STRUCTURE GEOTECHNICAL REPORT Ramp D Bridge Interstate

STRUCTURE GEOTECHNICAL REPORT Ramp D Bridge Interstate 294 and Interstate 57 Interchange Project IDOT Job: P-91-186-08 (PTB 146, ITEM 1) Proposed SN 016-4102 Cook County, Illinois

STRUCTURAL ENGINEER:

Mr. Spiro Pantazis, P.E., S.E.

T. Y. Lin International 200 South Wacker Drive Suite 1400 Chicago, Illinois 60606 (312) 777-2900

Prepared by:

Geo Services, Inc. 805 Amherst Court Suite 204 Naperville, Illinois 60565 (630) 305-9186

JOB NO. 08015

05/23/14

May 23, 2014

T. Y. Lin International 200 South Wacker Drive Suite 1400 Chicago, Illinois 60606

Attn: Mr. Spiro Pantazis, P.E., S.E.

Job No. 08015 Re: Structure Geotechnical Report Proposed Ramp D Bridge Interstate 294 and Interstate 57 Interchange Project Proposed SN 016-4102 IDOT Job Number: P-91-186-08 PTB 146, Item #1 Cook County, Illinois

Dear Mr. Pantazis:

The following report presents the geotechnical analysis and recommendations for the proposed bridge structures for the proposed Ramp D Bridge. A total of five (5) structural soil borings (SB-01 through SB-05) were completed. Copies of these boring logs, along with plan and profiles are included in this report.

If there are any questions regarding the information submitted herein, please do not hesitate to contact us.

Very truly yours,

GEO SERVICES, Inc.

Kiran Adhikary, P.E. Andrew J. Ptak, P.E. Senior Project Engineer Office Manager

enc.

805 Amherst Court, Suite 204  Naperville, IL 60565-3448  Phone (630) 305-9186  Fax (630) 355-2838 www.geoservicesinc.net

TABLE OF CONTENTS

SECTION 01: INTRODUCTION ...... 2 SECTION 02: PROJECT DESCRIPTION ...... 2 SECTION 03: SUBSURFACE INVESTIGATION PROCEDURES ...... 3 SECTION 04: LAB TESTING PROGRAM ...... 3 SECTION 05: SUBSURFACE CONDITIONS ...... 3 SECTION 06: WATER TABLE CONDITIONS ...... 4 SECTION 07: ANALYSIS ...... 4 Mining Activity ...... 4 Site Seismic Parameters ...... 4 Settlement ...... 5 Slope Stability ...... 5 SECTION 08: RECOMMENDATIONS ...... 5 MSE Wall Foundation Recommendations ...... 5 Shallow Foundation Recommendations (Retaining Wall) ...... 6 Soldier Pile and Lagging Wall and Sheet Pile Wall Recommendations .... 8 Abutment and Pier Deep Foundation Recommendations ...... 8 Lateral Resistance Recommendations ...... 9 Approach Slab Recommendations ...... 10 SECTION 09: GENERAL CONSTRUCTION CONSIDERATIONS ...... 10 SECTION 10: GENERAL QUALIFICATIONS ...... 10

APPENDIX A – General Notes APPENDIX B – Site Location Map APPENDIX C – TS&L, Soil Boring Plan & Profile APPENDIX D – Boring and Rock Core Logs APPENDIX E – Pile Design Tables

STRUCTURE GEOTECHNICAL REPORT IDOT JOB NO: P-91-186-08 RAMP D BRIDGE, COOK COUNTY, IL PROPOSED SN 016-4102 GSI PROJECT NUMBER 08015 PTB 146, ITEM 1

SECTION 01: INTRODUCTION

This report presents the results of the geotechnical investigation for the Proposed Ramp D Bridge for the Interstate 294 and Interstate 57 Interchange Project, IDOT Job Number: P-91-186-08 (PTB 146, Item 1). The results of the five (5) structure borings (SB-01 through SB-05) completed by Geo Services, along with plan and profile drawings, are included with this report.

Boring locations were selected by Geo Services, Inc. and were reviewed and approved by T.Y. Lin International (TY Lin) and the Illinois Department of Transportation (IDOT). Boring locations were laid out in the field by Geo Services, Inc personnel after review of accessibility and utility locations. Drilled boring locations are illustrated on the boring location diagram in Appendix C.

This report includes recommendations pertaining to the design and construction of the new bridge, earth embankment, a description of soil and groundwater conditions, general construction considerations for the site, location diagram and boring logs.

SECTION 02: PROJECT DESCRIPTION

There is no existing bridge in the area of the proposed new Ramp D Bridge. The proposed bridge is to be a three-span, continuous welded plate girder structure, supported on two abutments and two piers. The piers are designed to be solid wall type piers. The total out-to-out width of the new bridge is proposed at approximately 47’-8”. The overall length of the bridge along centerline is 501’-8” measured from back of the abutments. As of this report, the bridge has been designated with a Structure Number 016-4102.

A new MSE wall will be constructed at the location of East Abutment. The estimated total factored foundation loadings (DL+LL) provided by TY Lin are 284 kips per beam at the abutments and 760 kips per beam at the piers. The proposed footing elevations are shown on the following Table 1– Bottom of Footing Elevations.

Table 1 –Bottom of Footing Elevations

Location Elevation (ft) East Abutment 614.50 Pier 1 598.80 Pier 2 598.80 West Abutment 603.62

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SECTION 03: SUBSURFACE INVESTIGATION PROCEDURES

The borings were performed during the months of November and December, 2009, with a truck-mounted drilling rig. Borings performed near the abutments and piers were advanced by means of hollow stem augers to 10 feet and continued with rotary drilling techniques. Representative soil samples were obtained employing split spoon sampling procedures in accordance with AASHTO Method T-206. Samples obtained in the field were returned to our laboratory for further examination and testing. Bedrock cores were obtained in the bridge borings using a NX-size double tubed core barrel with a diamond impregnated bit.

Split spoon sampling involves driving a 2.0-inch outside diameter split-barrel sampler into the soil with a 140-pound weight falling freely through a distance of 30 inches. Blow counts are recorded at 6" intervals and the blow counts are shown on the boring logs. The number of blows required to advance the sampler the last 12 inches is termed the Standard Penetration Resistance (N). The N value is an indication of the relative density of the soil.

SECTION 04: LAB TESTING PROGRAM

The test procedures were performed in accordance with test procedures discussed in the IDOT Geotechnical Manual. All split-spoon samples obtained from the drilling operation were visually classified in the field. Cohesive samples were tested for unconfined compressive strength using an IDOT modified RIMAC test device and/or calibrated penetrometer in the field.

