GEOTECHNICAL REPORT CHICAGO RIVERWALK State Street to Lake Street CDOT Project No. E-0-621 Chicago, Illinois

PRIME CONSULTANT

STRUCTURAL ENGINEER:

Mr. Steve Hamwey

Mr. Kurt Naus

Sasaki Associates, Inc. 64 Pleasant Street Watertown, MA 02472 (617) 926-3300

Alfred Benesch & Co. 205 N. Michigan Ave. Suite 2400 Chicago, IL 60601 (312)565-0450

Prepared by: Geo Services, Inc. 805 Amherst Court Suite 204 Naperville, Illinois 60565 (630) 305-9186 JOB NO. 11019 March 2012

October 10, 2011 Revised March 8, 2012

Sasaki Associates, Inc. 64 Pleasant Street Watertown, MA 02472 Attention: Mr. Steve Hamwey Project Number 11019 Re:

Geotechnical Report Chicago Riverwalk – State Street to Lake Street CDOT Project No. E-0-621 Chicago, Illinois

Dear Mr. Hamwey: Please find enclosed the results of the geotechnical investigation for the Chicago Riverwalk from State Street to Lake Street in Chicago, IL (CDOT Project No. E-0-621). This report has been based upon information obtained in three (3) soil borings performed by Geo Services, Inc. and numerous soil borings performed by others in previous years for the Wacker Drive Reconstruction Project. If there are any questions with regard to the information submitted in this report, or if we can be of further assistance to you in any way, please do not hesitate to contact us. Very truly yours, Geo Services Inc.

Andrew J. Ptak, P.E. Office Manager

Dixon O'Brien, P.E. Vice President

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 BACKGROUND .............................................................................. 2  SECTION 03: SUBSURFACE INVESTIGATION PROCEDURES ...................................... 2  SECTION 04: LABORATORY PROCEDURES ...................................................................... 3  SECTION 05: SOIL AND GROUNDWATER CONDITIONS ............................................... 3  SECTION 06: DEEP FOUNDATION RECOMMENDATIONS ............................................ 5  SECTION 07: LATERAL SOIL PROPERTIES ....................................................................... 8  SECTION 08: GENERAL CONSTRUCTION CONSIDERATIONS .................................... 9  SECTION 09: GENERAL QUALIFICATIONS ..................................................................... 10 

APPENDIX A – General Notes APPENDIX B – Site Map APPENDIX C – Location Diagram APPENDIX D – Boring Logs APPENDIX E – Boring Logs by Others APPENDIX F – Lab Data APPENDIX G – Insitu Vane Shear Results APPENDIX H – Pile Design Tables APPENDIX I – Pile Charts for HP8, 10, 12, 14, 12” and 14” Pipe Piles APPENDIX J – Insitu Pressuremeter Test Results (by others)

GEO SERVICES, INC. GEOTECHNICAL REPORT PROJECT NO 11019

SASAKI ASSOCIATES, INC. CHICAGO RIVERWALK CHICAGO, ILLINOIS

SECTION 01: INTRODUCTION The following report presents the results of the geotechnical exploration completed for the Chicago Riverwalk project in Chicago, IL. The project consists of extending out the existing riverwalk further into the river from approximately State Street on the east to Lake Street on the west. The report is prepared on the basis of three (3) soil borings performed by Geo Services, Inc. (GSI) for this project as well as numerous soil borings performed by others for the Wacker Drive Reconstruction project.

SECTION 02: PROJECT BACKGROUND The project consists of extending out the existing riverwalk further into the river from approximately State Street on the east to Lake Street on the west. Concepts under consideration for the project include building out a deck on a deep foundation system and a structurally supported slab or driving sheet-piling and filling in the claimed land for the deck and having the deck supported by the sheet-piling and existing dock wall.

