TABLE OF CONTENTS Page No. PROJECT INFORMATION... 1 Project Authorization... 1 Project Description... 1 Purpose and Scope of Services...

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3 TABLE OF CONTENTS Page N. PROJECT INFORMATION... 1 Prject Authrizatin... 1 Prject Descriptin... 1 Purpse and Scpe f Services... 1 SITE AND SUBSURFACE CONDITIONS... 3 Site Lcatin and Descriptin... 3 Site Gelgy... 3 Subsurface Cnditins... 3 Dilatmeter (DMT) Testing... 5 Grundwater Infrmatin... 7 EVALUATION & RECOMMENDATIONS... 8 Getechnical Discussin... 8 Site Preparatin... 9 Shallw Fundatin Recmmendatins... 9 Deep Fundatin Recmmendatins Retaining Wall Lateral Pressure Recmmendatins CONSTRUCTION CONSIDERATIONS Misture Sensitive Sils/Weather Related Cncerns Drainage and Grundwater Cncerns Excavatin REPORT LIMITATIONS APPENDIX PIER DESIGN INFORMATION & TEXAS CONE PENETROMETER TEST RESULTS BORING LOCATION DIAGRAM BORING LOGS BORING PROFILE SUMMARY OF TESTS IN OVERBURDEN AND BEDROCK FOUNDATION REPORT PLAN SHEETS RESULTS OF DMT TESTING GENERAL NOTES

4 1 PROJECT INFORMATION Prject Authrizatin (PSI) has cmpleted a getechnical explratin fr the prpsed BNSF Railrad retaining wall structures at the relcated I-4 Bulevard and E.K. Gaylrd in Oklahma City, Oklahma. PSI s services were authrized via ntice t prceed by Pe & Assciates. The wrk is based n the scpe f services requested by Pe & Assciates fr the prject. The explratin was accmplished in general accrdance with the PSI s itemized scpe present t Pe & Assciates. Prject Descriptin Limited prject infrmatin was prvided by Pe & Assciates, Inc. Hwever, PSI has been furnished with preliminary prject plan and elevatin sheet fr E.K. Gaylrd, undated, titled E.K. Gaylrd and depicting the apprximate prpsed bring lcatins fr the elevated railrad bridge structure and related retaining wall brings. This reprt is based n the fllwing: Cast-in-Place walls r MSE walls may be used t retain the elevated railrad track backfill. Cast-in-Place walls may be supprted n spread ftings, steel piles, r drilled shafts. The getechnical recmmendatins presented in this reprt are based n the available prject infrmatin, wall lcatins, labratry testing and the subsurface materials described in this reprt. If the nted infrmatin is incrrect, please infrm PSI in writing s that the recmmendatins presented in this reprt may be amended, if apprpriate and if desired by the client. PSI will nt be respnsible fr the implementatin f the recmmendatins when PSI has nt been ntified f changes in the prject. Purpse and Scpe f Services The purpse f this study is t explre the subsurface cnditins at the site t prvide sil parameters fr design f fundatin systems fr the prpsed cnstructin. PSI s scpe f services included drilling 6 sil test brings at the site fr the retaining walls t supprt the backfill fr the elevated railrad, select labratry testing, and preparatin f this getechnical reprt. The bring BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

5 lgs are included in this reprt. The scpe als includes perfrming flat plate dilatmeter (DMT) testing fr estimatin f settlements and t aid in wall stability analysis and design. This reprt briefly utlines the testing prcedures, presents available prject infrmatin, describes the site and subsurface cnditins, and presents recmmendatins regarding the fllwing: Fundatin types, depths, allwable bearing capacities, and estimates f ptential settlements Lateral lad resistance parameters Retaining wall stability Cmments regarding factrs that will impact cnstructin and perfrmance f the prpsed cnstructin Based n the physical nature f the Hennessey gelgic unit predminant at the prject site, the bedrck was sampled insitu with the Texas Cne Penetrmeter (TCP). The scpe f services did nt include an envirnmental assessment fr determining the presence r absence f wetlands r hazardus r txic materials in the sil, bedrck, surface water, grundwater, r air n r belw, r arund this site. Statements in this reprt r n the bring lgs regarding drs, clrs, and unusual r suspicius items r cnditins are strictly fr infrmatinal purpses. Recmmendatins prvided in this reprt are based n the AASHTO 16 th Editin design guidelines and are anticipated t be similar t the requirements f AREMA fr getechnical wrk. 2 BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

6 3 SITE AND SUBSURFACE CONDITIONS Site Lcatin and Descriptin The site fr the prpsed retaining walls is lcated alng the elevated BNSF railrad alignment, east f E.K. Gaylrd and frm S.W. 4 th Street t just suth f W. Ren Avenue in Oklahma City, Oklahma. The walls will retain the materials supprting the abve grade railrad bridge backfill and tracks at the relcated I-4 Bulevard. Remval f the ld I-4 bridge structure was n-ging at the time f the field wrk. The prject site is lcated at apprximate latitude N35º and apprximate lngitude W97º Undergrund utilities exist alng the area f the wall cnstructins. Site Gelgy Divisin Fur f the Engineering Classificatin f Gelgical Materials, published by the Oklahma Department f Transprtatin (ODOT) indicates that belw alluvium, the site is underlain by the Hennessey Unit (Phy) in Oklahma Cunty. The gelgic unit is described belw. This unit cnsists f red platy t blcky clay shales and mudstne. The mudstnes are hard and appear blcky. The red clay shale f the Hennessey Unit is characterized by numerus bands f streaks f white r light green clr ranging frm a few inches t fur feet in thickness. The ttal thickness f the unit is abut 4 feet. The Hennessey Unit utcrps in a 5 t 15 mile nrth-suth band acrss Grant, Garfield, Kingfisher, Lgan, Canadian, and Oklahma Cunties in Divisin Fur. Tpgraphically, the unit is near level t gently rlling and is generally grass cvered r cultivated. Subsurface Cnditins The site subsurface cnditins fr the retaining wall structures were explred with 6 sil test brings (W-1 thrugh W-6). The brings were lcated in the field by a PSI engineer using the bring lcatin plan (GP&E) prvided t PSI and by measuring distance, frm knwn site reference pints. Elevatins at the bring lcatins and the bring nrthings and easting crdinates were determined by Pe & Assciates surveyrs and the results prvided t PSI. The bring elevatins and crrespnding nrthing and easting distances are summarized in the table belw and n the bring lgs. The brings in the verburden and gelgic materials were advanced with wet rtary BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

7 drilling methds using a truck-munted CME-55 drill rig equipped with an autmatic hammer and sil samples were rutinely btained during the drilling prcess. Drilling and sampling techniques, at the time f the field wrk, were accmplished in general accrdance with AASHTO and ASTM prcedures and are anticipated t be applicable fr AREMA requirements. 4 Retaining Wall Structure Bring Lcatin and Elevatin Infrmatin Bring Lcatin Nrthing, ft. Easting, ft. Elevatin, ft. W-1 168, ,113, W-2 168, ,113, W-3 168, ,113, W-4 168, ,113, W-5 168, ,113, W-6 169,7.47 2,113, Select sil samples were tested in the labratry t determine materials prperties fr PSI s evaluatin. Labratry testing was accmplished generally in accrdance with the pertinent ASTM and AASHTO prcedures. The results are included in the appendix. The brings subsurface materials generally cnsist f fat clays, lean clays, sands and silts t depths f apprximately 43 t 47 feet belw present grade. The verburden materials are underlain by siltstne f the Hennessey gelgic unit t the bring depths f apprximately 63 t 67 feet belw the surface. The field and labratry test results are presented in the Bring Lgs and the Summary f Tests in Overburden and Bedrck sheets included in the appendix. Typical standard penetratin tests perfrmed in the upper granular and chesive sils frm the surface t depths f apprximately 1 t 28 feet indicated blw cunts "N-Values" ranging frm 2 t 13 blws per ft f penetratin. Typical standard penetratin tests perfrmed in the underlying granular and chesive sils indicated blw cunts N-Values ranging frm 14 t 49 blws per ft f penetratin. Standard penetratin tests and Texas Cne Penetrmeter (TCP) tests perfrmed in the siltstne bedrck indicate the siltstne t be hard t very hard. The TCP test results range frm penetratin f.3 inch fr 1 blws t 4.5 inches fr 1 blws. The materials are described in mre detail in the appendix (bring lgs and summary f verburden). The depths t the apparent gelgic bedrck material are summarized in the table belw. BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

8 5 Bring N. Bring Elevatin, ft. Summary f Depths f Subgrade t Bedrck Apprx. Depth T Bedrck, Ft. Apprx. Elevatin at Bedrck, Ft. Apprx. Ttal Bring Depth, Ft. Apprx. Bttm f Bring Elevatin, Ft. W W W W W W The abve subsurface descriptin is f a generalized nature t highlight the majr subsurface stratificatin features and material characteristics. The bring lgs included in the appendix shuld be reviewed fr specific infrmatin at individual bring lcatins. These lgs include sil/rck descriptins, stratificatins, penetratin resistances, lcatins f the samples and labratry test data. The stratificatins shwn n the bring lgs represent the cnditins nly at the actual bring lcatins. Variatins may ccur and shuld be expected between bring lcatins. The stratificatins represent the apprximate bundary between subsurface materials and the actual transitin may be gradual. Water level infrmatin btained during field peratins is tabulated and presented in the appendix. The samples which were nt altered by labratry testing will be retained fr 6 days frm the date f this reprt and then will be discarded. Dilatmeter (DMT) Testing PSI cnducted a ttal f 6 Flat Plate Dilatmeter tests in the areas f the brings. The tests were perfrmed t refusal and in accrdance t the methds described in the ASTM D The dilatmeter test is basically an in-situ penetratin and expansin test. The dilatmeter test is initiated by advancing the flat metal blade, lcated at the end f a series f rds, int the sil. Each test cnsists f penetratin f the blade fllwed by expansin f a flat, circular, metallic membrane pistn int the surrunding sil. The pressure r stress required t seat, extend and retract the membrane pistn is recrded. Data was recrded at 1 ft intervals, starting at apprximately 1 t 3 feet belw the existing grade and t refusal ranging frm 19 t 24 feet belw the existing grade. At each test depth, the pressure required t expand BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