The soil testing program included performing water content, density and either unconfined compression and/or calibrated penetrometer tests on the cohesive samples recovered. Water content tests were performed on the non-cohesive samples recovered. These tests were performed upon representative portions of the samples obtained in the field. The results of the above testing, along with a visual classification of the material based upon both the Illinois textural classification and the AASHTO Soil Classification System, are indicated on the boring logs.

SECTION 05: SUBSURFACE CONDITIONS

Approximately 3 inches to 4.5 feet of topsoil was encountered at the ground surface. The topsoil had moisture content in the range of 29 to 58 percent with an average moisture content of approximately 42 percent. Below the surficial material, clay, clay loam, silty clay loam and silty clay soils were encountered to approximate elevations in the range of 602 to 596 feet. Underlying these cohesive materials, the borings indicated medium dense to very dense loam soils, sands, gravels, silts, fractured rock, and boulders and cobbles to approximate elevations in the range of 560 to 574 feet,

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where apparent bedrock was encountered. In borings SB-02 and SB-03, approximately 3 foot thick intermediate layers of silty clay/silty clay loam was sampled at elevations between 583 and 574 feet. The cohesive soils were medium stiff to hard with moisture contents within the range of 13% to 26%.

The rock core taken at the borings indicated Silurian System, Niagaran Dolomite with an R.Q.D.s in the range of approximately 31% to 97.5%.

SECTION 06: WATER TABLE CONDITIONS

Groundwater was encountered in the borings during the drilling at approximate elevations between 595 and 599 feet, before switching to rotary drilling. Due to the nature of rotary-wash drilling, it is not possible to attain water levels below 10 feet of depth or after drilling. We estimate the long term water table at the approximate elevations in the range of 592 to 600 feet based on the coloration change in the soils of brown and gray to gray. Fluctuations in the amount of water accumulated and in the hydrostatic water table can be anticipated depending on variations in precipitation, surface runoff.

SECTION 07: ANALYSIS

Mining Activity

According to readily available ISGS sources, there are no documented coal mining operations in near vicinity to the project site and seismic activity is noted to be very low.

Site Seismic Parameters

According to the AASHTO LRFD Bridge Design Specification 2012, the project site has a horizontal Response Spectral Acceleration Coefficient of 0.037 (S1, AASHTO Figure: 3.10.2.1-3) at a period of 1.0 second and 5% critical dampening and 0.095 (Ss, AASHTO Figure: 3.10.2.1-2) at a period of 0.2 seconds and 5% critical dampening and a Site Class: C according to the soil conditions. This results in a Design Spectral Acceleration at 1.0 second = 0.063 (SD1) and at 0.2 seconds = 0.114 (SDs) and this results in the site being designated as an area with a Seismic Performance Zone = 1. The project site is considered to be in a low seismic area.

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Settlement

East Abutment A MSE wall will be constructed for the around the east abutment. The design height of the MSE wall is approximately 29 feet with an exposed height of approximately 25.5 feet. We estimate MSE select backfill settlement at the east abutment will be 0.4 inches or less. No down drag is anticipated.

. West Abutment Approximately 12 feet of fill is anticipated for the west abutment over the stiff to hard clay soils at the abutments. Settlement is calculated to be less than 0.4 inches at the abutments. No down drag is anticipated.

Pier 1 and Pier 2 No new or very little fill is anticipated at the piers and we estimate settlement will be 0.4 inches or less. No down drag is anticipated.

Slope Stability

The MSE wall at the east abutment will have a maximum design height of approximately 29 feet. A vertical wall with an exposed height of 25.5 feet and a base of 20.3 feet has been considered for slope stability calculations. Using the east abutment boring SB-01, we calculate a Factor of Safety of greater than 1.5. There are no slope stability concerns for the bridge structures.

SECTION 08: RECOMMENDATIONS

MSE Wall Foundation Recommendations

Mechanically Stabilized Earth (MSE) walls are proposed around the east abutment. The bottom of leveling pad for the MSE wall will be set at an approximate elevation of 600.5 feet. We recommend topsoil encountered at boring SB-01 to an approximate elevation of 600 feet should be removed and replaced with compacted structural fill. The maximum design height of the MSE wall is approximately 29 feet. Based on the boring log, SB-01 and the location of the MSE wall, the natural soils at the base of the leveling pad should have factored bearing resistances as defined in the following Table 2 – Bearing capacity summary.

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Table 2 – Bearing Capacity Summary

Bottom of MSE Wall Factored Resistance Bearing Area Elevation Pressure (Boring) (feet) (psf)

East Abutment 600.5 5,000* (SB-01)

Notes: Factored resistance bearing capacity is computed with a Factor Resistance = 0.65. Soils conditions should be verified in the field by the Geotechnical Engineer or technician.

*The bearing pressure was calculated assuming that existing topsoil encountered at boring SB-01 will be removed prior to foundation construction or placement of embankment fill.

We recommend a minimum reinforcement length to be (0.7)X(Wall Height) with a minimum length greater than or equal to 20.3-ft, to meet the external stability analysis and to satisfy AASHTO LRFD design. For overturning, wall lengths were evaluated up to a height of 29, with all resultants of the reaction forces located within the middle one- half of the base width. For resistance to sliding, a sliding resistance factor of 1.0 and a friction factor of 0.35 (for stiff clay soils) with a critical height of 12 feet was used for calculations. A factored resistance against failure to sliding of 6,900 kips was calculated. This is in excess of estimated sliding force of 6,700 kips. A minimum reinforcement length of 0.7X“H” with a minimum length greater than or equal to 20.3-ft is adequate for the external stability of the MSE wall.

Shallow Foundation Recommendations (Retaining Wall)

A retaining wall will be constructed from Sta. 3911+89.24 to Sta. 3912+59.19 with offsets varying from 24.08 right to 24.66 feet right. The maximum design height is to be approximately 6’-8” and the proposed wall is a fill wall. After reviewing the boring information and proposed wall geometry, feasible wall types include a MSE wall and cantilever T-type wall. A retaining wall consisting of drilled in soldier pile and lagging wall or driven sheet pile wall may also be feasible. Economic, construction and scheduling factors should be evaluated for the decision of retaining wall design.

The soil encountered in the borings below the foundation elevations was surficial topsoil, and remedial treatment is recommended prior to the placement of new footings. Provided the remedial treatments are completed (see Table 3- Remedial Treatment Recommendations); no bearing capacity concerns are identified with the new retaining wall.

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Based on the results of the borings, the estimated areas that merit soil remediation are summarized in the following Table 3.

