAL COMMENTS ...............................................................................................11


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TABLE OF CONTENTS - (Cont’d.)

APPENDIX A - FIELD EXPLORATION

Exhibit A-1 Site Location PlanExhibit A-2 Boring Location PlanExhibit A-3 Field Exploration DescriptionExhibits A-4 to A-9 Borings B-1 to B-6

APPENDIX B - LABORATORY TESTING

Exhibit B-1 Laboratory Testing

APPENDIX C - SUPPORTING DOCUMENTS

Exhibit C-1 General NotesExhibit C-2 Unified Soil ClassificationExhibit C-3 Sedimentary Rock Classification


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EXECUTIVE SUMMARY

Geotechnical engineering services have been performed for The Residence at Yukon Hills to belocated at Cornwell Drive and Vandament Avenue in Yukon, Oklahoma. Terracon’s geotechnicalscope of work included six test borings to approximate depths of 5 to 15 feet below existing sitegrades.

Based on the information obtained from our subsurface exploration, the site can be developed forthe proposed project. The following geotechnical considerations were identified:

n The site surface cover generally consisted of vegetation. The soil profile generallyconsisted of lean clay and shaley lean clay to depths of about 6.5 to below boringtermination depths of 15 feet. The overburden soils were underlain by weathered siltysandstone. Groundwater was not encountered in the test borings at the time of drilling.

n The proposed building may be supported on shallow footings bearing on the mediumstiff to very stiff native soil, or on newly placed engineered fill. Recommendations fordesigning and constructing the foundations are provided in the following report.

n The near-surface soils are active and prone to volume change with variations in moisturelevel. For this reason, we recommend an 24-inch thick low volume change zone beconstructed beneath the on-grade floor slab.

n Chemical treatment of the pavement subgrade is recommended to improve its long termstability and pavement performance.

n The 2009 International Building Code, Table 1613.5.2 IBC seismic site classification forthis site is C.

n Close monitoring of the construction operations discussed herein will be critical inachieving the design subgrade support. We therefore recommend that Terracon beretained to monitor this portion of the work.

This summary should be used in conjunction with the entire report for design purposes. It shouldbe recognized that details were not included or fully developed in this section, and the report mustbe read in its entirety for a comprehensive understanding of the items contained herein. Thesection titled GENERAL COMMENTS should be read for an understanding of the reportlimitations.

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GEOTECHNICAL ENGINEERING REPORTTHE RESIDENCE AT YUKON HILLS

CORNWELL DRIVE AND VANDAMENT AVENUEYUKON, OKLAHOMA

Terracon Project No. 03165108May 20, 2016

1.0 INTRODUCTION

This report presents the results of our geotechnical engineering services performed for TheResidence at Yukon Hills to be located in Yukon, Oklahoma. Six borings, designated B-1through B-6, were performed to depths of approximately 5 to 15 feet below the existing groundsurface within the proposed building and pavement areas. Logs of the borings along with a sitelocation plan and a boring location plan are included in Appendix A of this report.

The purpose of these services is to provide information and geotechnical engineeringrecommendations relative to:

n subsurface soil/rock conditions n floor slab design and constructionn groundwater conditions n seismic considerationsn earthwork n pavement design and constructionn foundation design and construction

2.0 PROJECT INFORMATION

2.1 Project Description

Item DescriptionSite layout See Appendix A, Exhibit A-2, Boring Location Plan

StructuresThe project will include construction of a two-story, approximately55,600 square-foot residential building. Associated parking anddrive areas will also be constructed.

Maximum loadsColumns: 60 to 100 kips (assumed)Walls: 2 to 4 klf (assumed)Slabs: 125 psf max (assumed)

Grading

Grade changes for the proposed site were not provided to us at thetime of this report; but, based on the boring elevations and theexisting topography, we anticipate about 4 to feet of fill and lessthan 2 feet of cut will be necessary for this site.



Item DescriptionCut and fill slopes 3H:1V (3 Horizontal to 1 Vertical) max

Traffic loading Traffic patterns and anticipated loading conditions were notprovided to us at the time of this report.

2.2 Site Location and Description

Item Description

Location This project will be located northeast of the intersection of CornwellDrive and Vandament Avenue in Yukon, Oklahoma.