9 the circular membrane int the surrunding sil was recrded. The test data was then interpreted t deduce a wide range f sil prperties including elastic mduli, undrained shear strength, frictin angle, ver-cnslidatin rati (OCR) etc. The table belw summarizes the apprximate lcatins where dilatmeter testing was perfrmed. 6 Apprximate Lcatin f DMT Tests Test N. Nrthing, ft. Easting, ft. DMT-1 168,251 2,113,724 DMT-2 168,437 2,113,727 DMT-3 168,564 2,113,637 DMT-4 168,891 2,113,655 DMT-5 168,996 2,113,749 DMT-6 169,7 2,113,653 Frictin Angle (Granular Sils): The frictin angle fr the chesinless sils was derived frm the dilatmeter tests. Details f the derivatin f frictin angle can be fund in the prceedings f the Third Internatinal Getechnical Engineering Cnference in Cair University by S. Marchetti, titled The Flat Dilatmeter: Design Applicatins. The frictin angle (Φ) was btained frm the fllwing equatin: Where; = Hrizntal Stress Index (frm dilatmeter readings) Sil layers were gruped tgether based predminantly n similar frictin angles. The frictin angle assigned t each gruped layer was develped by determining the average frictin angle and standard deviatin f each dilatmeter test interval within the layer. The prvided frictin angles were typically assigned as ne r less standard deviatin belw the average frictin angle. Where dilatmeter infrmatin is nt available, the frictin angles were derived by a cmparisn f ther sil characteristics such as unit weight and SPT N-values. Chesin (Chesive Sils): The chesin assigned t each layer was develped by determining the average chesin and standard deviatin f each dilatmeter test interval within the layer. The prvided chesin values were typically assigned as ne r less standard deviatins belw the chesin. Where dilatmeter infrmatin is nt available, chesin was derived by a cmparisn f ther sil characteristics such as unit weight and SPT N-values. BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

10 7 The chesin, which is defined as the ttal undrain shear strength, was derived frm the dilatmeter tests and engineering judgments. S. Marchetti described the prcedure fr determining the undrained shear strength (S u ) in the ASCE Jurnal f Getechnical Engineering Vlume 16, titled In Situ Tests by Flat Dilatmeter. Marchetti prpsed t crrelate the undrained shear strength (S u ) with the hrizntal stress index (K D ) by the fllwing equatin: Where, = Pre-insertin in-situ verburden stress Grundwater Infrmatin Ptentially saturated sil was encuntered in the recvered samples frm depths f apprximately 2 t 28 feet. Grundwater that cllected in the brings was measured at depths f apprximately 24 feet after up t 24 hurs delay. It shuld be nted, hwever, that grundwater can exist at varying depths during different times f the year depending upn climatic and rainfall cnditins. Discntinuus znes f perched water may exist within the verburden materials and/r at the cntact with bedrck. PSI recmmends that the Cntractr determine the actual grundwater levels at the site at the time f the cnstructin activities. It shuld be nted that the brings were advanced by the wet rtary methd and depth f water measurements in the brings after cmpletin f drilling were nt taken due t the presence f drilling fluid in the brehles. The level f grundwater in the hles is presented in the table belw. Bring N. Apprximate Grundwater Depth Infrmatin During Drilling, ft. (Estimated) At Cmpletin, ft. After 24 Hrs. Delay, ft. W N/A 24. W N/A 24. W N/A 24. W N/A 24. W-5 2. N/A 24. W N/A 24. BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

11 8 EVALUATION AND RECOMMENDATIONS Getechnical Discussin The recmmendatins presented in this reprt are based n the available prject infrmatin and the subsurface materials encuntered in the brings. PSI anticipates the prpsed earth retentin system may be Mechanically Stabilized Earth (MSE) r cast-in-place cncrete cantilever type wall. PSI als anticipates cast-in-place type walls may be supprted by spread ftings cnstructed in the verburden sils r n steel HP pile sectins driven int the bedrck r n reinfrced straight sided cncrete drilled shafts funded in the underlying bedrck. PSI has presented in the fllwing reprt sectins design and cnstructin recmmendatins fr spread ftings, including bearing pressures fr gravity walls, steel H-piles, and drilled shafts, as fundatin systems fr the prpsed earth retentin structures. Mechanically Stabilized Earth (MSE) retaining walls are cnsidered prprietary gravity type walls and internal stability verified by the supplier. Generally, fr hard t very hard bedrck gelgic materials, pile driving and drilled shaft excavatins may encunter difficulties. Hwever, difficulty in driving f the piles fr anchrage and bearing int the bedrck and t achieve adequate pile lengths is nt anticipated fr this site. Adequate pile driving and pier drilling equipment shuld be prvided by the cntractr. Casing f the drilled shaft excavatins r utilizatin f slurry (preferably plymer), r a cmbinatin f casing and slurry will be required t advance the drilled shaft hles. Glbal stability analysis can be adequately perfrmed nce the wall type and cnfiguratins are available. A limited settlement analysis f the retaining wall cnstructin using idealized wall cnfiguratins f apprximately 75% f an estimated 2 feet wall height fr fting/wall width estimatins in cnjunctin with backfill bearing pressure influence was perfrmed. Hwever, ftings r wall at this site that are supprted by deep fundatins extended t the bedrck are nt anticipated t be susceptible t excessive settlement r glbal stability issues. Thugh PSI is prviding specific grundwater infrmatin measured at the time f drilling activities, it is recmmended the Cntractr determine the actual grundwater level at the site at the time f the cnstructin activities. Deep Fill Settlement: Based n ur experience, it is anticipated that prperly cmpacted new structural fill material will settle apprximately 1 t 2 percent f the fill height. The higher the clay cntent the lnger it takes the fill t settle. Granular material typically settles as it is cmpacted. Settlement culd be n the rder f 2 inches r mre depending n the thickness f fill and cmpsitin. BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

12 9 Site Preparatin Sft r lse sils encuntered in the fting excavatins shuld be undercut, misture cnditined and recmpacted in place r replaced with prperly cmpacted structural fill r lean cncrete. The undercutting activities shuld be witnessed by a representative f the getechnical engineer and shuld be perfrmed during a perid f dry weather. Cmpactin f the undercut sils r structural fill shuld be perfrmed accrding t the AREMA cnstructin specificatins. PSI s recmmendatin is that fill material be placed in a relatively unifrm hrizntal lift and be adequately keyed int stripped and scarified subgrade sils. PSI als recmmends fill materials be free f rganic r ther deleterius material, have a maximum particle size less than 3 inches, and have a liquid limit nt mre than 35 and plasticity index nt mre than 15. Mst f the sils encuntered d nt appear suitable fr use as structural fill, but if intended fr re-use shuld be treated as recmmended. If a fine-grained clay sil is used fr fill, accurate misture cntent cntrl will be required t achieve the recmmended degree f cmpactin. Fill shuld nt be placed in lifts f mre than 8 inches f lse material and shuld be cmpacted within the range f 1 percentage pint belw t 3 percentage pints abve the ptimum misture cntent value. If water must be added, it shuld be unifrmly applied and thrughly mixed int the sil by disking r scarifying. Each lift f cmpacted engineered fill shuld be tested by a representative f the getechnical engineer prir t placement f subsequent lifts. All wrk must be perfrmed accrding t the AREMA cnstructin criteria. Shallw Fundatin Recmmendatins It may be pssible t supprt the retaining walls with spread cntinuus ftings bearing in the existing sil material. Such walls may cnsist f cnventinal cast-in-place cantilever wall r a mechanically stabilized earth (MSE) wall system. It shuld be nted MSE walls are prprietary and final design and backfill material shuld be accrding t the manufacturer s criteria. Fr subgrade fundatin materials prepared as recmmended in this reprt r in accrdance with the AREMA criteria, the allwable unit end bearing capacity fr MSE walls and cntinuus ftings may generally be taken as 1.44 tsf based n an estimated fting width f 12 feet (prvided t PSI), prjected wall fting segment length f 3 feet and fting embedment depth f 3 feet frm the present subgrade. The allwable unit bearing capacities fr the individual brings at the estimated MSE r cnventinal cast-in-place cantilever wall bearing levels f apprximately 3 feet belw the present grade are tabulated belw and may be higher fr deeper fundatin depths and larger fting size. The capacities are calculated based n the SPT test results augmented with the predicted shear strengths frm the DMT tests. The allwables include a factr f safety f 2.5. It is imprtant that PSI bserve and dcument the fting excavatins prir t placement f cncrete if a BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

13 cnventinal retaining wall is utilized. A minimum width dimensin f 7% f the wall height is recmmended fr MSE wall reinfrcing length and fr cast-in-place wall ftings. The ftings shuld be designed s that the pressure under the fting is generally cnsistent fr the sil type. If verturning will be a prblem, r if higher bearing capacities required, the MSE wall r ftings may be funded at a deeper elevatin r lnger sil reinfrcing lengths r a larger fting width may be cnsidered, respectively. 1 BORING NO. APPROX. FINAL GRADE ELEV., ft. RECOMMENDED FOOTING DESIGN PARAMETERS MATERIAL TYPE ANGLE OF INTERNAL FRICTION, deg. COHESION, c u, tsf ALLOWABLE UNIT BEARING RESISTANCE, q n tsf FACTOR OF SAFETY W Clay W Clay W Clay W Sand/Silt W Silt W Silt/Sand Fr sliding, the ultimate base adhesin fr clays and ultimate base frictin cefficient fr granular materials can generally be taken as.2 tsf and.44, respectively. The ultimate passive pressure fr the existing clay and sand may be generally taken as.75 tsf and.15 tsf/ft, respectively. Factr f safety f 2 is recmmended fr the lateral resistance evaluatin f the structures. Swelling f the sils is nt expected t be a prblem under the prpsed structural pressures. The fundatin excavatins shuld be bserved by a representative f PSI prir t steel r cncrete placement t assess that the fundatin materials are capable f supprting the design lads and are cnsistent with the materials discussed in this reprt. Sft r lse sil znes encuntered at the bttm f the fting excavatins shuld be remved t the level f acceptable residual sils r adequately cmpacted structural fill as directed by the getechnical engineer. Cavities frmed as a result f excavatin f sft r lse sil znes shuld be backfilled with lean cncrete r dense graded cmpacted crushed stne. After pening, fting excavatins shuld be bserved and cncrete placed as quickly as pssible t avid expsure f the fting excavatins t wetting and drying. Surface run-ff water shuld be drained away frm the excavatins and nt be allwed t pnd. If pssible, the fundatin cncrete shuld be placed during the same day the excavatin is made. If it is required BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