Table 3- Remedial Treatment Recommendations

Estimated Remedial Boring Bottom of Recommended Station Subgrade Treatment (Foundation Footing Remedial (Location) Condition Approx. Depth Location) Elevation Treatment (in.) (ft.) Undercut (approx. Sta. SB-04 606.0 EL 602.5) and 3911+13 Topsoil (Near Middle to 18 replace with (Retaining (wc=42%) of Wall) 608.0 compacted Wall) structural fill Undercut (approx. Sta. SB-05 606.0 EL 604.0) and 3912+48 Topsoil (Near East to 6 replace with (Retaining (wc=35%) End of Wall) 608.0 compacted Wall) structural fill

For shallow foundations, bearing pressure has been analyzed with foundations situated 3.5 to 4 feet below final grade (elevation 606 to 608 feet). We recommend using a maximum Factored Resistance Bearing pressure of 4,000 psf for soil support of a cantilever T-type wall design and 5,000 psf for support of an MSE wall. If any of the proposed wall area is to be within areas of vegetation we recommend that topsoil be stripped prior to foundation construction or placement of embankment fill. No other (or very minimal due to the possibility of small localized areas of unsuitable material not covered by the logs) undercuts are anticipated for the wall at all locations.

We recommend using a LFRD factored sliding resistance coefficient of 0.85 for the cantilever T-type wall design and a LFRD factored sliding resistance coefficient of 1.0 for the MSE wall design. To provide adequate frost protection, we recommend the bottom of the cantilever concrete wall foundation be a minimum of 4 feet below final grade (3.5 feet below grade for an MSE wall).

If soils with less than adequate bearing strength are noted at the foundation level during footing construction, the weaker soils encountered at the base of the footings should be undercut to reach suitable bearing soils, and the undercut area filled with lean concrete or a suitable compacted crushed stone structural fill material. Suitable crushed stone fill materials include materials meeting the gradation requirements of IDOT CA-1, CA-7 and CA-6 or IDOT PGE, Subgrade. The Engineer or representative should determine the actual limits of the remediation, at the time of construction, in accordance with the IDOT Geotechnical Manual and IDOT Subgrade Stability Manual.

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Soldier Pile and Lagging Wall and Sheet Pile Wall Recommendations

Soil properties in the Lateral Resistance Recommendations Section may be used for design of the wall. Support for the wall will be from the stiff to hard clay soils and the underlying medium dense to dense loams and sands.

Abutment and Pier Deep Foundation Recommendations

Based on the results of the borings and type of structure and loading, we recommend a deep foundation system consisting of friction piles be used for the support of the proposed abutment structures, wing walls, and piers.

Due to high loadings of the structure, stiff or medium dense soils near the surface and anticipated new embankment (soil properties for new embankment are assumed to be stiff soils), the use of spread footings is not recommended for support of the bridge structure abutments and piers.

Due to the presence of very dense sand and gravel soils, fractured rock and boulders and cobbles, hard coring/drilling for drilled straight-shaft caissons is anticipated along with the need for temporary/permanent casing. Drilled straight-shaft caissons to bedrock, while feasible, will incur additional costs and are considered expensive. Drilled-shaft caissons are not recommended for deep foundation design.

Steel shell piles and steel H-piles are recommended and may be used for design of the deep foundation system. When using steel H-piles, H-piles shall be according to AASHTO M270 Grade 50. Pile data for H-piles and shell piles are included in Appendix E. Due to some stratums of hard clay, very dense granular soils, fractured rock and possible boulders, we anticipate hard driving to occur, and driving shoes are recommended to drive the piles. An experienced engineer or representative should be present to oversee the pile driving operations.

As per the IDOT Design Guide AGMU Memo 10.2, dated October 2011, the Washington State DOT (WSDOT) formula has replaced the FHWA Gates Formula as the standard method of construction verification. A modified IDOT static method was used to develop the SGR pile design tables. Nominal required bearing was calculated from LRFD skin-friction (with pile type correction factors) and end-bearing calculations. A geotechnical resistance factor (ΦG) of 0.55 was used in calculations for the factored resistance available (FRA). Pile lengths were picked with respect to the loadings and geometry of the proposed structures.

The pile tables, provided in Appendix E, are estimates and test piles should be used for final pile length selections. We recommend that a minimum of one test pile be

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performed at each substructure unit. The piles should be driven until satisfactory driving resistance is developed in accordance with an appropriate pile driving formula. The test piles shall be driven to 110 percent of the Nominal Required Bearing indicated in the pile data information.

If H-piles are to be designed with capacities that will terminate within the dense sand and gravel strata, potential problems reaching design capacities may be encountered during pile driving construction. We have been involved with previous IDOT projects that have encountered temporary liquefaction of the sandy and gravelly soils during the H-Pile driving process, and production piles were required to be driven deeper (sometimes much deeper if a hard cohesive bearing stratum or fairly shallow bedrock is not present) than the design values. For this project, bedrock is fairly shallow and for estimating purposes, we recommend assuming piles will drive to bedrock. We recommend that the H-piles be designed to be driven to their Maximum Nominal Required Bearing into bedrock.

Lateral Resistance Recommendations

In the following tables are tabulations of lateral soil parameters to be used for design of piles and retaining wall.

Table 4 – Soil Parameters for Lateral Resistance

Material Unit Drained Undrained Lateral Modulus Strain (elevation, feet) Weight Friction Cohesion of Subgrade (pcf) Angle (°) (psf) Reaction (pci) Clay/Clay Loam/Silty Clay/Sandy Clay Loam 120 28 1,500 500 0.007 (Top to 596) Medium Dense to Very Dense Loam and 125 34 - 125 - Fractured Rock (596 to 566)

Values recommended for use in design from L-pile Software Manual.

Table 5 – Bedrock Parameters for Lateral Resistance

Material Unit Young’s Uniaxial (elevation, Weight Modulus Compressive RQD (%) Strain (km) feet) (pcf) (psi) Strength (psi) Sound See Lab Data 33.3% to Bedrock 150 2 x 106 on Rock Core 0.0001 93.3% (566-574) Logs

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At the abutments, it is recommended that a lateral active earth pressure of 40 psf per foot of depth be used above the water table assuming a free-draining granular backfill is utilized. For non-yielding walls with granular backfill, a lateral at-rest pressure of 50 psf per foot should be used, assuming proper drainage. Allowances should be made for any surcharge loads adjacent to the retaining structure. Drainage should be provided behind the abutment.