SECTION 03: SUBSURFACE INVESTIGATION PROCEDURES As part of the preparation for this drilling work in the river, GSI submitted and obtained permission from the US Army Corps of Engineers (USACOE) and Illinois Department of Natural Resources (INDR) to perform the soil boring work on the Chicago River. GSI also submitted boring locations to the City of Chicago Department of Underground Coordination (OUC) for existing utility review. After receiving permission from all of these entities to proceed with the drilling work, GSI obtained a Harbor Permit from the Chicago Department of Transportation (CDOT) and cleared existing utilities using the Chicago One-Call System (DIGGER). Soil borings were performed by Geo Services, Inc. with a Mobile B-57 truck mounted drill rig which was situated on top of a subcontracted barge in May and June, 2011. The top of barge was approximately 6 feet above the existing river level at the time of drilling. The barge was transported to borehole locations by use of a tugboat and secured through the use of steel spuds free-falling to the river bottom and below. The borings were advanced by rotary drilling techniques. Boring locations were located by estimating right-angles and measurements from nearby streets and elevations were determined with City of Chicago (CCD) datum elevation and measurements from the top of the existing riverwalk (Elevations at riverwalk deck vary from +5.4 to +6.4 CCD). The majority of representative samples were obtained by employing split spoon sampling procedures in accordance with ASTM D-1586. 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 in 6” intervals, and the blow counts are recorded on the boring logs. The number of blows required to advance the sampler the last 12 MARCH 8, 2012

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GEO SERVICES, INC. GEOTECHNICAL REPORT PROJECT NO 11019

SASAKI ASSOCIATES, INC. CHICAGO RIVERWALK CHICAGO, ILLINOIS

inches is termed the Standard Penetration Resistance (N). The N value is an indication of the relative density of the soil. Select samples were obtained by employing Shelby Tube sampling in accordance with ASTM D-1587 alternating with vane shear testing in accordance with ASTM D-2573 in “soft” soils. Shelby tube sampling involves driving a thin-walled sampler apparatus into the soil by means of a continuous, rapid downward motion, without rotation. The drill rig’s hydraulic ram was used as the driving force to obtain samples. Vane shear testing involves using a vane and an applied torque in cohesive soils, bringing the sample to failure. Values for the maximum and remolded data were recorded. All samples obtained in the field, either thru split spoon or Shelby tube sampling, were sealed and returned to our laboratory for further examination and testing.

SECTION 04: LABORATORY PROCEDURES The general laboratory-testing program consisted of performing water content testing per ASTM D-2216, unconfined compression testing with an IDOT-modified Rimac machine and a calibrated penetrometer testing on the cohesive samples recovered. Water content tests were performed on non-cohesive samples. Select samples were tested for dry unit weight. These tests were performed upon representative portions of the samples obtained in the field. The results of all the above stated testing performed, along with a visual classification of the material based upon both a textural analysis and the Unified Soil Classification System, are indicated on the boring logs included in Appendix C. In addition, Atterberg limits (ASTM D-4318), particle size distribution (ASTM D-422), unconfined compression testing (ASTM D-2166) and organic content by wet combustion (AASHTO T-194) were performed on select samples. These tests were performed upon representative portions of the samples obtained in the field.

SECTION 05: SOIL AND GROUNDWATER CONDITIONS There are five (5) general types of stratum considered to be present in the boring logs. Isolated pockets of material may have been present on the logs and thus may not be representative of the surrounding area. Estimates of approximate strata depths have been noted and are recorded in City of Chicago Datum (CCD). RIVER MUCK: From bottom of river elevation (-13 to -18 CCD) to a bottom elevation ranging from -21 to -24 CCD, the stratigraphy consists of very soft, organic river muck with very low soil strengths (less than 0.25 tsf) and high moisture contents (37 to 171%). The Standard Penetration Test values (SPT) ranged from N=0-7. Organic content testing indicated organic content tests ranging from 3.4 to 4.6%; although it should be noted that since the samples were completely submerged, the organic content test will not pick up on non-decayed organic matter so the actual organic content of the river muck is likely higher. A strong, petroleum odor was also noted at each of the borings locations performed for this project. MARCH 8, 2012

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GEO SERVICES, INC. GEOTECHNICAL REPORT PROJECT NO 11019

SASAKI ASSOCIATES, INC. CHICAGO RIVERWALK CHICAGO, ILLINOIS

SOFT TO MEDIUM STIFF CLAY: To a bottom elevation of –36 to -41 CCD, the stratigraphy consists of soft to medium stiff, gray clay. The SPT values ranged from N=2-10. Compressive strengths were determined using a calibrated hand penetrometer, an IDOT-modified Rimac machine or vane shear, and values varied from 0.25 to 0.9 tsf. This data also matches up with high moisture contents, generally in the low to mid 20’s. Due to the low strengths, Shelby Tube sampling and vane shear testing were performed in this stratum. • • • • • • • •