14 that fting excavatins be left pen fr mre than ne day, they shuld be prtected t reduce evapratin r entry f misture. Settlement Analysis: MSE walls are able t tlerate sme amunt f differential mvement, but differential settlement shuld be cnsidered based n manufacturer s recmmendatins. Hwever, fr relatively lng walls supprted n cntinuus spread ftings, prvisins shuld be made t accmmdate differential mvements/settlements. PSI perfrmed a limited settlement analysis fr the prpsed cnstructin using idealized parameters and the subgrade characteristics infrmatin available at the present time frm the labratry and DMT results. Ttal settlement based n analysis f select brings and lading frm the track and wall backfill is anticipated t be n the rder f 1 inch and 2 inches at the walls nrth and suth, respectively, f the bulevard. The maximum differential settlement is anticipated t be abut ¾ f the anticipated ttal settlements fr prperly cnstructed walls at this site. Fr lng walls supprted n spread ftings, prvisins shuld be made t accmmdate differential settlement. If the anticipated settlements are nt tlerable, PSI shuld be cnsulted nce the design vertical lads are determined in rder t perfrm prper settlement analysis. If required, settlement investigatin shuld be perfrmed at the service limit state. Slpe Stability Analysis: PSI perfrmed limited glbal stability analysis based n the available infrmatin. The results indicate glbal stability with an adequate factr f safety. Hwever, PSI recmmends being given the pprtunity t perfrm mre detailed glbal stability if the design changes and after design is cmpleted. 11 Deep Fundatin Recmmendatins If the mvements assciated with a shallw fundatin system are nt acceptable, r if verturning r settlement f the wall will be a prblem, then a drilled shaft r steel pile fundatin system can be used t supprt the prpsed retaining wall, especially cast-in-place wall types. Drilled Shafts: A straight shaft drilled shaft fundatin system can be used t supprt earth retentin walls. The drilled shaft embedment int the subsurface strata shuld be sufficient t prvide adequate vertical and lateral lad capacities and acceptable displacement. The fllwing table summarizes the sil and bedrck design parameters that may be used fr the design f drilled shafts. Alternatively, the allwable capacities prvided in the table f Recmmended Drilled Shaft Design Values included at the end f this sectin may be used fr individual drilled shafts r sectins f the wall. The allwables presented in the general sil parameter table include factrs f safety f 2 and 3 fr end bearing and skin frictin resistance, respectively. A lateral lad analysis can be perfrmed using cmputer prgrams such as L-Pile r COM-624. General design parameters fr the drilled shafts fr the prpsed walls are as fllws in the BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

15 12 table belw: Sil Type Allwable Capacity (tsf) General Drilled Shaft Design Parameters End Bearing Side Resistance Lateral Mdulus, (k) pci Factr f Safety Allwable Capacity (tsf) Factr f Safety Strain Factr, (1) E 5 r (2) k rm Clay Sand/Silt Siltstne Nte: Ttal unit weight 135 pcf fr sandstne Ttal unit weight 12 pcf fr clay Ttal unit weight 11 pcf fr sand and silt, unless as tabulated (1) fr clay (2) fr rck It is recmmended that skin frictin resistance in the rck scket be neglected fr a depth equal t a drilled shaft diameter. The design lads are nt knwn at this time but based n the knwn subsurface cnditins and site gelgy, labratry testing, and past experience, PSI anticipates that a prperly designed and cnstructed single drilled shaft fundatin supprted n the recmmended materials shuld experience maximum ttal settlements f less than ½ inch fr the bedrck and 1 inch fr the sils. Casing will generally be required t reduce difficulties assciated with slughing f the sils and/r grundwater related prblems. Once the casing is advanced and sealed int the bedrck the remaining sil can be remved, and the excavatin can be pumped t remve grundwater remaining in the drilled shaft hle. Casing may be vibrated int the verburden material with a vibratry hammer. Alternatively, slurry displacement r a cmbinatin f slurry and casing can be used t stabilize the drilled shaft walls. Slurry displacement is anticipated fr drilled shafts nt extended int the bedrck. It will be advantageus t install casing when grundwater r wet sil is encuntered. Fluid in the drilled shaft hle shuld be maintained at a higher elevatin (typically 5 feet) abve the grundwater utside the shaft. It shuld be nted that installed casing in excess f 6 feet may be difficult t extract withut the use f a higher capacity crane r adequate vibratry hammer. PSI recmmends plymer slurry fr the granular verburden material encuntered by the brings. If slurry is used, it shuld be designed and the prperties mnitred during the excavatin. Surface casing (typically 5 feet lng) will be required t stabilize the tp f the drilled shaft hle and t create an adequate wrk envirnment. The pier bttms and sckets shuld be bserved fr cntinuity and t determine that the material is acceptable fr supprt f structural lads and cnsistent with the material identified in the BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

16 brings. Lse material shuld be remved frm the pier bttms and the sckets shuld be cleaned. Drilled pier cnstructin and inspectin shuld be accmplished in accrdance with the AREMA criteria. The pier diameter shuld be sized t distribute the lad t the sil r bedrck frmatins. Typically, sil and bedrck penetrated by augers r the mud rtary drilling methd used fr this site can be remved with standard drill pier augers. Generally, the weathering prcess f siltstne is erratic and variatins in the siltstne prfile can ccur in small lateral distances. These siltstne depths shuld nt be used fr lump sum bid purpses. If a lump sum cnstructin bid is necessary, the siltstne prfile shuld be mre cmpletely defined prir t requesting bids. The siltstne depths shuld be cnfirmed by the engineer at the time f cnstructin. When the drilling peratins and inspectins are cmplete, cncrete shuld be placed inside the casing r drilled shaft excavatins immediately. During simultaneus cncrete placing and casing remval peratins, sufficient cncrete head shuld be maintained inside the casing t ffset the hydrstatic head f the grundwater utside the casing, and t prevent the intrusin f sil and grundwater and/r slurry int the pier cncrete. If slurry is used, it may be pssible t pur the cncrete under the wet slurry displacement cnditin. The cncrete pipe r tremie shuld be maintained a minimum f 5 feet belw the surface f the cncrete in the excavatin during the pur. Care shuld be exercised t avid cntaminatin f the drilled shaft cncrete with the slurry. At the start f the cncrete pur, the tip f the tremie r cncrete pipe shuld nt be mre than 4 inches frm the bttm f the drilled shaft hle. The fllwing table presents drilled shaft design parameters based n the individual sil brings perfrmed fr the wall design. 13 BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

17 14 Recmmended Drilled Shaft Design Values BORING NO. DEPTH, FT. UNDRAINED SHEAR STRENGTH OR FRICTION ANGLE ALLOWABLE UNIT BEARING RESISTANCE, (R n ) Brg, tsf ALOWABLE UNIT FRICTION RESISTANCE, (R n ) Fr,tsf STATIC LATERAL MODULUS, k, pci STRAIN FACTOR, E 5 STRAIN FACTOR, k rm MATERIAL TYPE 8.58 tsf Clay W tsf Cay Sand tsf Siltstne 1.42 tsf Clay tsf Clay W tsf Clay Sand tsf Siltstne tsf Siltstne 9.92 tsf Clay tsf Clay W Sand Sand tsf Siltstne BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

18 15 Recmmended Drilled Shaft Design Values BORING NO. DEPTH, FT. UNDRAINED SHEAR STRENGTH OR FRICTION ANGLE ALLOWABLE UNIT BEARING RESISTANCE, (R n ) Brg, tsf ALLOWABLE UNIT FRICTION RESISTANCE, (R n ) Fr,tsf STATIC LATERAL MODULUS, k, pci STRAIN FACTOR, E 5 STRAIN FACTOR, k rm MATERIAL TYPE Sand tsf Clay Silt Sand W Sand Sand tsf Siltstne tsf Siltstne tsf Siltstne 4.42 tsf Clay Silt W tsf Clay Sand tsf Siltstne tsf Siltstne BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

19 16 Recmmended Drilled Shaft Design Values BORING NO. DEPTH, FT. UNDRAINED SHEAR STRENGTH OR FRICTION ANGLE ALLOWABLE UNIT BEARING RESISTANCE, (R n ) Brg, tsf ALLOWABLE UNIT FRICTION RESISTANCE, (R n ) Fr,tsf STATIC LATERAL MODULUS, k, pci STRAIN FACTOR, E 5 STRAIN FACTOR, k rm MATERIAL TYPE 4.33 tsf Clay Silt Sand W tsf Clay Sand tsf Siltstne tsf Siltstne tsf Siltstne Steel Piles: The siltstne bedrck material was evaluated using the Texas Cne Penetrmeter. Results frm these tests are presented n the attached bring lgs and in the tables included in the appendix. Once the upper sils and upper weathered bedrck materials are penetrated, the bearing capacity may be dependent n the structural capacity f the pile. PSI recmmends steel H-piles driven t the siltstne bedrck. Driven piles can be used t supprt the ftings f the prpsed retaining wall within the siltstne strata. Lw displacement piles such as steel H-piles culd be used due t their capability t penetrate, t a limited extent, the siltstne strata as well as withstand high driving stresses. PSI recmmends minimum pile length f 15 feet fr adequacy. Hwever, attaining the minimum recmmended driven pile length is nt anticipated t be a prblem at this prject site. BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