Approach Slab Recommendations

The new approach slab will be supported on either new or existing embankment fill. We recommend using an assumed CBR of 2.0 for the compacted fill for the embankment. Shallow footings should be designed for a maximum allowable bearing pressure of 2,000 psf situated on new embankment fill. The new fill should be compacted per IDOT specifications for earth embankment. Any organics or soft, yielding subgrade (if any) should be removed prior to new fill placement. A qualified geotechnical engineer should observe the subgrade prior to any base course is placed. Settlement is calculated on the order of less than 0.4 inches.

SECTION 09: GENERAL CONSTRUCTION CONSIDERATIONS

For construction at the abutments and piers, high Qu and high blow count (N) value soils have been encountered in the boring logs, and the IDOT Temporary Sheet Piling Design Charts may not be used. The contractor should design a Temporary Soil Retention System where temporary earth retention is needed. Lateral soil properties provided in Section 08: Recommendations may be used for temporary retaining wall design.

During excavation for the proposed improvements, movement of adjacent soils into the excavation should be prevented. All excavations should be performed in accordance with the latest Occupational Safety and Health Administration (OSHA) requirements. Allowances should be made for any surcharge loads adjacent to the retaining structures.

SECTION 10: GENERAL QUALIFICATIONS

The analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations that may occur between borings or across the site. In addition, the soil samples cannot be relied on to accurately reflect the strata variations that usually exist between sampling locations. The nature and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to reevaluate the

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This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No other warranties, either expressed or implied, are intended or made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the geotechnical engineer. Also note that Geo Services, Inc. is not responsible for any claims, damages, or liability associated with any other party’s interpretation of this report’s subsurface data or reuse of the report’s subsurface data or engineering analyses without the express written authorization of Geo Services, Inc.

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APPENDIX A

GENERAL NOTES GENERAL NOTES

CLASSIFICATION

American Association of State Highway & Transportation Officials (AASHTO) System used for soil classification.

Cohesionless Soils Relative No. of Blows TERMINOLOGY Density per foot N Streaks are considered to be paper thick. Very Loose 0 to 4 Lenses are considered to be less than 2 Loose 4 to 10 inches thick. Layers are considered to Medium Dense 10 to 30 be less than 6 inches thick. Stratum are Dense 30 to 50 considered to be greater than 6 inches thick. Very Dense Over 50

Cohesive Soils Unconfined Compressive Consistency Strength - qu (tsf)

Very Soft Less than 0.25 Soft 0.25 - 0.5 Medium Stiff 0.5 - 1.0 Stiff 1.0 - 2.0 Very Stiff 2.0 - 4.0 Hard Over 4.0

DRILLING AND SAMPLING SYMBOLS

SS: Split Spoon 1-3/8" I.D., 2" O.D. HS: Housel Sampler ST: Shelby Tube 2" O.D., except where noted WS: Wash Sample AS: Auger Sample FT: Fish Tail DB: Diamond Bit - NX: BX: AX RB: Rock Bit CB: Carboloy Bit - NX: BX: AX WO: Wash Out OS: Osterberg Sampler

Standard "N" Penetration: Blows per foot of a 140 lb. hammer falling 30" on a 2" O.D. Split Spoon

WATER LEVEL MEASUREMENT SYMBOLS

WL: Water WD: While Drilling WCI: Wet Cave In BCR: Before Casing Removal DCI: Dry Cave In ACR: After Casing Removal WS: While sampling AB: After Boring

Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious soils, the indicated elevations are considered reliable ground water levels. In impervious soils, the accurate determination of ground water elevations is not possible in even several days observation, and additional evidence on ground water elevations must be sought.

Naperville, IL 60565 Arlington Heights, IL 60005 Phone (847) 253-3845 Fax (847) 253-0482 www.geoservicesinc.net

APPENDIX B

SITE LOCATION MAP

APPENDIX C

TS&L, SOIL BORING PLAN AND PROFILE BENCH MARK: DESIGN SPECIFICATIONS

2012 AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, EXISTING STRUCTURE: NONE. BRIDGE OMISSION STA. 3906+58.53 TO 3911+59.19 6TH EDITION WITH 2013 INTERIMS

DESIGN STRESSES

FIELD UNITS

f'c = 3,500 PSI CLASS SI (SUBSTRUCTURE) f'c = 4,000 PSI CLASS BS (DECK, BARRIERS, PROP. S.N. 016-2203 ~ BRG. E. ABUT. ~ PIER 1 ~ PIER 2 ~ BRG. W. ABUT. NOT PART OF THIS TS&L APPROACH SLABS,ANCHORAGE SLABS) fy = 60,000 PSI (REINFORCEMENT) fy = 50,000 PSI (M270 GRADE 50)

ELEV. 605.00

E ELEV. 614.50 LOADING HL-93 AND IL-120 80" WEB PLATE GIRDER F (COMP. FULL LENGTH) ALLOW 50#/SQ. FT. FOR FUTURE WEARING SURFACE. ELEV. 607.00 F E ELEV. 603.50 12k 24k24k 20k 20k 20k ELEV. | 602.80 ELEV. | 602.80 10' 4' 22' 4' 4'

ELEV. 598.80 ELEV. 598.80 ELEV. 603.62 IL-120 TRUCK

0 LIVE LOAD DEFLECTION STEEL H-PILES, 0 .

TYP. 5

4 (SPAN LENGTH)/800 0 + 0 0 . 6 0 . ELEVATION 5 0 5 4 9 SEISMIC DATA 4 + 3 4 0 + 4

7 . . 0 8 SEISMIC PERFORMANCE ZONE (SPZ) = 1 0

CURVE DATA . 4 A 0 9 0 9 0 2 3 2 T 0 DESIGN SPECTRAL ACCELERATION AT 1.0 SEC. (S ) = 0.063 9 3 D1 . .

P.I. Sta. = 3910+90.22 6 6 6 S 3

. 6 0 . +

DESIGN SPECTRAL ACCELERATION AT 0.2 SEC. DS(S ) = 0.114

4 2 1 . 8 .

! = 105 27’ 13" RT . A 1 I 2 6 V + A . T SOIL SITE CLASS = C 6 9 6

D = 13 42’ 26" 3 T P S . 5 3 1 .

L . S

. 5 V

9 . R = 418.00' V E 6 .

4 V E 3 1 . C - . A

. % 2 E L 0 . T = 549.24' 7 5 . 6 T +1 6 3 T % . . L P E 1

S A E . L = 769.34' P 6 HIGHWAY CLASSIFICATION

T V

. . S

E = 272.21' E C RAMP D V .