Current ground cover Surface vegetation and topsoil

Existing topographyThe site generally slopes downward from the southwest tonortheast with about 9 feet of maximum elevation differencebetween the borings.

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

Specific conditions encountered at each boring location are indicated on the individual boring logsincluded in Appendix A. Stratification boundaries on the boring logs represent the approximatelocation of changes in soil and rock types; in-situ, the transition between materials may be gradual.

Based on the results of the borings, subsurface conditions on the project site can be generalizedas follows:

Stratum Approximate Depth toBottom of Stratum Material Description Consistency/Density

16.5 feet to below boring

termination depths of 15 feet

Lean clay and shaleylean clay with varying

amounts of sandMedium stiff to hard

2 Not determinedWeathered silty

sandstonePoorly cemented to

cemented

Laboratory tests were conducted on selected soil samples and the test results are presented onthe boring logs in Appendix A.



3.2 Groundwater

The boreholes were observed while drilling and after completion for the presence and level ofgroundwater. Groundwater was not observed in the borings while drilling, or for the short durationthat the borings were allowed to remain open. However, this does not necessarily mean theborings terminated above groundwater. Due to the low permeability of the soils encountered in theborings, a relatively long period of time may be necessary for a groundwater level to develop andstabilize in a borehole in these materials. Long term observations in piezometers or observationwells sealed from the influence of surface water are often required to define groundwater levels inmaterials of this type.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoffand other factors not evident at the time the borings were performed. Therefore, groundwaterlevels during construction or at other times in the life of the structure may be higher or lowerthan the levels indicated on the boring logs. The possibility of groundwater level fluctuationsshould be considered when developing the design and construction plans for the project.

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

The site surface cover generally consisted of vegetation. The soil profile generally consisted oflean clay and shaley lean clay to depths of about 6.5 to below boring termination depths of 15 feet.The overburden soils were underlain by weathered silty sandstone. Groundwater was notencountered in the test borings at the time of drilling.

The proposed building may be supported on shallow footings bearing on the medium stiff tovery stiff native soil, or on newly placed engineered fill. Recommendations for designing andconstructing the foundations are provided in section 4.3 Foundations.

The near-surface soils are active and prone to volume change with variations in moisture level.For this reason we recommend a low volume change zone be constructed beneath the on-grade floor slab. Details regarding this low-volume change zone are provided in section 4.5Floor Slab of this report. Engineered fill placed in the upper 24 inches beneath the building areashould meet the plasticity requirements provided in section 4.2 Earthwork of this report.

Subgrade treatment of the on-site soils with hydrated lime, Class “C” fly ash or cement kiln dust(CKD) is recommended to improve long-term support for new pavements.



This report provides recommendations to help mitigate the effects of soil shrinkage andexpansion. However, even if these procedures are followed, some movement and at least minorcracking in the structure could still occur. The severity of cracking and other cosmetic damagesuch as uneven floor slabs will probably increase if any modification of the site results inexcessive wetting or drying of the expansive soils. Eliminating the risk of movement andcosmetic distress may not be feasible, but it may be possible to further reduce the risk ofmovement if significantly more expensive measures are used during construction. We would bepleased to discuss other construction alternatives with you upon request.

Geotechnical engineering recommendations for foundations and other earth connected phasesof the project are outlined below. The recommendations contained in this report are based uponthe results of field and laboratory testing (which are presented in Appendices A and B),engineering analyses, and our current understanding of the proposed project.

4.2 Earthwork

The following subsections present recommendations for site preparation, excavation, subgradepreparation and construction of engineered fills on the project. The recommendations presentedfor design and construction of earth supported elements including foundations, slabs andpavements are contingent upon following the recommendations outlined in this section.

Grading for each structure should extend an appropriate distance beyond the limits of theproposed structure planned building and pavement areas.

Earthwork on the project should be observed and evaluated by Terracon. The evaluation ofearthwork should include observation and testing of engineered fill, subgrade preparation, andother geotechnical conditions exposed during the construction of the project.

4.2.1 Site PreparationSite preparation should include removing the vegetation, topsoil, and other unsuitable materialsencountered on-site. Actual removal depths should be determined at the time of construction bya representative of the geotechnical engineer.