20 17 The fllwing allwable stresses fr steel H-piles are recmmended: MAXIMUM ALLOWABLE STRESSES FOR STEEL H-PILES Design Stresses.25 f y : ver the crss-sectinal area f the pile, nt including the area f any tip reinfrcement. >.25 f y : if damage is unlikely and lad tests are perfrmed. Evaluatin f lad test results by the engineer cnfirms satisfactry results..33 f y : if damage is unlikely, and cnfirming lad tests are perfrmed and evaluated by the engineer. Driving Stresses.9 f y (32 ksi fr ASTM A-36 steel, 45 ksi fr ASTM A-572 r A-69): fr cmpressin and tensin Nte: Driving stresses may be estimated by perfrming wave equatin analysis r by dynamic mnitring f frces and acceleratin at the pile head during pile driving. Piles shuld be driven t the minimum tip elevatins and required ultimate capacity shwn n the cntract dcuments using, as a minimum, the apprpriate frm f the Engineering News Recrd (ENR) frmula t determine the bearing capacity and shuld be terminated after the required resistance r practical refusal has been attained r as prvided by AREMA cnstructin cdes r in the cntract dcuments. It shuld be nted that factrs f safety frm mnitring thrugh the ENR frmula can vary significantly and a mre apprpriate frmula such as the Gates frmula adapted fr lcal subsurface cnditins can als be cnsidered. The ODOT parameters fr the mdified Gates equatin fr lcal cnditins are prvided in this sectin f the getechnical reprt. Fr estimatin purpses, and due t the hardness f the bedrck material, estimated penetratin f the steel piles int the bedrck t attain the adequate resistance is summarized in the fllwing table fr each bring perfrmed. Bring N. Estimated Steel Pile Penetratin Pile Penetratin, inches Nminal 1-inch Size Nminal 12-inch Size W W W W W W-6* 2 2 *Ptential resistive layer encuntered at depth f apprximately 36 feet belw present grade BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

21 18 The allwable capacities are limited t apprximately 5 and 7 tns fr pile sectins HP1X42 and HP12X53, respectively, as example, fr grade 36 steel and penetratins int the bedrck. This recmmendatin is based n the Texas Cne Penetrmeter values shwn n the bring lgs. The actual penetratin can be mre accurately determined nce the pile sectin and the magnitude f the pile lads are available. The bedrck allwable unit end bearing capacity and allwable unit skin frictin values prvided fr drilled shafts are applicable. Factrs f safety f 2 and 3 are applied fr end bearing and skin frictin, respectively, fr the values prvided in this reprt. PSI recmmends a pile driving hammer with rated energy f 25, t 35, ft-lbs as a trial hammer in the pile drivability analysis. Hwever, hammer efficiencies may vary with manufacturers and maintenance with usage. The pile driving hammer shuld have sufficient energy and efficiency t drive the piles t the required capacity and the minimum required penetratin rate at the end f driving. The pile shuld nt be verstressed during driving and driving shuld be discntinued if it is causing damage t the pile. Piles shuld nt be spaced clser than three times the maximum pile dimensin measured center t center. Hwever, this requirement may be irrelevant fr pint bearing piles, as is generally the case fr piles embedded int bedrck. A mre accurate pile capacity can be determined by perfrming mre detailed analysis using the Wave Equatin Methd, althugh results fr piles in bedrck have certain limitatins. If required, PSI shuld be cntacted t prvide this service. Using the wave equatin analysis and pile lad tests t estimate the driving lads and pile capacity may enable the use f a higher factr f safety in the pile capacity analysis. If required, static pile capacity analysis may be perfrmed using the FHWA Driven cmputer prgram and the sil parameters available in this reprt. The pile tips may be prtected with prefabricated cmmercially available driving shes, preferably specialized fr pile driving int very hard rck, thereby resulting in a lwer risk f damage. The tips shuld be welded t the H-piles with fillet welds alng the utside f each flange. Welded reinfrcement as prvided fr by ODOT in the Standard Piling Details fr Steel Piling r available fr AREMA prjects may als be cnsidered. Manufacturers recmmend different shapes and cnfiguratins f pile shes fr varius applicatins. PSI recmmends tips such as VS.31 and VS.312 by Versa Steel, r PAR-1T and PAR-12T by Piling Accessries, r HPH-1-RB and HPH-12-RB by Internatinal Cnstructin Equipment, r equivalent fr nminal 1- and 12-inch steel HP piles, respectively. If pile splicing is required, the number f splices shuld be kept at a minimum, as required fr cnstructin by AREMA, t prtect the integrity f the piles. The axis f the spliced pile sectin shuld be straight. The adjusted estimated pile penetratins fr HP piles can be prvided by PSI nce the design pile capacities are knwn. It shuld be nted that actual penetratins during cnstructin may vary frm the estimated values depending n changes in site BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

22 19 cnditins, hammer types and hammer perating efficiency. Mdified Gates Equatin: The Oklahma Department f Transprtatin (ODOT) recmmends the fllwing frmula, mdified fr lcal subsurface cnditins, be used t determine the axial lad resistance f driven fundatin piles: Where: Φ1.25 E LOG 1 (1N) (kips) Φ = Resistance Factr f.4 E = Energy prduced by the hammer per blw in ft-punds. Fr gravity and single acting diesel hammers, the value is based n the actual ram strke bserved in the field and measured in feet multiplied by the ram weight in punds. Fr duble acting diesel hammer, the value is based n the bunce chamber pressure bserved. N = Average number f hammer blws per inch f pile penetratin fr the last 1 t 2 blws delivered t the pie head. The abve frmula is applicable nly when: the pile is a steel type HP pile, the pile driving hammer has a free fall (gravity and single acting hammers nly), the head f the pile is nt brmed, crushed, r therwise damage, the penetratin is quick and unifrm, there is n appreciable rebund f the hammer, and a fllwer is nt used. The number f blws per inch f pile penetratin may be measured either during initial driving r by re-driving with a warm hammer perated at full energy after a pile set perid, as determined by the Engineer. If water jets are used in cnnectin with the driving, determine the axial lad resistance by the frmula shwn nly after the jets have been withdrawn. Retaining Wall Lateral Pressure Recmmendatins The actual earth pressure n the walls will vary accrding t material retained, backfill materials used, and hw the backfill is cmpacted. It is anticipated the retaining walls will supprt cmpacted backfill fr the elevated tracks. Hence, PSI has prvided in the fllwing reprt sectin, BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

23 design parameters fr backfill. If lateral resistance parameters fr the in-situ sil are required in the design, PSI shuld be cntacted. The values fr lateral resistance design prvided in this reprt sectin d nt include hydrstatic pressure and assume that psitive drainage will be prvided t prevent buildup f hydrstatic pressure. PSI anticipates MSE walls may als be cnsidered at this site. It shuld be nted that MSE walls are prprietary and the manufacturer s design recmmendatins and specificatins may be different frm thse presented in this reprt. Fr granular backfill, the fllwing design parameters may be cnsidered: Granular Backfill: (estimated) = 11 pcf (assumed) = 32 Active, K a =.31 Equivalent fluid pressure = 34 psf/ft Passive, K p = 3.25 Equivalent fluid pressure = 358 psf/ft At Rest, K =.47 Equivalent fluid pressure = 52 psf/ft The at-rest cnditin is applicable if walls cannt yield at the tp during back-filling and service cnditins. Passive pressure value is nly applicable where a structure will push int the sil. The walls shuld be designed t resist additinal unifrm lateral lad based n the active cefficient t accunt fr the impsed live lads. Care shuld be exercised during the backfilling f the walls t prevent verstressing and damage t the walls. Exterir subdrains shuld be installed t avid the buildup f hydrstatic pressure behind the retaining walls. Infrmatin abut the existing walls backfill material is nt available frm this investigatin. Hwever, the material may ptentially cnsist f clays, silts, sands, r cmbinatins and the materials may be reused. Fr cmpacted lean clay and silt, the fllwing lateral pressure cefficient values behind the wall can be used. 2 BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

24 21 Cmpacted Sil Lateral Pressure Cefficients Sil Type Active At-Rest K a eq, psf/ft K eq, psf/ft Clay Silt eq, - equivalent fluid pressure Typically, nly half f passive pressure, if applicable in the design, may be used t resist lateral lads due t the amunt f strain required t fully mbilize the passive pressure. The applicable AREMA design factr f safeties shuld be applied in the wall design. Be advised that as a part f the fundatin design selectin prcess, there is always a cst benefit evaluatin. Althugh PSI is recmmending a specific fundatin type, PSI has nt perfrmed a cst/benefit evaluatin. BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

25 22 CONSTRUCTION CONSIDERATIONS PSI shuld be retained t prvide bservatin and testing f cnstructin activities invlved in the fundatin, earthwrk, and related activities f this prject. PSI cannt accept respnsibility fr cnditins which deviated frm thse described in this reprt, nr fr the perfrmance f the fundatin if nt engaged t als prvide cnstructin bservatin and testing fr this prject. Misture Sensitive Sils/Weather Related Cncerns Sme f the upper fine-grained sils encuntered at this site will be sensitive t disturbances caused by cnstructin traffic and t changes in misture cntent. During wet weather perids, increases in the misture cntent f the sil can cause significant reductin in the sil strength and supprt capabilities. In additin, sils which becme wet may be slw t dry and thus significantly retard the prgress f grading and cmpactin activities. It will, therefre, be advantageus t perfrm earthwrk and fundatin cnstructin activities during dry weather. Drainage and Grundwater Cnsideratins Water shuld nt be allwed t cllect in the fundatin excavatins r n prepared subgrades f the cnstructin area either during r after cnstructin. Undercut r excavated areas shuld be slped tward ne crner t facilitate remval f any cllected rainwater, grundwater, r surface runff. Psitive site drainage shuld be prvided. Grundwater elevatins culd nt be accurately measured after the drilling peratins. Hwever, measurements f grundwater bserved t cllect in the brehles after a perid f delay as well as brehle cave-in depths are prvided in the Grundwater Infrmatin sectin f this reprt. It is pssible that seasnal variatins will cause fluctuatins r a water table t be present in the upper sils. Additinally, perched water may be encuntered in discntinuus znes within the verburden r near the cntact with bedrck. Any water accumulatin shuld be remved frm excavatins by pumping. Shuld excessive and uncntrlled amunts f seepage ccur, the Getechnical engineer shuld be cnsulted. BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