V.C. = 400' .

e = 6.0% E P E T

V.C. = 220' L . FUNCTIONAL CLASS: INTERSTATE

T.R. = N/A E P S.E. Run = 115.9' -2 ADT: 8,210 (2030) .5 6% P.C. Sta. = 3905+40.99 -0.27% ADTT: 905 (2030) P.T. Sta. = 3913+10.32 PROFILE GRADE DHV: 730 V.P.I. STA. 3912+70.00 (\ RAMP D) DESIGN SPEED: 35 M.P.H. ELEV. 613.75 POSTED SPEED: 35 M.P.H. 6 ONE WAY RAMP 0 4

6 0 3 PROP. S.N. 016-2101 NOT PART OF THIS TS&L

6 ~ I-294 L EXISTING RETAINING WALL

" 0 A I BEGIN DECK FLARE 7 BUILT UNDER TOLLWAY 2 - D

' 3

STA. 3907+80.36 A

1 CONTRACT I-12-4067 0

EDGE OF DECK R OFFSET: 23.58' LT. @ ~ BRG. ~ BRG E. ABUT. 5 0 R13 E OF 3RD P.M. STA. 3906+61.36 STA. 3906+61.36 ~ PIER 2 . + \ RAMP B

O OFFSET: 27.54' LT. ELEV. 627.52 ~ PIER 1 ) STA. 3910+01.36 T. 0 S L ELEV. 620.62 7TH STA. 3908+16.36 O A 0 14 I " T

D TEMP. MSE WALL TO BE ELEV. 625.31 6

. I A - 11 - 12 '

BUILT ALONG WITH O R 2

4 ( 9

S.N. 016-2101 AS PART OF 4 4 " 3 91 N K 8 0 AN EARLIER CONTRACT +0 6 C - SB-03 0 3 ' E 1 T N 7 5 D '- 4 0 " 7 90 TYP. 5 DRAINAGE SCUPPER - I IMPACT ATTENUATOR DS-11, PLACED 10'-0" \ & P.G.L. RAMP D 14 13 FROM ABUTMENT FACE

30' BRIDGE APPROACH SB-02 185'-0"603 SLAB, TYP. A 501'-8" BK. TO BK. ABUTMENTS 1 PROPOSED IMPROVEMENT

55 SB-04

'- A A

0" E

R LOCATION SKETCH " A "

-0 0 . ' -

55 ' R

1 6 DE

H 4

SB-01 S O

D 0 G

E 2

3 4 L -

'- ' N

- " I

3 8

4 0 5

" A

' S

T - 0

~ BRG. W. ABUT. 4 E G

N E

2 2 N

6 A

I D

STA. 3911+56.36 L

ELEV. 616.65 M

A D 0 P

R J 6

E " G

RW-36 6 . N -

ALONG \ RAMP D, BK. W. ABUT. ' R

5 4 D

L STA. 3911+59.69 L

L TYP. 0 H 6

3 A ELEV. 616.57 S SB-05

W 6 0 9

G T GENERAL PLAN AND ELEVATION

0 N O L

I N & 5

N PROPOSED 5 I . S

0 N O T W

A 3 T RAMP D BRIDGE A E P L :

L L W + A F I C T I

RETAINING T R E T 0 H O S D

- T B

G C 6 E R U 2

S A R

E 2 D R P R E I E A N M N N G O I T E 0 V L R 2 W E S D A O L WALL & H L F

- D N 3 T E F.A.I. 57 SECTION TBD O E W

. T S P W R

6 N A E 0 O L C 5 A T L S

P 1 T W O R K O 0 F R O

P . 0 BK. E. ABUT. PLAN COOK COUNTY

.N T S R 6 A STA. 3906+58.03 P STATION 3909+08.86 ELEV. 627.54 EXISTING RETAINING WALL BUILT UNDER TOLLWAY S.N. 016-4102 CONTRACT I-12-4067

REVISIONS CONTRACT X-23-XXX7 SHEET S - 1 OF 3 NO. DATE DESCRIPTION DRAWN BY . . . .SP ...... DATE . . 1-17-2014 ...... THE ILLINOIS STATE TOLL HIGHWAY AUTHORITY RAMP D INTERNATIONAL 2 7 0 0 O G D E N A V E N U E $ $

E PDF, TCG NONE E CHECKED BY ...... SCALE ...... D O W N E R S G R O V E, I L L I N O I S 6 0 5 1 5 442

T ...... OF ...... L I A F D $ $ $ F I L E $ $ D A T E $ CHECKED BY. . DRAWN BY. . 1'-7"

SLAB APPROACH 3'-5" 6'-0" &VARIES SHOULDER PDFPDF, TCG SP 8'-2" (SPANS2&3) VARIES SPAN1

ELEV. 614.64 OFFSET: 24.08'RT. STA. 3911+89.24 BEGIN WALL 6% 22'-0" SCALE . . DATE . . PILE SECTION,SPACINGANDTIPELEVATION TOBEDETERMINEDDURINGDESIGNPHASE 12'-0" LANE NONE (COMP. FULLLENGTH) 80" WEBPLATEGIRDER 47'-8" O.TODECKANDVARIES-(SEENOTEA) 1-17-2014

NUMBER ANDSPACINGASREQUIREDBYDESIGN 8 " S L A B

RETAINING WALLELEVATION CHORDS BETWEENCONST.JOINTS WALL TOBEBUILTALONGSTRAIGHT RADIUS [email protected].=352.88' CROSS SECTION 65’-10" -MEASUREDALONGF.F.OFWALL) 4'-0" (LOOKING ATF.F.OFWALL) PIER SKETCH (LOOKING WEST) (LOOKING WEST) 4 SPACESAT8'-2"=32'-8" CONST. JT. 2 ' - 0 " 12'-0" LANE & P.G.L. \ RAMPD

22'-0" GRADE ATF.F.WALL FINISH GRADE&EXIST. TOP OFPARAPET INTERNATIONAL 3 ' - 4 "

ELEV. 610.00 24'-1" SHOULDER 14'-6" ELEV. 613.28 OFFSET: 24.66'RT. END WALLSTA.3912+59.19 OF THISTS&L. PORTION OFEXITINGWALLTOBEREMOVED ANDREBUILT,NOTPART I-12-4067. WALLISASOLDIERPILE WITHPRECASTCONCRETEFACING. EXISTING RETAININGWALLBUILTUNDER TOLLWAYCONTRACT NOTE B: CONST. JT. B B 6 " 21’-10" 3 ' - 6 " 3'-5"

T Y P

. 1'-7"

DRAINAGE SCUPPER,DS-11 MEASURED RADIALLY THE ILLINOIS STATETOLLHIGHWAY AUTHORITY NOISE ABATEMENTWALL MEASURED RADIALLY D OWN ERSGO VE,ILN O IS6051