•

Soft to medium stiff clay Shelby tube sampling and vane shear testing performed Unconfined compressive strength values remained below 1 tsf Insitu vane shear testing peak, undrained shear strength values ranged from 950 to 1650 pounds per square foot (psf) Moisture content varied from generally in the low-to-mid 20’s Liquid Limit: 34 to 38 Plastic Limit: 18 to 22 Grain Size Distribution % Gravel: 0 to 2 % Sand: 16 to 46 % Silt: 26 to 31 % Clay: 27 to 52 Dry Density: 93 to108 pcf (range)

MEDIUM STIFF TO VERY STIFF CLAY: To a bottom elevation of -56 to -66 CCD, the stratigraphy consists of medium stiff to very stiff, gray clay. The SPT values ranged from N=820 blows/ft. Penetrometer readings ranged from 0.6 tsf to 2.3 tsf. Stratum properties include: • • • •

Medium stiff to very stiff clay Moisture content varied from 15% to 24%, generally in the high teens Unconfined compressive strengths usually fell within the range of 0.6 tsf and 2.3 tsf Dry Density: 98-115 pcf (range)

MEDIUM DENSE SILTY CLAY LOAM TO SILT: To a bottom elevation of -63 to -70 CCD, the stratigraphy consists of medium dense silty clay loam to silt. The SPT values ranged from N=13-29 blows/ft. Stratum properties include: • • •

Medium dense Moisture content varied from 13% to 31%, generally in the high teens Dry Density: 100-111 pcf (range)

HARD CLAY TO CLAYEY SILT (HARDPAN): To a bottom elevation of -76 to -82 CCD, the stratigraphy consists of hard lean clay to clayey silt “hardpan”. The SPT values ranged from N=27 blows per foot to greater than 50 blows for 2 inches. Note that this stratum was not present at boring GSI-06. Pressuremeter testing was conducted in this stratum at a select number of the borings performed by others in the late 1990’s. Those borings were ETB-7, TB-5, TB-6. MB-2. Results are included in the lab testing section of the Attachments to this report.

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GEO SERVICES, INC. GEOTECHNICAL REPORT PROJECT NO 11019

SASAKI ASSOCIATES, INC. CHICAGO RIVERWALK CHICAGO, ILLINOIS

Stratum properties include: • • •

Hard Moisture content varied from 11% to 14%, generally in the low teens Dry Density: 116-125 pcf (range)

VERY DENSE SILTY/SANDY/CLAYEY LOAM TO SILT: To a bottom elevation of -99 to -108 CCD, the stratigraphy consists of very dense silty/sandy/clayey loam to silt. The SPT values ranged from N=33 to greater than 50 blows/ft. Moisture content ranged from approximately 8% to the 21%. Stratum properties include • •

Very dense Moisture content varied from 8% to 21%, generally in the high teens

DOLOMITIC LIMESTONE BEDROCK: Bedrock was encountered at elevations ranging from 99 to -108 CCD and consists of dolomitic limestone bedrock. GROUNDWATER: The Chicago River water level varied from -1 to +1 during the time of our drilling operations in late May/early June 2011. The Chicago River typically fluctuates from +2 to -2 CCD.

SECTION 06: DEEP FOUNDATION RECOMMENDATIONS Due to the underlying river muck and soil soils present at and below the existing river bottom, we do not recommend filling in the area below the new riverwalk for a slab-on-grade deck due to excessive settlement that will occur due to these very soft to medium stiff, compressible soils that exist to approximately -40 feet CCD as well as inducing downdrag forces on any deep foundation system installed to support the riverwalk. Also due to the underlying granular nature of the bearing soils below elevation -56 to -66, a driven pile system is considered a more economical deep foundation alternative to drilled caissons due the likely need for extended temporary and permanent casing that will be needed to maintain borehole stability as well as possible need for tremie placement of concrete. We understand that beneath the existing bridges, Caisson foundations will be necessary to do clearance issues with piling equipment for construction. Therefore, Caisson recommendations are also included in this report.