4.2.2 Subgrade PreparationAfter removing the vegetation, topsoil and performing any required cuts, but before placing anyfill or constructing the floor slab, we recommend undercutting the building area to allowconstruction of a minimum 24-inch thickness of low volume change fill below the design finishsubgrade elevation. The zone of fill compacted to meet this criteria should extend beyond thebuilding footprint at least 1 foot laterally for each foot of fill required to develop design grade.



After performing any required undercut, but before placing any fill, we recommend the exposedsoils be proofrolled with a loaded, tandem-axle dump truck weighing at least 25 tons (under theobservation of Terracon personnel) to locate any soft or unstable zones. The proofrolling shouldinvolve overlapping passes in mutually perpendicular directions. Where rutting or pumping isobserved during proofrolling, the unstable soils should be overexcavated and replaced with anapproved low volume change soil as described in the following sections if it cannot be effectivelycompacted in-place.

After a successful proofroll, we recommend scarifying the exposed subgrade soils to a minimumdepth of 8 inches in the building area, and in the pavement area if fill is required. The scarifiedsoil should be adjusted to a workable moisture content that is at or above its optimum value, asdetermined by test method ASTM D-698 (standard Proctor), prior to being compacted to at least95 percent of its maximum dry density.

Temporary excavations will probably be required during grading operations and installation ofutilities. Contractors, by their contract, are usually responsible for designing and constructingstable, temporary excavations and should shore, slope and bench the sides of the excavationsas required, to maintain stability of both the excavation sides and bottom. All excavationsshould comply with applicable local, state and federal safety regulations, including the currentOccupational Safety and Health Administration (OSHA) Excavation and Trench SafetyStandards

4.2.3 Fill Material RequirementsAll fill required to develop the design subgrade elevation should be an approved cohesivematerial that is free of organic matter and debris as outlined in the following table.

Fill Type1 Acceptable Location for Placement

Imported Low Volume Change Soils(Cohesive Materials with LL



Fill Type1 Acceptable Location for Placement

3. Provided the top 8 inches of the pavement subgrade is treated with hydrated lime, Class “C” flyash or cement kiln dust as discussed in section 4.6 Pavements.

Engineered fill should be placed and compacted in horizontal lifts, using equipment andprocedures that will produce recommended moisture contents and densities throughout the lift.

4.2.4 Compaction RequirementsRecommended compaction and moisture content criteria for engineered fill materials are asfollows:

Item Description

Fill Lift Thickness 9-inches or less in loose thickness

Compaction Requirements

At least 95% of the material’s maximum dry density asdetermined by the standard Proctor test method, ASTM D-698, except the treated depth of pavement subgrade shouldbe compacted to at least 98%

Moisture ContentWorkable moisture content that is at or above its optimumvalue as determined by the standard Proctor test method,ASTM D-698 at the time of placement and compaction.

4.2.5 Utility Trench BackfillAll trenches created for utility access under the building should be effectively sealed to restrictwater intrusion and flow along the trenches. We recommend using a clay soil to construct aneffective clay trench plug that extends at least 5 feet out from the face of the building. The clayshould have a minimum plasticity index (PI) of 15 and be placed in controlled lifts not exceeding9 inches in loose thickness so as to surround the utility line and fill the trench. Each lift of claybackfill should be compacted to at least 95 percent of the material’s maximum standard Proctordry density, ASTM 698, at a minimum moisture content that is above its optimum value.

4.2.6 Grading and DrainageEffective drainage should be developed during construction and maintained throughout the lifeof the development. Infiltration of water into utility trenches or foundation excavations should beprevented during construction. Planters and other surface features that could retain water inareas adjacent to the building or pavements should be sealed or eliminated. In areas wheresidewalks or paving do not immediately adjoin the structure, we recommend that protectiveslopes be provided with a minimum grade of approximately five percent for at least 10 feet fromperimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenchesshould be well compacted and free of all construction debris to reduce moisture infiltration.



Downspouts, roof drains or scuppers should discharge in a manner that carries the waterseveral feet away from the building when the ground surface adjacent to the structure is notprotected by exterior slabs or paving. Sprinkler systems should not be installed within five feetof foundation walls. Landscape irrigation adjacent to the foundation systems should beminimized or eliminated.

4.3 Foundations

The proposed structure can be supported by a shallow, spread footing foundation systembearing on the medium stiff to very stiff native clay or newly placed engineered fill. Foundationdesign recommendations for the proposed structure and related structural elements arepresented in the following paragraphs.