ELEV. |602.80 EXIST. GRADE SEE NOTEB EXISTING RETAININGWALL 4 ' - 0 " M I N . 2 70OGD E NAVU ON SHEET3OFFORADDITIONALDETAILS AT ~BRG.E.ABUT.SEEFRAMINGPLAN 47’-8" ATSTA.3907+80.36TO51’-7" IN SPAN1,DECKWIDTHVARIESFROM NOTE A:

FILTER FABRIC 1 6 " CLASS A4 STONE RIPRAP,

BEDDING 6 " SECTION A-A

3 ' - 6 ' ' M I N . 1 ' - 0 ' ' 1 ' - 0 ' ' 4'-0" CLASS A4 STONE RIPRAP, M I N . GUIDED EXPANSION HLMR BEARING

NO. 2 ' - 8 " (COMP. FULLLENGTH) 80" WEBPLATEGIRDER STRIP SEAL PREFORMED JOINT DATE SECTION THRUWESTABUTMENT REVISIONS ~ BRG. CONST. JOINT (HORIZ. DIM.@RT.{'S) BRIDGE OMISSION DESCRIPTION 4'-9'' MIN. 3'-4" PAVEMENT SHOULDER 2'-0" BACKFILL POROUS GRANULAR PILES STEEL H 6'' TIMBER LAGGING UNTREATED 2'-0'' WALL DRAIN GEOCOMPOSITE SOLDIER PILE WALL NOISE ABATEMENT BK. OFABUT.

1 ' - 0 ' ' 1 ' - 0 ' ' WALL DRAIN GEOCOMPOSITE 1'-6" CONTRACT X-23-XXX7

1 ' - 6 " SECTION B-B PIPE UNDERDRAIN 4'' }PERFORATED DRAINAGE AGGREGATE FRENCH DRAINS GEOTECHNICAL FABRICFOR 3 6 GRANULAR BACKFILL ' - " 4 ' ' APPROACH SLAB 1 FACING CONCRETE 1 1 ' - 0 " SHEAR STUDS ’’ }x6’’ WEEP HOLE F.A.I. 57SECTIONTBD F.F. WALL 3 ' - 4 "

STATION 3909+08.86 GRADE FINISHED EXIST. & RAMP DBRIDGE S.N. 016-4102 COOK COUNTY

DETAILS-1 2 ' - 0 ' ' STRUCTURE EXCAVATION M I N .

...... OF ...... SHEET -OF 6 ' - 7 " M A X . S 2 442 3 TOP OF 187’-1" 188’-0" 187’-1"

29’-7" PARAPET \ RAMP D " 47’-10" 47’-10"

2’-3" 4 STA.3906+59.95 LOCAL TANGENT - ' AT STA. 3909+08.86 2’-3" 3 OFFSET 23.75' RT ELEV. 624.56 ABUTMENT FOR S.N. 016-2101

39 10+

TOP OF EXPOSED PANEL " 0 " 0

" LINE ELEV. 616.08 " " 9 2 2 - -

90 TYP. - ' 1 1 ' ' 1 - BEND IN - "

~ PIER 1 0 0 ' '

TOP OF COPING 1 9

1 ~ PIER 2 1 WALL 1 - 7 7 ' 1 STA. 3906+28.53 OFFSET 23.75' RT R=418.0' ELEV. 624.69 ~ BRG. E. ABUT. TOP OF EXPOSED PANEL LINE ~ BRG W. ABUT. OFFSET SKETCH TEMPORARY MSE WALL BUILT AS PART OF A SEPARATE CONTRACT FOR SN 016-2101. TO BE LEFT IN PLACED AND BURIED AS PART OF THIS CONTRACT. " 6 - ' 3

STA. 3906+64.63 STA. 3906+64.24 THEORETICAL TOP OF EXISTING GRADE AT OFFSET 23.75' RT OFFSET 29.43' LT LEVELING PAD FRONT FACE OF WALL ELEV. 603.50 ELEV. 603.50 EAST ABUTMENT WALL

(LOOKING EAST)

NOISE 8

ABATEMENT -

2 4

5 WALL \ RAMP D " '

1 S

= S

P O P T A 4 22'-6" " T 30' APPR. SLAB BRIDGE OMISSION A C

E = BJ 0 U NG 8 S @ " RI ' @ 4 DU - ' 3'- - T 1 PREFORMED JOINT 4 EN \ RAMP D 3 M 0 1'-7" INE " EF " 6" STRIP SEAL R N SIG 80" WEB ~ GIRDER HEADER BEAM DE

" (COMP. FULL LENGTH) . " " P 9 6 4 Y - - -

' 6 3 T ' 6% 9 1 ' 10 3 + 3 HMLR BEARING - 00 0 2'-0" 2 GUIDED EXPANSION S " P = A 3'-6" TOP OF EXPOSED LIMITS OF ABUTMENT SOIL 1 @ min. 2 3'-4" ' REINFORCED C.I.P. COPING - ~ PIER 2 PANEL LINE REINFORCEMENT 1 ~ PIER 1

) 4" .

SOIL MASS "

X "

TYP. 9 A LIMITS OF - '

M ELEV. 614.50 1 ) .

TOP OF

REINFORCED . " X N SELECT BACKFILL " EXPOSED I SOIL MASS A

3 "

H M M 2

3 PANEL LINE "

FRONT FACE OF H ' " 1'-0" "

6 PARTIAL FRAMING PLAN

PRECAST PANELS 0 2

- ( MIN. ' ~ BRG.

9 4 FINISH GRADE 8

2 E. ABUT. SELECT FILL F.F. PRECAST PANELS ' SOIL REINFORCEMENT ( - S AT F.F. WALL 2 P PROPOSED GRADING " A EMBANKMENT = 3 " . @ ELEV. 607.00 2 TOP OF 6 N '

I - -

' LEVELING PAD EXISTING 8 M " 3 GRADE SOIL REINFORCEMENT ELEV. |603.5 " .

0.7 X H MIN SEE SUPPLIER 6 N I -

SHOP DRAWINGS FOR LENGTHS ' M 3

MSE WALL CROSS SECTION PILES AT EAST APPROACH SLAB TOP OF LEVELING PAD (LOOKING EAST) 0.70 X "H" MIN.