Driven Pile Recommendations A deep foundation alternative of driven steel displacement pipe piles or non-displacement HPpiles are recommended for foundation support for the bridge structure. Based on the results of the borings and type of structure, and loading, piles may be used for the support of the new riverwalk deck. Pile capacities and lengths were calculated to the piles’ Maximum Nominal Required Bearing and are presented in Appendices F & G. Selection of the H-pile should be based on economic and construction considerations. We anticipate hard driving to occur below Elevation -70 CCD MARCH 8, 2012

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GEO SERVICES, INC. GEOTECHNICAL REPORT PROJECT NO 11019

SASAKI ASSOCIATES, INC. CHICAGO RIVERWALK CHICAGO, ILLINOIS

due to very dense soil conditions and recommend the use of driving shoes for piles driven below this elevation. As per the IDOT Design Guide AGMU Memo 10.2, dated May 2010, 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 value of 1.04 is used for Bias Factor Ratio (IG). 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. An automatic hammer was used for drilling operations; a hammer efficiency (ER) of 73% was used in calculations. When Steel H-piles are used, the Steel H-piles shall be according to AASHTO M270 Grade 50. In lieu of the hammer selection criteria and use of the FHWA Modified Gates formula specified in Section 512 of the Standard Specification, the Contractor shall conduct a wave equation analysis to establish the driving criteria at all pile foundations which specify a Nominal Required Bearing above 600 kips. The analysis and calculations shall be submitted to the Engineer for approval. The pile design tables and charts, provided in Appendices F and G, are estimates and test piles should be used for final pile length selections. We recommend that a minimum of one test pile be performed each 750-ft of lineal length along the project alignment. 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. The pile size and capacity selected should be based on economic considerations and the loads imposed on the structures. For the new piles, we estimate settlements of ¼ inch (in addition to the elastic compression of the pile itself) if no new fill is placed.

Caisson Recommendations at Underbridge Locations Due to the lower overhead clearance tolerances for construction at the underbridge locations, caissons may be an economical foundation selection over driven piles. The foundations at the underbridge locations may be constructed using a foundation system of caissons based at an elevation of -70 to -72 CCD in the silty clay to clayey silt “hardpan” stratum encountered at this elevation. Pressuremeter testing (PMT) of the hardpan soils performed by others in 1999 at borings TB-5, TB-6, ETB-7, and MB-2 was reviewed in determining a recommended factored bearing resistance for this project. This PMT data can be found in Appendix J of this report.

After review of the PMT testing in concert with our 2011 performed borings, a factored bearing resistance of 23 ksf is recommended for design. An experienced, geotechnical engineer should MARCH 8, 2012

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GEO SERVICES, INC. GEOTECHNICAL REPORT PROJECT NO 11019

SASAKI ASSOCIATES, INC. CHICAGO RIVERWALK CHICAGO, ILLINOIS

be present during excavation to determine allowable bearing. Based on the anticipated design factored loads (vertical loading in the range of 300 to 400 kips) and the design shaft diameters of 3 to 4-feet diameter, belling of the caissons will be required. Based on the estimated bearing pressures, the consistency of the soils encountered and the magnitude of the loads expected and the elastic modulus measured in the 1999 PMT testing, we estimate a maximum settlement of ½ inch for the caisson foundations supported on the hardpan stratum described above. Differential settlements would be dependent on the adjacent loads but is typically 1/2 to 2/3 of the total settlement. It should be noted that these settlement values are for soil compression only and that elastic compression of the Caisson concrete should be added to these values. Also, boring GSI-06 near Wells Street indicates that the bearing stratum at Wells Street consists of a very silty/sandy non-cohesive soil stratum. Also, the stratigraphy on the western portion of the project has potential water-bearing sand/silt strata immediately beneath the hardpan stratum. In order to prevent possible hydrostatic blow-in and loss of support during construction, we recommend that all of the caissons for this project be constructed using slurry and the concrete be placed by tremie concreting methods. To prevent the soft surficial sediment soils and underlying soft clay strata into the caisson shaft and water inflow from Chicago River, we recommend that a temporary and/or permanent steel casing be employed at the surface during construction. The temporary or permanent casing should be extended to a minimum elevation of -40 CCD. At the underbridge locations at Dearborn Street, LaSalle Street and Wells Street, the boring information indicates a granular stratum just above the hardpan strata exists and contractor should have enough casing to extend to -70 to -72 CCD if the caissons are not installed under slurry for any reason. A minimum caisson shaft diameter of 2 1/2 feet is recommended. The caisson bell should have a base angle of at least 60 degrees (from horizontal) and the bell diameter should not exceed 3 times the shaft diameter. Caisson concrete may be placed by the free fall method into the clean and dry shaft excavations as long as concrete does not hit the sides of the shaft or the rebar cage during placement. Concrete slump should be in the range of 5 to 7 inches. Because the caisson technician will likely not be lowered into the excavation to observe the base of the caisson excavation directly due to safety concerns, it will be necessary to oversize the bell area by 15% or 1 foot, whichever is smaller. We strongly recommend that an experienced soil engineer be present during all phases of caisson construction to observe that the excavations have reached a suitable bearing stratum as recommended in the design. The caisson base should be kept as high into the bearing “hardpan” stratum as possible due to underlying silt/sand strata beneath the could cause “blowin” of the base during construction. The caisson design and construction procedures should be reviewed with the contractor selected for this work prior to the start of construction. If you wish, we would be pleased to review the plans and specifications for the foundation work once they are prepared so that we may have the opportunity to comment on the effects of the soil and groundwater conditions on the site. MARCH 8, 2012