4.3.1 Shallow Foundation Design RecommendationsDescription Value

Foundation Type Conventional shallow spread footingsBearing Material Undisturbed native soil or engineered fill

Net Allowable Bearing Pressure1 2,000 psf

Minimum Width Columns: 30 inchesWalls: 16 inches

Minimum Embedment Depth Below FinishedGrade2 30 inches

Estimated Total Settlement



Description Value4. With an applied safety factor of 2.5. Assumed the soils compacted to at least 95 percent of their maximum standard dry density (ASTM D-

698).

Finished grade is defined as the lowest adjacent grade within five feet of the foundation forperimeter (or exterior) footings and finished floor level for interior footings.

Footings and masonry walls should be effectively reinforced to reduce the potential for distresscaused by differential foundation movement. The use of joints at openings or otherdiscontinuities in masonry walls is recommended.

4.3.2 Shallow Foundation Construction ConsiderationsCare should be taken to prevent wetting or drying of the exposed bearing materials duringconstruction. Any extremely wet or dry material, or any loose or disturbed material in the bottomof the footing excavations, should be removed prior to placing concrete. The potential forwetting or drying of the bearing materials can be reduced by placing concrete as soon aspossible after completing the footing excavation and evaluating the bearing strata.

Foundation excavations should be observed by the geotechnical engineer. If the soil conditionsencountered differ significantly from those presented in this report, supplementalrecommendations will be required.

4.4 Seismic Considerations

Description Value2009 International Building Code Site Classification (IBC)1 C2

1. In general accordance with the 2009 International Building Code, Table 1613.5.2.2. The 2009 International Building Code (IBC) requires a site soil profile determination extending to a

depth of 100 feet for seismic site classification. The current scope does not include the 100 foot soilprofile determination. Borings extended to a maximum depth of 15 feet. This seismic site classdefinition considers that soft rock continues below the maximum depth of the subsurface exploration.Additional exploration to deeper depths could be performed to confirm the conditions below the currentdepth of exploration. Alternatively, a geophysical exploration could be utilized in order to attempt tojustify a higher seismic site class.

4.5 Floor Slab

4.5.1 Design RecommendationsDescription Value

Interior floor system Slab-on-grade concrete.



Description Value

Floor slab support 24 inches of low volume change soils placed and compacted inaccordance with section 4.2 Earthwork.1

1. Floor slabs should be structurally independent of building foundations and walls to reduce thepossibility of floor slab cracking caused by differential movements between the slab andfoundations.

By constructing a low volume change fill layer beneath the slab, closely controlling the moistureand density of the scarified soils and controlling the potential for moisture migration beneath theslab, the potential for floor slab movements should be reduced. However, because of theremaining thickness of moderate plasticity clay soils, the potential for some future movement stillexists. Based on constructing a minimum 24-inch thick low volume change fill layer beneath thefloor slab, we anticipate potential slab movement could approach 1 inch. This magnitude of slabmovement could occur differentially. To further reduce the potential for slab movements, a greaterthickness of low volume change fill could be placed beneath the slab.

In areas of exposed concrete, control joints should be saw cut into the slab after concreteplacement in accordance with ACI Design Manual, Section 302.1R-37 8.3.12 (tooled controljoints are not recommended). Additionally, dowels should be placed at the location of proposedconstruction joints. To control the width of cracking (should it occur) continuous slabreinforcement should be considered in exposed concrete slabs.

Positive separations and/or isolation joints should be provided between slabs and allfoundations, columns or utility lines penetrating the slab to allow independent movement.Interior trench backfill placed beneath slabs should be compacted in accordance withrecommendations outlined in section 4.2 Earthwork. Other design and constructionconsiderations, as outlined in the ACI Design Manual, Section 302.1R are recommended.

The use of a vapor retarder or barrier should be considered beneath concrete slabs on gradethat will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings,or when the slab will support equipment sensitive to moisture. When conditions warrant the useof a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and ACI 360for procedures and cautions regarding the use and placement of a vapor retarder/barrier.