SEE SUPPLIER SHOP DRAWINGS FOR LENGTHS

SECTION THRU EAST ABUTMENT

DETAILS-2 RAMP D BRIDGE F.A.I. 57 SECTION TBD COOK COUNTY STATION 3909+08.86 S.N. 016-4102

REVISIONS CONTRACT X-23-XXX7 SHEET S - 3 OF 3 NO. DATE DESCRIPTION DRAWN BY . . . .SP ...... DATE . . 1-17-2014 ...... THE ILLINOIS STATE TOLL HIGHWAY AUTHORITY RAMP D INTERNATIONAL 2 7 0 0 O G D E N A V E N U E $ $

E PDFPDF, TCG NONE E CHECKED BY ...... SCALE ...... D O W N E R S G R O V E, I L L I N O I S 6 0 5 1 5 442

T ...... OF ...... L I A F D $ $

APPENDIX D

BORING AND ROCK CORE LOGS

APPENDIX E

PILE DESIGN TABLES

Estimited Pile Lenths and Capabilities

SN 016‐4102 East Abutment, Boring SB‐01 (Elevation 600.20 Begin Friction, 615.50 for Pile Cutoff) HP 10X42 HP 12x53 HP 14x73 HP 14x89 Metal Shell 12" Metal Shell 14"

Estimated Factored Nominal Factored Nominal Factored Nominal Factored Nominal Factored Nominal Factored Nominal Pile Length Resistance Requred Resistance Requred Resistance Requred Resistance Requred Resistance Requred Resistance Requred (ft.) Available, Bearing, Available, Bearing, Available, Bearing, Available, Bearing, Available, Bearing, Available, Bearing, FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips)

17 6 10 7 12 8 15 8 15 29 52 33 60 19 9 17 11 19 13 23 13 24 50 92 59 107 22 13 24 16 28 19 34 20 36 97 176 113 206 24 17 32 21 38 26 48 28 51 131 238 170 309 27 22 40 27 49 33 60 35 64 151 275 197 358 29 29 53 35 64 43 79 46 83 187 339 241 438 32 41 74 49 89 61 111 65 118 34 64 116 77 140 95 173 100 183 37 92 166 110 200 135 245 140 255 39 119 217 143 260 174 317 180 328 41 141 257 169 308 206 375 212 386 42 184 335 230 418 278 505 284 517 43 318 578 388 705

Note: 12" Shell Pile data reflects a 0.25" wall thickness and 14" Shell Pile data reflects a 0.312" wall thickness Denotes pile on/in bedrock PILE BEARING (ARA) VS. ESTIMATED PILE LENGTH SN 016‐4102 East Abutment, Boring SB‐01 Elevation 600.20 Begin Friction, 615.50 for Pile Cutoff (pile length = 0.0 feet)

FACTORED RESISTANCE AVAILABLE (KIPS) 0 50 100 150 200 250 300 350 400 450 0

5 HP 10X42

10 HP 12x53 HP 14x73 HP 14x89 15 Metal Shell 12" Metal Shell 14" 20 (FT)

25 LENGTH

PILE 30

50 PILE BEARING (NRB) VS. ESTIMATED PILE LENGTH SN 016‐4102 East Abutment, Boring SB‐01 Elevation 600.20 Begin Friction, 615.50 for Pile Cutoff (pile length = 0.0 feet)

NOMINAL REQUIRED BEARING (KIPS) 0 100 200 300 400 500 600 700 800 0

5 HP 10X42 10 HP 12x53 HP 14x73

15 HP 14x89 Metal Shell 12" Metal Shell 14" 20 (FT)

25 LENGTH

PILE 30

50 Estimited Pile Lenths and Capabilities

SN 016‐4102 Pier 1, Boring SB‐02 (Elevation 598.80 Begin Friction, 599.80 for Pile Cutoff) HP 10X42 HP 12x53 HP 14x73 HP 14x89 Metal Shell 12" Metal Shell 14"

12424353522392546 3 6 11 7 13 8 15 9 16 48 88 56 103 6 11 20 13 23 15 28 16 30 89 161 103 188 8 15 28 18 33 22 40 23 42 107 194 125 227 11 19 34 22 41 28 51 29 53 129 234 166 302 13 22 40 26 48 33 59 34 62 138 251 177 321 16 26 48 32 58 39 71 41 74 156 284 199 361 18 31 56 37 67 45 82 47 85 163 297 205 373 21 34 62 41 75 50 91 51 93 164 298 204 370 23 38 69 46 83 56 102 58 105 191 347 238 433 26 47 85 56 102 69 126 73 133 28 67 122 80 146 99 179 103 187 30 90 164 108 197 133 241 138 251 31 107 194 128 233 157 285 162 295 32 184 335 208 377 252 459 259 470 33 230 418 318 578 355 645 34 388 705

Note: 12" Shell Pile data reflects a 0.25" wall thickness and 14" Shell Pile data reflects a 0.312" wall thickness Denotes pile on/in bedrock PILE BEARING (ARA) VS. ESTIMATED PILE LENGTH SN 016‐4102 Pier 1; Boring SB‐02 Elevation 598.80 Begin Friction, 599.80 for Pile Cutoff (pile length = 0.0 feet)

FACTORED RESISTANCE AVAILABLE (KIPS) 0 50 100 150 200 250 300 350 400 450 0

5 HP 10X42 HP 12x53 HP 14x73 10 HP 14x89 Metal Shell 12" 15 Metal Shell 14" (FT)

20 LENGTH

PILE 25

40 PILE BEARING (NRB) VS. ESTIMATED PILE LENGTH SN 016‐4102 Pier 1; Boring SB‐02 Elevation 598.80 Begin Friction, 599.80 for Pile Cutoff (pile length = 0.0 feet)

NOMINAL REQUIRED BEARING (KIPS) 0 100 200 300 400 500 600 700 800 0

5 HP 10X42 HP 12x53 10 HP 14x73 HP 14x89 Metal Shell 12" 15 Metal Shell 14" (FT)

20 LENGTH

PILE 25

40 Estimited Pile Lenths and Capabilities

SN 016‐4102, Pier 2, Boring SB‐03 (Elevation 598.80 Begin Friction, 599.80 for Pile Cutoff) HP 10X42 HP 12x53 HP 14x73 HP 14x89 Metal Shell 12" Metal Shell 14"

4 9 16 10 19 12 23 13 24 75 137 88 159 6 14 26 17 31 21 38 22 40 120 217 144 261 9 17 32 21 38 26 47 27 49 103 186 130 236 11 21 38 25 45 31 56 32 58 126 228 160 290 14 26 47 31 56 38 70 41 74 189 343 244 443 16 34 63 41 75 51 93 54 97 19 41 75 49 90 60 109 62 112 21 54 98 65 118 81 146 86 155 24 82 149 98 179 120 219 124 226 26 102 186 123 223 149 272 154 280 29 123 223 147 267 178 324 183 333 31 146 265 175 318 213 387 219 398 32 184 335 230 418 284 517 291 529 33 318 578 388 705