26 23 Excavatins In Federal Register, Vlume 54, N. 29 (Octber 1989), the United States Department f Labr, Occupatinal Safety and Health Administratin (OSHA) amended its "Cnstructin Standards fr Excavatins, 29 CFR, part 1926, Subpart P". This dcument was issued t better insure the safety f wrkmen entering trenches r excavatins. It is mandated by this federal regulatin that excavatins, whether they be utility trenches, basement excavatin r fting excavatins, be cnstructed in accrdance with the new OSHA guidelines. It is ur understanding that these regulatins are being strictly enfrced and if they are nt clsely fllwed, the wner and the cntractr culd be liable fr substantial penalties. The cntractr is slely respnsible fr designing and cnstructing stable, temprary excavatins and shuld shre, slpe, r bench the sides f the excavatins as required t maintain stability f bth the excavatin sides and bttm. The cntractr's "respnsible persn", as defined in 29 CFR Part 1926, shuld evaluate the sil expsed in the excavatins as part f the cntractr's safety prcedures. In n case shuld slpe height, slpe inclinatin, r excavatin depth, including utility trench excavatin depth, exceed thse specified in lcal, state, and federal safety regulatins. PSI is prviding this infrmatin slely as a service t ur client. PSI des nt assume respnsibility fr cnstructin site safety r the cntractr's r ther party s cmpliance with lcal, state, and federal safety r ther regulatins. BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

27 24 REPORT LIMITATIONS The recmmendatins submitted are based n the available subsurface infrmatin btained by PSI and design details furnished by Pe & Assciates, Inc. fr the prpsed prject. If there are revisins t the plans fr this prject r if deviatins frm the surface cnditins nted in this reprt are encuntered during cnstructin, PSI shuld be ntified immediately t determine if changes in the fundatin recmmendatins are required. If PSI is nt retained t perfrm these functins, PSI will nt be respnsible fr the impact f thse cnditins n the prject. The getechnical engineer warrants that the findings, recmmendatins, specificatins, r prfessinal advice cntained herein have been made in accrdance with generally accepted prfessinal getechnical engineering practices in the lcal area. N ther warranties are implied r expressed. After the plans and specificatins are mre cmplete, the getechnical engineer shuld be retained and prvided the pprtunity t review the final design plans and specificatins t check that PSI s engineering recmmendatins have been prperly incrprated int the design dcuments. At this time, it may be necessary t submit supplementary recmmendatins. This reprt has been prepared fr the exclusive use f Pe & Assciates, Inc. fr the specific applicatin t the prpsed BNSF Railrad retaining wall structures at the Relcated I-4 Bulevard and E.K. Gaylrd in Oklahma City, Oklahma. BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

28 APPENDIX BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

29 PIER DESIGN INFORMATION & TEXAS CONE PENETROMETER TEST RESULTS BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

30 Relcated Bulevard at E.K. Gaylrd BNSF Railrad Retaining Wall Oklahma City, Oklahma PSI File N PIER DESIGN INFORMATION & TEXAS CONE PENETROMETER TEST RESULTS Bring N. Apprximate Test Depth (feet) *Actual Penetratin (inch/1 blws) Elevatin f Test Depth (feet) Allwable Unit Bearing Resistance (tsf) Allwable Unit Side Frictin Resistance (tsf) W W W * Initial 12 blws t seat the cne

31 Relcated Bulevard at E.K. Gaylrd BNSF Railrad Retaining Wall Oklahma City, Oklahma PSI File N PIER DESIGN INFORMATION & TEXAS CONE PENETROMETER TEST RESULTS Bring N. Apprximate Test Depth (feet) *Actual Penetratin (inch/1 blws) Elevatin f Test Depth (feet) Allwable Unit Bearing Resistance (tsf) Allwable Unit Side Frictin Resistance (tsf) W W W * Initial 12 blws t seat the cne

32 BORING LOCATION DIAGRAM BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

33 81 SE 59 th Street, OKC, OK (45) FAX (45) Bring Lcatin Plan BNSF RR Retaining Wall Structures Relcated I-4 Blvd. at E.K. Gaylrd Oklahma City, OK

34 BORING LOGS BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

35 DATE STARTED: 7/26/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 65. ft DRILL RIG: CME-55 DATE COMPLETED: 7/26/12 BORING W-1 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) Depth, (feet) 5 Graphic Lg Sample Type Sample N. 1 2 N/A ft Recvery (inches) MATERIAL DESCRIPTION 8" CONCRETE Stiff, very dark brwn, LEAN CLAY Stiff, dark reddish-brwn, FAT CLAY Medium stiff, reddish-brwn, LEAN CLAY USCS Classificatin CL CH 2/3/4 N=7 2/3/4 N=7 Misture, % 3 33 Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp >> LL = 49 PL = 22 PI = 27 Additinal Remarks LL = 72 PL = 24 PI = 48 Fines=89.3% 23 Ft. N/A 24 Ft Very sft t medium stiff, reddish-brwn FAT CLAY with SAND CL CH 2/2/2 N=4 1/1/1 N=2 3 4 >> LL = 34 PL = 19 PI = 15 Fines=94.4% LL = 72 PL = 29 PI = 43 Fines=8.5% Dense, light brwn, SILTY SAND 2/2/2 N=4 >> LL = 59 PL = 2 PI = 39 Fines=83.% SM 11/15/18 N=33 22 Nn-Plastic Fines=36.3% Medium dense, light brwn, prly graded SAND SP 9/11/8 N=19 21 Nn-Plastic Fines=4.4% Medium dense, light brwn and gray, prly graded SAND with SILT SP-SM 8/8/9 N=17 21 Nn-Plastic Fines=1.% Cntinued Next Page 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 1 f 2

36 DATE STARTED: 7/26/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 65. ft DRILL RIG: CME-55 DATE COMPLETED: 7/26/12 BORING W-1 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: Elevatin (feet) Depth, (feet) Graphic Lg Sample Type Sample N. N/A ft STATION: N/A OFFSET: N/A REMARKS: Recvery (inches) MATERIAL DESCRIPTION USCS Classificatin Misture, % Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp Additinal Remarks 23 Ft. N/A 24 Ft Medium dense, light brwn, prly graded SAND SP 1/9/12 N=21 19 Nn-Plastic Fines=2.9% Hard t very hard, reddish-brwn, SILTSTONE 5 (3.") 5 (1.5") 5 (.13") 21 >> Nn-Plastic Fines=41.6% (.5") 5 (.13") (.75") 5 (.13") (.5") 5 (.13") End f bring 5 (.25") 5 (") 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 2 f 2

37 DATE STARTED: 8/1/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 67. ft DRILL RIG: CME-55 DATE COMPLETED: 8/1/12 BORING W-2 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) 119 Depth, (feet) Graphic Lg Sample Type Sample N. 1 N/A ft Recvery (inches) 1 MATERIAL DESCRIPTION 24" GRAVEL; prly graded GRAVEL with SAND and SILT Medium stiff, gray, FAT CLAY with SAND USCS Classificatin GP-SM 1/7/9 N=16 Misture, % Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp Additinal Remarks Nn-Plastic Fines=7.6% 21 Ft. N/A 24 Ft CH 3/2/3 N=5 4 >> LL = 7 PL = 28 PI = 42 Fines=75.6% Sft, reddish-brwn and gray, LEAN CLAY CL 1/1/2 N=3 25 LL = 35 PL = 19 PI = 16 Fines=91.4% Medium stiff, grayish-brwn, FAT CLAY with SAND CH 2/2/2 N=4 41 >> LL = 69 PL = 23 PI = 46 Fines=82.2% Stiff, light brwn, SANDY LEAN CLAY 3/2/6 N=8 31 LL = 25 PL = 11 PI = CL Very stiff, reddish-brwn and gray, SANDY FAT CLAY Medium dense, light brwn, prly graded SAND with SILT CH SP-SM 3/6/9 N=15 1/11/9 N= >> LL = 5 PL = 17 PI = 33 Fines=58.% Nn-Plastic Fines=8.8% Medium dense, light brwn and gray, prly graded SAND with SILT SP-SM 5/7/1 N=17 27 Nn-Plastic Fines=24.9% 1155 Cntinued Next Page 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 1 f 2

38 DATE STARTED: 8/1/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 67. ft DRILL RIG: CME-55 DATE COMPLETED: 8/1/12 BORING W-2 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) Depth, (feet) 4 Graphic Lg Sample Type Sample N. 9 N/A ft Recvery (inches) 18 MATERIAL DESCRIPTION Medium dense, light brwn and gray, prly graded SAND with SILT USCS Classificatin 4/6/9 N=15 Misture, % 15 Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp Additinal Remarks Nn-Plastic Fines=1.3% 21 Ft. N/A 24 Ft. 115 SP-SM Hard, reddish-brwn SILTSTONE, interbedded with sandstne 15/22/27 N=49 5 (2.5") 5 (2.") 5 (.75") 11 >> Nn-Plastic Fines=.9% (2.25") 5 (.75") (1.") 5 (.25") (1.25") 5 (.5") End f bring 5 (1.25") 5 (.5") 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 2 f 2