4.5.2 Construction ConsiderationsEven low volume change soils can experience sufficient volume change to cause differentialslab movements if they experience wide fluctuations in moisture content. Therefore, it is criticalthat recommended moisture levels are developed within the engineered fill as it is placed andcompacted, and care must be taken to maintain the recommended moisture level in the fill untilthe floor slabs are constructed. Poor drainage around the perimeter of the buildings cancontribute moisture to aggravate the wetting and drying cycles that naturally occur. Also, watermigration through utility trenches that penetrate beneath the building can contribute to subgrade



swelling and floor slab heave. Effective drainage and plugging of utility trenches as discussed insection 4.2.5 Grading and Drainage are considered critical to the long-term performance of thisproject.

4.6 Pavements

The subgrade and any fill required in the pavement areas should be prepared and placed inaccordance with the section 4.2 Earthwork.

We expect the subgrade soils in the pavement areas will generally consist of moderate plasticitycohesive soils. These soils will tend to cause trafficability problems during construction when thesubgrade gets wet and, in their existing condition, do not appear suitable for the long-termsupport of pavements.

To reduce potential trafficability problems and strength loss, and to improve the long-termsubgrade support, we recommend that the top 8 inches of the subgrade be treated withhydrated lime, Class “C” fly ash or cement kiln dust. Based on past experience with soils similarto those present at the site, we estimate 5 to 7 percent hydrated lime or 10 to 14 percent Class“C” fly ash or cement kiln dust will be needed to adequately treat the on-site soils. The actualpercentage of additive should be determined at the time of construction by the geotechnicalengineer. If lime is used, it should be blended into the subgrade and allowed to cure for 48 to 72hours before being remixed and compacted. Before compaction, the treated soil zone should beadjusted to within 2 percent of the material’s optimum moisture as determined by test methodASTM D-698. After conditioning the soil to the required moisture content, the treated subgradeshould be compacted to at least 98 percent of the material’s maximum dry density asdetermined by test method ASTM D-698. If Class “C” fly ash or cement kiln dust is used,compaction should be completed within about two hours after initially mixing the soil andstabilizing agent to optimize the stabilization benefit.

Traffic patterns and anticipated loading conditions were not available at the time that this reportwas prepared. However, we have assumed that traffic loads will consist primarily of automobiletraffic and occasional single-unit delivery trucks and trash removal trucks. Pavement sectionsfor two traffic categories have been provided. The light-duty parking category is for areasexpected to receive only car traffic. The heavy-duty parking and drive category assumes twosingle-unit trucks per day and two trash-removal trucks per week in addition to car traffic. If thetraffic loading expected is different than our assumptions, we should be provided the trafficinformation and allowed to review these pavement sections. The owner/user should considerplacing signs at entryways to deter heavy trucks from light-duty pavement areas.



4.6.1 Design RecommendationsMinimum Pavement Recommendations1

Light-Duty Parking Heavy-Duty Parking and DriveSection IPortland Cement Concrete (3,500 psi, Air Entrained)

5.0” Concrete8.0” Treated Subgrade

6.0” Concrete8.0” Treated Subgrade

Section IIFull DepthAsphaltic Concrete

2.0” Type “B” Asphaltic Concrete3.0” Type “A” Asphaltic Concrete8.0” Treated Subgrade

2.0” Type “B” Asphaltic Concrete5.0” Type “A” Asphaltic Concrete8.0” Treated Subgrade

1. All materials should meet the ODOT Standard Specifications for Highway Construction.Note: We recommend that reinforced concrete pads be provided in front of and beneath trashreceptacles. The dumpster trucks should be parked on the rigid concrete pavement when the trashreceptacles are lifted. The concrete pads should be a minimum of 7 inches thick and properly reinforced.

These pavement sections are considered minimal sections based upon our assumed trafficloading and the existing subgrade conditions. However, they are expected to function withperiodic maintenance and overlays if effective drainage is provided and maintained.

4.6.2 Construction ConsiderationsPavement materials should not be placed when the surface is wet. Surface drainage should beprovided away from the edge of paved areas to minimize lateral moisture transmission into thesubgrade.

Preventative maintenance should consist of both localized maintenance (e.g. crack sealing andpatching) and global maintenance (e.g. surface sealing). It should be planned and provided forthrough an on-going pavement management program to enhance future pavement performanceand preserve the pavement investment.

5.0 GENERAL COMMENTS

Terracon should be retained to review the final design plans and specifications so commentscan be made regarding interpretation and implementation of our geotechnical recommendationsin the design and specifications. Terracon also should be retained to provide observation andtesting services during grading, excavation, foundation construction and other earth-relatedconstruction phases of the project.