Note: 12" Shell Pile data reflects a 0.25" wall thickness and 14" Shell Pile data reflects a 0.312" wall thickness Denotes pile on/in bedrock PILE BEARING (ARA) VS. ESTIMATED PILE LENGTH SN 016‐4102 Pier 2; Boring SB‐03 Elevation 598.80 Begin Friction, 599.80 for Pile Cutoff (pile length = 0.0 feet)

FACTORED RESISTANCE AVAILABLE (KIPS) 0 50 100 150 200 250 300 350 400 450 0

5 HP 10X42 HP 12x53 HP 14x73 10 HP 14x89 Metal Shell 12" Metal Shell 14"

(FT) 15

LENGTH

20 PILE

35 PILE BEARING (NRB) VS. ESTIMATED PILE LENGTH SN 016‐4102 Pier2; Boring SB‐03 Elevation 598.80 Begin Friction, 599.80 for Pile Cutoff (pile length = 0.0 feet)

NOMINAL REQUIRED BEARING (KIPS) 0 100 200 300 400 500 600 700 800 0

5 HP 10X42 HP 12x53 HP 14x73 10 HP 14x89 Metal Shell 12" Metal Shell 14"

(FT) 15

LENGTH

20 PILE

35 Estimited Pile Lenths and Capabilities

SN 016-4102 West Abutment, Boring SB-04 (Elevation 603.62 Begin Friction, 604.62 for Pile Cutoff) HP 10X42 HP 12x53 HP 14x73 HP 14x89 Metal Shell 12" Metal Shell 14"

Estimated Pile Factored Nominal Factored Nominal Factored Nominal Factored Nominal Factored Nominal Factored Nominal Length (ft.) Resistance Requred Resistance Requred Resistance Requred Resistance Requred Resistance Requred Resistance Requred Available, Bearing, Available, Bearing, Available, Bearing, Available, Bearing, Available, Bearing, Available, Bearing, FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips) FRA (Kips) NRB (Kips)

1 2 3 2 4 3 5 3 6 8 15 11 21 4 8 15 10 18 12 22 13 23 16 29 21 37 6 18 32 21 38 26 47 27 50 36 65 46 84 9 33 60 40 72 49 89 51 93 137 249 181 328 11 40 73 48 87 59 107 61 111 163 297 212 386 14 47 86 57 104 70 127 72 131 191 348 246 447 16 45 83 58 105 72 131 73 133 131 238 160 290 19 51 93 63 114 76 138 77 140 149 271 183 333 21 62 112 74 135 91 165 95 173 24 77 141 93 168 112 204 115 209 26 84 153 100 183 122 222 125 227 29 87 159 107 195 130 236 132 241 31 90 164 113 205 137 249 139 253 34 80 145 99 180 122 222 124 225 36 81 147 101 184 124 226 126 229 38 111 201 133 242 162 295 168 306 39 184 335 230 418 318 578 289 525 40 388 705

Note: 12" Shell Pile data reflects a 0.25" wall thickness and 14" Shell Pile data reflects a 0.312" wall thickness Denotes pile on/in bedrock PILE BEARING (ARA) VS. ESTIMATED PILE LENGTH SN 016‐4102 West Abutment, Boring SB‐04 Elevation 603.62 Begin Friction, 604.62 for Pile Cutoff (pile length = 0.0 feet)

FACTORED RESISTANCE AVAILABLE (KIPS) 0 50 100 150 200 250 300 350 400 450 0

5 HP 10X42 HP 12x53 10 HP 14x73 HP 14x89 15 Metal Shell 12" Metal Shell 14" (FT) 20 LENGTH 25 PILE

45 PILE BEARING (NRB) VS. ESTIMATED PILE LENGTH SN 016‐4102 West Abutment, Boring SB‐04 Elevation 603.62 Begin Friction, 604.62 for Pile Cutoff (pile length = 0.0 feet)

NOMINAL REQUIRED BEARING (KIPS) 0 100 200 300 400 500 600 700 800 0

5 HP 10X42 HP 12x53 10 HP 14x73 HP 14x89 15 Metal Shell 12" Metal Shell 14" (FT) 20 LENGTH 25 PILE

45 Estimited Pile Lenths and Capabilities

SN 016-4102 West Abutment, Boring SB-05 (Elevation 603.62 Begin Friction, 604.62 for Pile Cutoff) HP 10X42 HP 12x53 HP 14x73 HP 14x89 Metal Shell 12" Metal Shell 14"

3 14 26 17 30 20 36 21 38 60 108 70 127 6 18 32 21 38 25 45 26 46 57 103 66 120 8 20 36 24 44 29 53 30 55 82 150 106 193 11 23 42 28 50 34 62 35 64 101 184 130 236 13 26 48 31 57 38 70 40 72 111 203 142 258 16 30 55 36 66 44 81 46 84 142 258 182 330 18 35 64 42 77 52 94 54 98 171 311 218 396 21 42 77 51 93 63 114 65 119 198 353 23 55 100 66 121 82 149 86 156 26 75 137 91 165 111 202 115 209 28 96 174 115 209 140 255 144 263 31 116 211 139 253 169 308 174 316 33 135 246 162 295 197 358 201 366 36 152 277 182 331 221 402 226 410 38 170 309 204 370 247 449 252 458 41 184 335 228 414 276 502 281 512 43 242 418 310 564 317 576 45 318 578 349 634 46 388 705

Note: 12" Shell Pile data reflects a 0.25" wall thickness and 14" Shell Pile data reflects a 0.312" wall thickness Denotes pile on/in bedrock PILE BEARING (ARA) VS. ESTIMATED PILE LENGTH SN 016‐4102 West Abutment, Boring SB‐05 Elevation 603.62 Begin Friction, 604.62 for Pile Cutoff (pile length = 0.0 feet)

FACTORED RESISTANCE AVAILABLE (KIPS) 0 50 100 150 200 250 300 350 400 450 0

5 HP 10X42

10 HP 12x53 HP 14x73 HP 14x89 15 Metal Shell 12" Metal Shell 14" 20 (FT)

25 LENGTH

PILE 30

50 PILE BEARING (NRB) VS. ESTIMATED PILE LENGTH SN 016‐4102 West Abutment, Boring SB‐05 Elevation 603.62 Begin Friction, 604.62 for Pile Cutoff (pile length = 0.0 feet)

NOMINAL REQUIRED BEARING (KIPS) 0 100 200 300 400 500 600 700 800 0

5 HP 10X42 10 HP 12x53 HP 14x73

15 HP 14x89 Metal Shell 12" Metal Shell 14" 20 (FT)

25 LENGTH

PILE 30