39 DATE STARTED: 7/23/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 63. ft DRILL RIG: CME-55 DATE COMPLETED: 7/23/12 BORING W-3 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) Depth, (feet) Graphic Lg Sample Type Sample N N/A ft Recvery (inches) MATERIAL DESCRIPTION 1" CONCRETE Medium stiff, very dark brwn, SANDY LEAN CLAY Medium stiff, dark reddish-brwn, FAT CLAY Medium stiff, reddish-brwn, LEAN CLAY Medium stiff, reddish-brwn, FAT CLAY Medium stiff, reddish-brwn FAT CLAY with SAND USCS Classificatin CL CH CL CH CH 5/2/2 N=4 3/5/6 N=11 2/3/3 N=6 2/2/2 N=4 2/2/2 N=4 1/2/2 N=4 Misture, % Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp >> >> >> Additinal Remarks LL = 39 PL = 18 PI = 21 Fines=67.5% LL = 56 PL = 21 PI = 35 Fines=87.4% LL = 31 PL = 2 PI = 11 Fines=9.8% LL = 77 PL = 28 PI = 49 Fines=87.1% LL = 57 PL = 19 PI = 38 Fines=78.4% 28 Ft. N/A 24 Ft Medium dense, light brwn, SILTY SAND SM 8/1/19 N=29 24 Nn-Plastic Fines=22.4% Lse, dark gray, CLAYEY SAND Medium dense, light brwn and gray, SILTY SAND Cntinued Next Page 81 S.E. 59th Street Oklahma City, OK Telephne: (45) SC SM 7/1/1 N=2 22 LL = 36 PL = 9 PI = 27 Fines=35.6% PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 1 f 2

40 DATE STARTED: 7/23/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 63. ft DRILL RIG: CME-55 DATE COMPLETED: 7/23/12 BORING W-3 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) Depth, (feet) 4 Graphic Lg Sample Type Sample N. 9 N/A ft Recvery (inches) MATERIAL DESCRIPTION Medium dense, light brwn and gray, SILTY SAND USCS Classificatin Misture, % SM 4/5/6 25 N=11 Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp Additinal Remarks Nn-Plastic 28 Ft. N/A 24 Ft Hard t very hard, reddish-brwn, SANDSTONE 28 5 (2.5") 5 (.75") 5 (.13") 2 >> (1.") 5 (.25") (.75") 5 (.13") (.5") 5 (") 14 End f bring 5 (.5") 5 (") 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 2 f 2

41 DATE STARTED: 7/31/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 67. ft DRILL RIG: CME-55 DATE COMPLETED: 7/31/12 BORING W-4 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) Depth, (feet) 5 1 Graphic Lg Sample Type Sample N N/A ft Recvery (inches) MATERIAL DESCRIPTION 8" ASPHALT Very lse, dark reddish-brwn and gray, CLAYEY SAND Stiff, grayish-brwn, LEAN CLAY with SAND Medium dense t lse, light brwn, SANDY SILT USCS Classificatin SC CL 2/1/2 N=3 3/5/4 N=9 6/7/6 N=13 Misture, % Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp Additinal Remarks LL = 45 PL = 19 PI = 26 Fines=47.5% LL = 36 PL = 16 PI = 2 Fines=72.9% Nn-Plastic Fines=73.7% 25 Ft. N/A 24 Ft ML 4/4/5 N=9 21 Nn-Plastic Fines=58.4% Medium dense, light brwn and gray, SILTY SAND 4/8/8 N=16 18 Nn-Plastic Fines=17.8% Dense, light brwn and gray, prly graded SAND with SILT 6/15/17 N=32 2 Nn-Plastic Fines=14.1% Very stiff, gray, SANDY CLAY Medium dense t dense, light brwn and gray, SILTY SAND SM 6/11/13 N=24 33 Nn-Plastic Fines=29.% Medium dense, light grayish-brwn, prly graded SAND with SILT SP-SM 8/1/14 N=24 14 Nn-Plastic Fines=7.% Cntinued Next Page 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 1 f 2

42 DATE STARTED: 7/31/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 67. ft DRILL RIG: CME-55 DATE COMPLETED: 7/31/12 BORING W-4 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) Depth, (feet) 4 Graphic Lg Sample Type Sample N. 9 N/A ft Recvery (inches) 18 MATERIAL DESCRIPTION Medium dense t dense, light grayish-brwn, prly graded SAND USCS Classificatin SP-SM 4/9/8 N=17 Misture, % 15 Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp Additinal Remarks Nn-Plastic Fines=1.8% 25 Ft. N/A 24 Ft Hard t very hard, reddish-brwn, SANDSTONE, interbedded with siltstne SP 9/16/21 N=37 5 (3.5") 5 (2.5") 5 (.75") 13 >> Nn-Plastic Fines=2.3% 12 5 (1.75") 5 (.5") (.75") 5 (.13") (2.5") 5 (.5") End f bring 5 (3.") 5 (1.") 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 2 f 2

43 DATE STARTED: 7/3/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 67. ft DRILL RIG: CME-55 DATE COMPLETED: 7/3/12 BORING W-5 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) 1195 Depth, (feet) Graphic Lg Sample Type Sample N. 1 N/A ft Recvery (inches) 18 MATERIAL DESCRIPTION Medium stiff, reddish-brwn, FAT CLAY with SAND USCS Classificatin CH 2/2/3 N=5 Misture, % 36 Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp >> Additinal Remarks LL = 65 PL = 25 PI = 4 Fines=75.3% 2 Ft. N/A 24 Ft Lse, reddish-brwn, SANDY SILT 4/4/5 N=9 21 Nn-Plastic Fines=76.8% ML /4/2 N= Medium stiff, reddish-brwn, LEAN CLAY with SAND CL 3/2/2 N=4 35 LL = 36 PL = 13 PI = 23 Fines=74.9% Medium dense, light brwn, SILTY SAND 9/11/1 N=21 21 Nn-Plastic Fines=12.1% SM 12/11/8 N=19 23 Nn-Plastic Fines=16.6% /8/13 N=21 21 Nn-Plastic Fines=11.4% Medium dense, light brwn and gray, prly graded SAND with SILT SP-SM 13/11/15 N=26 15 Nn-Plastic Fines=5.1% Cntinued Next Page 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 1 f 2

44 DATE STARTED: 7/3/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 67. ft DRILL RIG: CME-55 DATE COMPLETED: 7/3/12 BORING W-5 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) 1155 Depth, (feet) 4 Graphic Lg Sample Type Sample N. 9 N/A ft Recvery (inches) 18 MATERIAL DESCRIPTION Medium dense, light brwn and gray, prly graded SAND USCS Classificatin SP-SM 9/13/16 N=29 Misture, % 2 Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 168, REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp Additinal Remarks Nn-Plastic Fines=3.% 2 Ft. N/A 24 Ft. SP Hard t very hard, reddish-brwn, SILTSTONE, interbedded with sandstne 6/1/12 N=22 5 (3.") 5 (2.25") 5 (.5") 17 >> Nn-Plastic Fines=4.9% (.75") 5 (.13") (1.") 5 (.13") (1.75") 5 (.25") End f bring 5 (1.25") 5 (.5") 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 2 f 2

45 DATE STARTED: 7/3/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 67. ft DRILL RIG: CME-55 DATE COMPLETED: 7/3/12 BORING W-6 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) 1195 Depth, (feet) Graphic Lg Sample Type Sample N. 1 N/A ft Recvery (inches) 18 MATERIAL DESCRIPTION Medium stiff, reddish-brwn and gray, FAT CLAY USCS Classificatin CH 2/2/2 N=4 Misture, % 36 Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 169,7.47 REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp >> Additinal Remarks LL = 68 PL = 25 PI = 43 Fines=85.7% 25 Ft. N/A 24 Ft Medium dense, light brwn, SANDY SILT ML 4/5/5 N=1 16 Nn-Plastic Fines=65.6% Medium dense, light brwn, SILTY SAND 5/8/8 N=16 16 Nn-Plastic Fines=18.9% /9/1 N=19 14 Nn-Plastic Fines=2.5% SM 8/9/1 N=19 14 Nn-Plastic Fines=17.% /7/14 N=21 22 Nn-Plastic Fines=19.5% Medium stiff, reddish-brwn, LEAN CLAY CL 4/3/2 N=5 42 LL = 38 PL = 16 PI = 22 Fines=86.2% Very dense t medium dense, light brwn and gray, prly graded SAND with SILT SP-SM 2/45 5 (5.") 14 >> Nn-Plastic Fines=8.% Cntinued Next Page 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 1 f 2

46 DATE STARTED: 7/3/12 DRILL COMPANY: J & H Drilling DRILLER: LOGGED BY: M. Hurley COMPLETION DEPTH 67. ft DRILL RIG: CME-55 DATE COMPLETED: 7/3/12 BORING W-6 BENCHMARK: ELEVATION: LATITUDE: LONGITUDE: STATION: N/A OFFSET: N/A REMARKS: Elevatin (feet) 1155 Depth, (feet) 4 Graphic Lg Sample Type Sample N. 9 N/A ft Recvery (inches) 18 MATERIAL DESCRIPTION Very dense t medium dense, light brwn and gray, prly graded SAND with SILT USCS Classificatin SP-SM 4/6/8 N=14 Misture, % 14 Water While Drilling Upn Cmpletin Delay (24 Hrs.) DRILLING METHOD: Wet Rtary SAMPLING METHOD: SS/TC HAMMER TYPE: Autmatic BORING LOCATION: EFFICIENCY N/A N: 169,7.47 REVIEWED BY: A. Oyesanya E: 2,113, SPT Blws per 6-inch (SS) Texas Cne (TC) STANDARD PENETRATION TEST DATA N in blws/ft PL Misture LL 25 STRENGTH, tsf Qu Qp Additinal Remarks Nn-Plastic Fines=6.4% 25 Ft. N/A 24 Ft Hard t very hard, reddish-brwn, SILTSTONE, interbedded with sandstne 7/13/12 N=25 5 (3.") 5 (2.") 5 (.5") 19 >> Nn-Plastic Fines=2.5% (.75") 5 (.13") (1.25") 5 (.5") (3.5") 5 (1.") End f bring 5 (2.25") 5 (.75") 81 S.E. 59th Street Oklahma City, OK Telephne: (45) PROJECT NO.: PROJECT: Relcated I-4 Bulevard LOCATION: at E.K. Gaylrd (BNSF RR Ret. Walls) Oklahma City, OK The stratificatin lines represent apprximate bundaries. The transitin may be gradual. Sheet 2 f 2