The analysis and recommendations presented in this report are based upon the data obtainedfrom the borings performed at the indicated locations and from other information discussed inthis report. This report does not reflect variations that may occur between borings, across thesite, or due to the modifying effects of construction or weather. The nature and extent of such



variations may not become evident until during or after construction. If variations appear, weshould be immediately notified so that further evaluation and supplemental recommendationscan be provided.

The scope of services for this project does not include either specifically or by implication anyenvironmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification orprevention of pollutants, hazardous materials or conditions. If the owner is concerned about thepotential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to theproject discussed and has been prepared in accordance with generally accepted geotechnicalengineering practices. No warranties, either express or implied, are intended or made. Sitesafety, excavation support, and dewatering requirements are the responsibility of others. In theevent that changes in the nature, design, or location of the project as outlined in this report areplanned, the conclusions and recommendations contained in this report shall not be consideredvalid unless Terracon reviews the changes and either verifies or modifies the conclusions of thisreport in writing.

APPENDIX A

FIELD EXPLORATION


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Field Exploration Description

Six test borings were drilled at the site on March 24, 2016. The borings were drilled to depthsranging from approximately 5 to 15 feet below the ground surface at the approximate locationsshown on the attached Boring Location Plan, Exhibit A-2.

Terracon personnel used a measuring wheel and a hand-held GPS unit to establish our boringlocations in the field. We estimated the right angles for the boring location measurements. Ourdrill crew obtained the approximate ground surface elevation indicated on the boring logs usinga surveyor’s level and rod. We referenced this elevation to the top nut of the fire hydrant locatedapproximately as shown on the boring location plan. We assigned this reference point anarbitrary elevation of 100.0 feet. Based on this benchmark, the ground surface elevations at theboring locations ranged from 102 to 111 feet. We rounded the elevations on the boring log tothe nearest one-half foot. Consider the location and elevation of the boring accurate only to thedegree implied by the methods used to make these measurements.

A truck-mounted, rotary drill rig equipped with continuous flight augers was used to advance theboreholes. Representative samples were obtained by the split-barrel and thin-walled tubesampling procedures.

The split-barrel sampling procedure uses a standard 2-inch O.D. split-barrel sampling spoonthat is driven into the bottom of the boring with a 140-pound drive hammer falling 30 inches.The number of blows required to advance the sampling spoon the last 12 inches, or less, of atypical 18-inch sampling interval or portion thereof, is recorded as the standard penetrationresistance value, N. The N value is used to estimate the in-situ relative density of cohesionlesssoils and, to a lesser degree of accuracy, the consistency of cohesive soils and the hardness ofsedimentary bedrock. In the thin-walled tube sampling procedure, a seamless steel tube with asharpened cutting end is hydraulically pushed into the bottom of the boring to obtain a relativelyundisturbed cohesive soil sample. The sampling depths, penetration distances, and the Nvalues are reported on the boring logs. The samples were tagged for identification, sealed toreduce moisture loss and returned to the laboratory for further examination, testing andclassification.

An automatic Standard Penetration Test (SPT) drive hammer was used to advance the split-barrel sampler. The automatic drive hammer achieves a greater mechanical efficiency whencompared to a conventional safety drive hammer operated with a cathead and rope. Weconsidered this higher efficiency in our interpretation and analysis of the subsurface informationprovided with this report.


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Field logs were prepared as part of the drilling operations. These boring logs included visualclassifications of the materials encountered during drilling and the field personnel’sinterpretation of the subsurface conditions between samples. The final boring logs included withthis report may include modifications based on observations and tests of the samples in thelaboratory.

Vegetation At Surface

11493

18

16

16

13

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116 45-18-27

16

24

18

16

3

3-4-7N=11

7-13-17N=30

20-32-50/4"

50/4"

9.5

14.0

LEAN CLAY (CL), reddish-brown, stiff

-hard below 3.5'

-red with light gray below 6'

+WEATHERED SILTY SANDSTONE, red, trace light gray,cemented

Boring Terminated at 14 Feet

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.+Classification estimated from disturbed samples. Core samples and petrographic analysis mayreveal other rock types.

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Cornwell Drive & Vandament Avenue Yukon, OklahomaSITE:

Page 1 of 1

Advancement Method:Power Auger

Abandonment Method:Boring backfilled with soil cuttings upon completion.

4701 N Stiles AveOklahoma City, OK

Notes:

Project No.: 03165108

Drill Rig: 747

Boring Started: 3/24/2016

BORING LOG NO. B-1Jones Gillam Renz Architects, Inc.CLIENT:Salina, Kansas

Driller: R. Peters

Boring Completed: 3/24/2016

Exhibit: A-4

See Exhibit A-3 for description of field procedures.

See Appendix B for description of laboratoryprocedures and additional data (if any).

See Appendix C for explanation of symbols andabbreviations.

PROJECT: The Residence at Yukon Hills

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LOCATION See Exhibit A-2

Latitude: 35.497664° Longitude: -97.741134°

No free water observedWATER LEVEL OBSERVATIONS


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-hard below 3.5'

+WEATHERED SILTY SANDSTONE, reddish-brown, poorlycemented

-reddish-brown with light gray below 13.5'Boring Terminated at 14 Feet


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G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

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ELL

031

651

08 T

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RE

SID

EN

CE

AT

YU

KO

N H

ILLS

.GP

J


Page 1 of 1




Notes:


Drill Rig: 747



Driller: R. Peters


Exhibit: A-5





LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ps

f)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psf)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

DR

Y U

NIT

WE

IGH

T (

pcf)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10R

EC

OV

ER

Y (

In.)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





4378

21

17

18

14

15

113 42-13-29

18

20

18

18

18

2-4-4N=8

9-10-12N=22

9-14-23N=37

17-23-32N=55

8.5

15.0

LEAN CLAY (CL), reddish-brown, medium stiff

-very stiff below 3.5'

SHALEY LEAN CLAY (CL), reddish-brown, hard


Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

031

651

08 T

HE

RE

SID

EN

CE

AT

YU

KO

N H

ILLS

.GP

J


Page 1 of 1




Notes:


Drill Rig: 747



Driller: R. Peters


Exhibit: A-6





LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ps

f)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psf)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

DR

Y U

NIT

WE

IGH

T (

pcf)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

RE

CO

VE

RY

(In

.)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





20

21

16

11

11

35-13-22

18

18

18

16

9

3-4-6N=10

3-3-4N=7

8-14-20N=34

13-18-22N=40

28-50/3"

3.5

6.0

14.014.5

LEAN CLAY (CL), dark brown, stiff

LEAN CLAY WITH SAND (CL), reddish-brown, medium stiff


+WEATHERED SILTY SANDSTONE, reddish-brown,cementedBoring Terminated at 14.5 Feet


GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

031

651

08 T

HE

RE

SID

EN

CE

AT

YU

KO

N H

ILLS

.GP

J


Page 1 of 1




Notes:


Drill Rig: 747



Driller: R. Peters


Exhibit: A-7





LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ps

f)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psf)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

DR

Y U

NIT

WE

IGH

T (

pcf)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10R

EC

OV

ER

Y (

In.)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





17

12

38-13-2518

18

3-5-8N=13

12-22-32N=54

3.5

5.0


SHALEY LEAN CLAY (CL), red, trace gray, hard



GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

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INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

031

651

08 T

HE

RE

SID

EN

CE

AT

YU

KO

N H

ILLS

.GP

J


Page 1 of 1




Notes:


Drill Rig: 747



Driller: R. Peters


Exhibit: A-8





LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ps

f)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psf)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

DR

Y U

NIT

WE

IGH

T (

pcf)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

RE

CO

VE

RY

(In

.)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH





18

13

44-15-2918 4-4-5N=9

11-20-22N=42

3.5

5.0





GR

AP

HIC

LO

G

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

031

651

08 T

HE

RE

SID

EN

CE

AT

YU

KO

N H

ILLS

.GP

J


Page 1 of 1




Notes:


Drill Rig: 747



Driller: R. Peters


Exhibit: A-9





LAB

OR

AT

OR

YT

OR

VA

NE

/HP

(ps

f)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

psf)

PE

RC

EN

T F

INE

S

WA

TE

RC

ON

TE

NT

(%

)

DR

Y U

NIT

WE

IGH

T (

pcf)

ATTERBERGLIMITS

LL-PL-PI

SA

MP

LE T

YP

E

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

RE

CO

VE

RY

(In

.)