47 BORING PROFILE BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

48 1, ,2 Elevatin 1,19 1,18 1,17 1,16 1,15 1,14 1,13 W-1 w=3% w=33% w=3% w=4% w=22% w=21% w=21% w=19% w=21% 2/3/4 N=7 2/3/4 N=7 2/2/2 N=4 1/1/1 N=2 2/2/2 N=4 11/15/18 N=33 9/11/8 N=19 8/8/9 N=17 1/9/12 N=21 5 (3.") 5 (1.5") 5 (.13") 5 (.5") 5 (.13") 5 (.75") 5 (.13") 5 (.5") 5 (.13") 5 (.25") 5 (") W-2 w=% w=4% w=25% w=41% w=31% w=25% w=16% w=27% w=15% w=11% 1/7/9 N=16 3/2/3 N=5 1/1/2 N=3 2/2/2 N=4 3/2/6 N=8 3/6/9 N=15 1/11/9 N=2 5/7/1 N=17 4/6/9 N=15 15/22/27 N=49 5 (2.5") 5 (2.") 5 (.75") 5 (2.25") 5 (.75") 5 (1.") 5 (.25") 5 (1.25") 5 (.5") 5 (1.25") 5 (.5") W-3 w=31% w=2% w=27% w=42% w=34% w=24% w=22% w=25% w=2% 5/2/2 N=4 3/5/6 N=11 2/3/3 N=6 2/2/2 N=4 2/2/2 N=4 1/2/2 N=4 8/1/19 N=29 7/1/1 N=2 4/5/6 N= (2.5") 5 (.75") 5 (.13") 5 (1.") 5 (.25") 5 (.75") 5 (.13") 5 (.5") 5 (") 5 (.5") 5 (") W-5 W-4 w=36% 2/2/3 N=5 w=3% w=18% w=19% w=21% w=18% w=2% w=33% w=14% w=15% w=13% 2/1/2 N=3 3/5/4 N=9 6/7/6 N=13 4/4/5 N=9 4/8/8 N=16 6/15/17 N=32 6/11/13 N=24 8/1/14 N=24 4/9/8 N=17 9/16/21 N=37 5 (3.5") 5 (2.5") 5 (.75") 5 (1.75") 5 (.5") 5 (.75") 5 (.13") 5 (2.5") 5 (.5") 5 (3.") 5 (1.") w=21% w=23% w=35% w=21% w=23% w=21% w=15% w=2% w=17% 4/4/5 N=9 4/4/2 N=6 3/2/2 N=4 9/11/1 N=21 12/11/8 N=19 1/8/13 N=21 13/11/15 N=26 9/13/16 N=29 6/1/12 N=22 5 (3.") 5 (2.25") 5 (.5") 5 (.75") 5 (.13") 5 (1.") 5 (.13") 5 (1.75") 5 (.25") 5 (1.25") 5 (.5") W-6 w=36% w=16% w=16% w=14% w=14% w=22% w=42% w=14% w=14% w=19% 2/2/2 N=4 4/5/5 N=1 5/8/8 N=16 7/9/1 N=19 8/9/1 N=19 7/7/14 N=21 4/3/2 N=5 2/45 5 (5.") 4/6/8 N=14 7/13/12 N=25 5 (3.") 5 (2.") 5 (.5") 5 (.75") 5 (.13") 5 (1.25") 5 (.5") 5 (3.5") 5 (1.") 5 (2.25") 5 (.75") 1,19 1,18 1,17 1,16 1,15 1,14 1,13 1, S.E. 59th Street Oklahma City, OK Telephne: (45) Distance Alng Baseline Prfile Relcated I-4 Bulevard PSI Prject Number: ,12

49 SUMMARY OF TESTS IN OVERBURDEN AND BEDROCK BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

50 SUMMARY OF TESTS IN THE OVERBURDEN AND TOP OF BEDROCK BNSF Railrad Retaining Walls at Relcated I-4 Bulevard and E.K. Gaylrd Oklahma City, Oklahma PSI Prject N Bring N. Sample Depth, Ft. Sil Descriptin N Blws /ft. TCP inch /1 Blws Misture Cntent, % Atterberg Limits, % Grain Analysis, % LL PL PI 3 ¾ #4 #1 #4 #2 AASHTO OSI W A-7-6(48) A-6(14) A-7-6(38) A-7-6(34) 27.4 Lean Clay, Fat 25. Clay, Fat Clay NP A-4() 3. with Sand, Silty NP A-1-b Sand, Prly 35. Graded Sand NP A-3 4. with Silt, Prly NP A-1-b 45. Graded Sand, PR NP A-4() Siltstne LL - Liquid Limit PL - Plastic Limit PI - Plasticity Index NP - Nn-Plastic PR - Practical Refusal

51 SUMMARY OF TESTS IN THE OVERBURDEN AND TOP OF BEDROCK BNSF Railrad Retaining Walls at Relcated I-4 Bulevard and E.K. Gaylrd Oklahma City, Oklahma PSI Prject N Bring N. Sample Depth, Ft. Sil Descriptin N Blws /ft. TCP inch /1 Blws Misture Cntent, % Atterberg Limits, % Grain Analysis, % LL PL PI 3 ¾ #4 #1 #4 #2 AASHTO OSI W NP A-1-a A-6(14) A-7-6(4) Prly Graded Gravel with 25. Sand and Silt, Sandy Lean NP A-3 Clay, Sandy NP A-2-4 Fat Clay, Fat 4. Clay with Sand, NP A-1-b 45. Lean Clay, NP A-1-b Prly Graded 47. Sand with Silt, PR Siltstne LL - Liquid Limit PL - Plastic Limit PI - Plasticity Index NP - Nn-Plastic PR - Practical Refusal

52 SUMMARY OF TESTS IN THE OVERBURDEN AND TOP OF BEDROCK BNSF Railrad Retaining Walls at Relcated I-4 Bulevard and E.K. Gaylrd Oklahma City, Oklahma PSI Prject N Bring N. Sample Depth, Ft. Sil Descriptin N Blws /ft. TCP inch /1 Blws Misture Cntent, % Atterberg Limits, % Grain Analysis, % LL PL PI 3 ¾ #4 #1 #4 #2 AASHTO OSI W A-6(12) A-7-6(33) A-6(9) A-7-6(48) A-7-6(3) 26.6 Sandy Lean 25. Clay, Fat Clay, Lean Clay. Fat NP A-2-4 Clay with Sand, A Silty Sand, 4. Clayey Sand, NP Silty Sand, PR Sandstne LL - Liquid Limit PL - Plastic Limit PI - Plasticity Index NP - Nn-Plastic PR - Practical Refusal

53 SUMMARY OF TESTS IN THE OVERBURDEN AND TOP OF BEDROCK BNSF Railrad Retaining Walls at Relcated I-4 Bulevard and E.K. Gaylrd Oklahma City, Oklahma PSI Prject N Bring N. Sample Depth, Ft. Sil Descriptin N Blws/ft. TCP inch /1 Blws Misture Cntent, % Atterberg Limits, % Grain Analysis, % LL PL PI 3 ¾ #4 #1 #4 #2 AASHTO OSI W NP A-4() Clayey Sand, 15. Lean Clay NP A-4() 2. with Sand, NP A Sandy Silt, NP A Silty Sand, NP A-2-4 Prly NP A-1-b Graded Sand 4. with Silt, NP A-1-b 45. Sandy Clay, NP A-1-b 47. Prly PR - PR Graded Sand, 52. Sandstne LL - Liquid Limit PL - Plastic Limit PI - Plasticity Index NP - Nn-Plastic PR - Practical Refusal

54 SUMMARY OF TESTS IN THE OVERBURDEN AND TOP OF BEDROCK BNSF Railrad Retaining Walls at Relcated I-4 Bulevard and E.K. Gaylrd Oklahma City, Oklahma PSI Prject N Bring N. Sample Depth, Ft. Sil Descriptin N Blws/ ft. TCP inch /1 Blws Misture Cntent, % Atterberg Limits, % Grain Analysis, % LL PL PI 3 ¾ #4 #1 #4 #2 AASHTO OSI W A-7-6(31) NP A-4() Fat Clay with NP A-4() 2. Sand, Sandy NP A-2-4 Silt, Lean NP A-2-4 Clay with 3. Sand, Silty NP A Sand, Prly NP A-1-b Graded Sand 4. with Silt, NP A-1-b 45. Prly NP A-1-b 47. Graded PR Sand, 47.5 Siltstne LL - Liquid Limit PL - Plastic Limit PI - Plasticity Index NP - Nn-Plastic PR - Practical Refusal

55 SUMMARY OF TESTS IN THE OVERBURDEN AND TOP OF BEDROCK BNSF Railrad Retaining Walls at Relcated I-4 Bulevard and E.K. Gaylrd Oklahma City, Oklahma PSI Prject N Bring N. Sample Depth, Ft. Sil Descriptin N Blws /ft. TCP inch /1 Blws Misture Cntent, % Atterberg Limits, % Grain Analysis, % LL PL PI 3 ¾ #4 #1 #4 #2 AASHTO OSI W A-7-6(41) NP A-4() NP A NP A NP A-2-4 Fat Clay, 25. Sandy Silt, NP A Silty Sand, Lean Clay, PR NP A-1-b 4. Prly NP A-1-b Graded Sand NP A-3 with Silt, 47. Siltstne PR LL - Liquid Limit PL - Plastic Limit PI - Plasticity Index NP - Nn-Plastic PR - Practical Refusal

56 FOUNDATION REPORT PLAN SHEETS BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

57

58

59

60 RESULTS OF DMT TESTING BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

61 Prject: Relcated I-4/RR RET. Wall Date: 8/28/212 A:.15 Lcatin: DMT-1 Surface Elev: ft B:.6 Lw Range Guage, Zm bars G.W. Depth: 28 ft Rig Type: CME-55 High Range Guage : bars Casing Depth: ft Blde N.: GB239 Rd Type: Predrill Depth: ft Blade Width: mm Rd Diameter: 4.45 cm Initial Depth, z: ft Blade Thickness: 15 mm Rd Weight: kgf/m Tt. Vert. Stress: psf Pre Pressure: psf Frict. Red. Diameter: 5.8 cm mist : 115 pci Eff. Vert. Stress psf p B Z m B 1 Su.22 '(.5 * d ) p 1.5( A Z A).5( B Z B ) v K Depth (ft) A B C p p 1 p 2 u v / ' v E D Su (bar) (bar) (bar) (bar) (bar) (bar) (psf) (psf) Id K D U D (psf) Sil Type, (Id) (psf) (deg) Sin( ) K OCR K A K P chesive chesive chesinless chesive chesive chesive chesinless chesive chesive chesive chesive chesive chesive chesive chesinless chesinless chesive chesinless chesive chesive chesive chesive chesinless m p C Z m A 2 Ed 34.7( p1 p ) p u K d ' v m I d p U d p 1 p u p 2 p u u 1.25