FIE

LD T

ES

TR

ES

ULT

S

DEPTH




APPENDIX B

LABORATORY TESTING


Responsive ■ Resourceful ■ Reliable Exhibit B-1

Laboratory Testing

Samples retrieved during the field exploration were taken to the laboratory for furtherobservation by the project geotechnical engineer and were classified in accordance with theUnified Soil Classification System (USCS) described in Appendix C. Samples of bedrock wereclassified in accordance with the general notes for Sedimentary Rock Classification. At thattime, the field descriptions were confirmed or modified as necessary and an applicablelaboratory testing program was formulated to determine engineering properties of thesubsurface materials.

Laboratory tests were conducted on selected soil and bedrock samples and the test results arepresented on the boring logs in Appendix A. The laboratory test results were used for thegeotechnical engineering analyses, and the development of foundation and earthworkrecommendations. Laboratory tests were performed in general accordance with the applicableASTM, local or other accepted standards.

Selected soil and bedrock samples obtained from the site were tested for the followingengineering properties:

n Visual Classification (ASTM D2488)n In-situ Water Content (ASTM D2216)n Atterberg Limits (ASTM D4318)n In-situ Dry Density (ASTM D7263)n Unconfined Compressive Strength (ASTM D2166)

Procedural standards noted above are for reference to methodology in general. In some casesvariations to methods are applied as a result of local practice or professional judgment.

APPENDIX C

SUPPORTING DOCUMENTS

01 - 1011 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s)of other constituents

Percent ofDry Weight

Hand Penetrometer

Torvane

Standard PenetrationTest (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Texas Cone Penetrometer

TraceWithModifier

Water Level Aftera Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

TraceWithModifier

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Consistency)

Loose

Very Stiff

Standard Penetration orN-Value

Blows/Ft.

Ring SamplerBlows/Ft.

Ring SamplerBlows/Ft.

Medium Dense

Dense

Very Dense

0 - 1 < 3

4 - 9 2 - 4 3 - 4

Medium-Stiff 5 - 9

30 - 50

WA

TE

R L

EV

EL

Auger

Shelby Tube

Grab Sample

FIE

LD

TE

ST

S

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Descriptive Term(Density)

Non-plasticLowMediumHigh

BouldersCobblesGravelSandSilt or Clay

10 - 18

> 50 15 - 30 19 - 42

> 30 > 42

_

Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field

visual-manual procedures or standard penetration resistance

DESCRIPTIVE SOIL CLASSIFICATION

> 8,000

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

8 - 15

Split Spoon

Rock Core

PLASTICITY DESCRIPTION

Term

< 1515 - 29> 30

Descriptive Term(s)of other constituents

Water InitiallyEncountered

Water Level After aSpecified Period of Time

Major Componentof Sample

Percent ofDry Weight

(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Hard

Very Loose 0 - 3 0 - 6 Very Soft

7 - 18 Soft

10 - 29 19 - 58

59 - 98 Stiff

less than 500

500 to 1,000

1,000 to 2,000

2,000 to 4,000

4,000 to 8,000> 99

LOCATION AND ELEVATION NOTES

SA

MP

LIN

G

< 55 - 12> 12

No Recovery

RELATIVE DENSITY OF COARSE-GRAINED SOILS

Particle Size

Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)

ST

RE

NG

TH

TE

RM

S Unconfined CompressiveStrength, Qu, psf

4 - 8

GENERAL NOTES

Texas Cone

(HP)

(T)

(b/f)

(PID)

(OVA)

(TCP)

Pressure Meter

Exhibit C-1

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol Group Name

B

Coarse Grained Soils: More than 50% retained on No. 200 sieve

Gravels: More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels: Less than 5% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines: More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H

Sands: 50% or more of coarse fraction passes No. 4 sieve

Clean Sands: Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines: More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils: 50% or more passes the No. 200 sieve

Silts and Clays: Liquid limit less than 50

Inorganic: PI 7 and plots on or above “A” line J CL Lean clay K,L,M PI 4 or plots below “A” line J ML Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OL Organic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays: Liquid limit 50 or more

Inorganic: PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OH Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc = 6010

2

30

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,”

whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to

group name. M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line.

Exhibit C-2

srspillerTypewritten Text


srspillerTypewritten TextExhibit C-3





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