62 Prject: Relcated I-4/RR Ret. Wall Date: 8/24/212 A:.15 Lcatin: DMT-2 Surface Elev: ft B:.6 Lw Range Guage, Zm bars G.W. Depth: 28 ft Rig Type: CME-55 High Range Guage : bars Casing Depth: ft Blde N.: GB239 Rd Type: Predrill Depth: ft Blade Width: mm Rd Diameter: 4.45 cm Initial Depth, z: ft Blade Thickness: 15 mm Rd Weight: kgf/m Tt. Vert. Stress: psf Pre Pressure: psf Frict. Red. Diameter: 5.8 cm mist : 115 pci Eff. Vert. Stress psf p B Z m B 1 Su.22 '(.5 * d ) p 1.5( A Z A).5( B Z B ) v K Depth (ft) A B C p p 1 p 2 u v / ' v E D Su (bar) (bar) (bar) (bar) (bar) (bar) (psf) (psf) Id K D U D (psf) Sil Type, (Id) (psf) (deg) Sin( ) K OCR K A K P chesinless chesinless chesive chesive chesinless chesinless chesive chesive chesinless chesinless chesinless chesive chesive chesinless chesinless chesive chesinless chesinless chesive chesive chesinless chesive chesive chesive chesive m p C Z m A 2 Ed 34.7( p1 p ) p u K d ' v m I d p U d p 1 p u p 2 p u u 1.25

63 Prject: Relcated I-4/RR Ret. Wall Date: 8/28/212 A:.15 Lcatin: DMT-3 Surface Elev: ft B:.6 Lw Range Guage, Zm bars G.W. Depth: 28 ft Rig Type: CME-55 High Range Guage : bars Casing Depth: ft Blde N.: GB239 Rd Type: Predrill Depth: ft Blade Width: mm Rd Diameter: 4.45 cm Initial Depth, z: ft Blade Thickness: 15 mm Rd Weight: kgf/m Tt. Vert. Stress: psf Pre Pressure: psf Frict. Red. Diameter: 5.8 cm mist : 115 pci Eff. Vert. Stress psf p1 B Z m B Su.22 '(.5* d ) p 1.5( A Z A ).5( B Z B) v K Depth (ft) A B C p p 1 p 2 u v / ' v E D Su (bar) (bar) (bar) (bar) (bar) (bar) (psf) (psf) Id K D U D (psf) Sil Type, (Id) (psf) (deg) Sin( ) K OCR K A K P chesinless chesinless chesive chesive chesive chesive chesive chesinless chesinless chesive chesinless chesive chesive chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesive chesive chesive chesinless m p C Z m A 2 Ed 34.7( p1 p ) p u K d ' v m I d p U d p 1 p u p 2 u p u 1.25

64 Prject: Relcated I-4/RR Ret. Wall Date: 8/27/212 A:.15 Lcatin: DMT-4 Surface Elev: ft B:.6 Lw Range Guage, Zm bars G.W. Depth: 28 ft Rig Type: CME-55 High Range Guage : bars Casing Depth: ft Blde N.: GB239 Rd Type: Predrill Depth: ft Blade Width: mm Rd Diameter: 4.45 cm Initial Depth, z: ft Blade Thickness: 15 mm Rd Weight: kgf/m Tt. Vert. Stress: psf Pre Pressure: psf Frict. Red. Diameter: 5.8 cm mist : 115 pci Eff. Vert. Stress psf p B Z m B 1 Su.22 '(.5 * d ) p 1.5( A Z A ).5( B Z B) v K Depth (ft) A B C p p 1 p 2 u v / ' v E D Su (bar) (bar) (bar) (bar) (bar) (bar) (psf) (psf) Id K D U D (psf) Sil Type, (Id) (psf) (deg) Sin( ) K OCR K A K P chesive chesive chesive chesive chesive chesive chesive chesinless chesinless chesinless chesive chesinless chesinless chesinless m p C Z m A 2 Ed 34.7( p1 p ) p u K d ' v m I d p U d p 1 p u p 2 p u u 1.25

65 Prject: Relcated I-4/RR Ret. Wall Date: 8/27/212 A:.15 Lcatin: DMT-5 Surface Elev: ft B:.6 Lw Range Guage, Zm bars G.W. Depth: 28 ft Rig Type: CME-55 High Range Guage : bars Casing Depth: ft Blde N.: GB239 Rd Type: Predrill Depth: ft Blade Width: mm Rd Diameter: 4.45 cm Initial Depth, z: ft Blade Thickness 15 mm Rd Weight: kgf/m Tt. Vert. Stress: psf Pre Pressure: psf Frict. Red. Diameter: 5.8 cm mist : 115 pci Eff. Vert. Stress psf p B Z m B 1 Su.22 '(.5 * d ) p 1.5( A Z A ).5( B Z B) v K Depth (ft) A B C p p 1 p 2 u v / ' v E D Su (bar) (bar) (bar) (bar) (bar) (bar) (psf) (psf) Id K D U D (psf) Sil Type, (Id) (psf) (deg) Sin( ) K OCR K A K P chesinless chesinless chesive chesive chesive chesive chesive chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless chesinless m p C Z m A 2 Ed 34.7( p1 p ) p u K d ' v m I d p U d p 1 p u p 2 p u u 1.25

66 Prject: Relcated I-4/RR Ret. Wall Date: 8/27/212 A:.15 Lcatin: DMT-6 Surface Elev: ft B:.6 Lw Range Guage, Zm bars G.W. Depth: 28 ft Rig Type: CME-55 High Range Guage : bars Casing Depth: ft Blde N.: GB239 Rd Type: Predrill Depth: ft Blade Width: mm Rd Diameter: 4.45 cm Initial Depth, z: ft Blade Thickness: 15 mm Rd Weight: kgf/m Tt. Vert. Stress: psf Pre Pressure: psf Frict. Red. Diameter: 5.8 cm mist : 115 pci Eff. Vert. Stress psf p B Z m B 1 Su.22 '(.5 * d ) p 1.5( A Z A).5( B Z B ) v K Depth (ft) A B C p p 1 p 2 u v / ' v E D Su (bar) (bar) (bar) (bar) (bar) (bar) (psf) (psf) Id K D U D (psf) Sil Type, (Id) (psf) (deg) Sin( ) K OCR K A K P chesive chesive chesive chesinless chesinless chesinless chesive chesinless chesinless chesinless chesinless chesinless chesive chesive chesinless chesive chesive chesive m p C Z m A 2 Ed 34.7( p1 p ) p u K d ' v m I d p U d p 1 p u p 2 p u u 1.25

67 GENERAL NOTES BNSF Railrad Retaining Wall Structures Relcated I-4 Bulevard & E.K. Gaylrd Reprt N (Revisin 1) Oklahma City, Oklahma

68 GENERAL NOTES SAMPLE IDENTIFICATION The Unified Sil Classificatin System is used t identify the sil unless therwise nted. UNIFIED SOIL CLASSIFICATION SYSTEM ASTM D 2487 SOIL PROPERTY SYMBOLS N :Standard N penetratin: Blws per ft Qu :Uncnfined Cmpressive Strength, tsf Qp :Penetrmeter value, tsf Mc :Water Cntent, % LL :Liquid Limit, % PI :Plasticity Index, % DD :Natural Dry density, pcf :Apparent grundwater levels. Plasticity Index CL-ML CL ML r OL CH MH r OH DRILLING AND SAMPLING SYMBOLS BS :Bag Sample. SS :Split Spn - 1 3/8 I.D., 2 O.D., except where nted. ST :Shelby Tube - 3 O.D., except where nted. AU :Auger sample. TC :Texas Cne Penetrmeter DB :Diamnd Bit. CB :Carbide Bit. WS :Washed Sample. MOISTURE CONDITION OF COHESIVE SOILS Descriptin Absence f misture,dusty, dry t tuch Damp but n visible water Liquid Limit Cnditin Misture Cntent Dry t 1 % Mist 1 t 3 % Visible free water Wet 3 t 7 % RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION DEGREE OF PLASTICITY OF COHESIVE SOILS QUALITY OF ROCK CORE Degree f CORE QUALITY R.Q.D CONDITIONS Plasticity Index Swell Ptential Plasticity Excellent Quality 9-1 % Unweathered Nne t 4 Very Lw Gd Quality 75-9 % Slightly Weathered Slight 5 t 1 Lw Fair Quality 5-75 % Mderately Weathered Medium 1 t 2 Lw t Medium Pr Quality 25-5 % Highly Weathered High 2 t 4 Medium T high Very Pr Quality < 25 % Cmpletely Weathered Very High > 4 Very high TERM (COHESIVE SOILS) CONSISTENCY Very Sft Sft Medium Stiff Very Stiff Hard TERM (COHESIONLESS SOILS) SPT Qu - (tsf) RELATIVE DENSITY SPT < Very Lse t 3 2 t Lse 4 t 9 4 t Medium 1 t 29 7 t Dense 3 t t Very Dense PARTICLE SIZE Bulders > 3 mm Carse Sand 4.75 mm - 2. mm Silt Size.75 mm -.5 mm Cbbles 3 mm - 75 mm Medium sand 2. mm mm Clay Size <.5 mm Gravel 75 mm mm Fine Sand.425 mm -.75 mm PSI 81 S.E. 59th Street Oklahma City, Oklahma Tel: (45) Fax: (45)