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GEO SERVICES, INC. GEOTECHNICAL REPORT PROJECT NO 11019

SASAKI ASSOCIATES, INC. CHICAGO RIVERWALK CHICAGO, ILLINOIS

SECTION 07: LATERAL SOIL PROPERTIES Table I contains a summary of lateral soil parameters to be used for design of deep foundations and any sheet-pile walls.

TABLE I - SOIL PARAMETERS FOR LATERAL RESISTANCE Material (Elevation, ft CCD) New Stone Embankment FILL River MUCK (-13 to -24) Soft to Medium Stiff CLAY (-24 to -40) Medium Stiff to Very Stiff CLAY (-40 to -65) Medium Dense Silty Clay LOAM to SILT (-65 to -70) Hard Silty CLAY to Clayey SILT Hardpan (-70 to -80) Very Dense Silty/Sandy LOAM or Clay LOAM/SILT (-80 to -108)

MARCH 8, 2012

Unit Weight (pcf)

Drained Friction Angle (°)

Undrained Cohesion (psf)

Adhesion (psf)

Lateral Modulus of Subgrade Reaction (pci)

Strain

130

36

-

-

125

-

90

0

0

250

0

-

115

22

1,300

650

100

0.02

120

26

2,000

700

200

0.01

125

32

-

-

60

-

130

0

11,500

2,850

800

130

36

-

-

800

-

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GEO SERVICES, INC. GEOTECHNICAL REPORT PROJECT NO 11019

SASAKI ASSOCIATES, INC. CHICAGO RIVERWALK CHICAGO, ILLINOIS

SECTION 08: GENERAL CONSTRUCTION CONSIDERATIONS We understand the new riverwalk will be supported by the driven sheetpiling and driven H-piles but there still will be a need to fill in behind the new sheet-pile wall with new fill. This new fill will settle quite a bit (possibly as much as a few feet) due to the existing surficial river muck and underlying soft clay but we understand that since the slab will be a structurally supported slab, settlement is not a concern for the deck. No leveling or removal of the river muck should be required prior to filling. However, it should be noted that due to this settlement, some additional structural issues will need to be addressed during design. Downdrag will affect both the sheetpile wall and the driven H-piles due to settlement of the river muck and soft clay to an estimated elevation of -30 CCD. Table I of this report contains adhesion values to use for estimation of downdrag forces for sheetpile and H-pile design. The pile design charts and tables in the Appendices to this report have already been calculated to take into account downdrag to -30 CCD. With regards to the type of embankment fill material, below the water-line we would recommend using an open-graded material such as an IDOT CA-01 or CA-05 gradation. Above the waterline, the gradation of the material may be CA-01, 05, 06 or 07. Compaction/consolidation of the fill below the water-line can be accomplished by using a vibrating H-pile to consolidate the fill in lifts after placement. Above the water-line, conventional equipment may be used for compaction. As far as compaction criteria for specification, since it is not essential for this new embankment to not settle but is still desired to limit consolidation of the new embankment and provide fairly uniform lateral support for the sheet-pile wall, we would recommend that the acceptable criteria be limited to ensuring compaction in lifts no greater than 5 feet below the water table and 1.5 feet above the water-table and compacted to the satisfaction of the Engineer. We understand that horizontal ties will be used to stabilize the new sheet pile wall. The ties will need to be sleeved to prevent the ties from being bent and damaged from the embankment settlement that will occur behind the sheet-pile wall. We recommend using a minimum 12-inch diameter PVC casing to protect the ties from settlement of the new embankment fill. Also, we understand that there may be isolated instances when it may be required to use battered Hpiles in lieu of horizontal ties due to existing structures and openings. The soil parameter values provided in Table I can be used to determine battered H-pile lengths needed based on loading parameters. GSI can assist in this design work also once the design progresses to the point where these locations are better determined. 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. From the IDOT Standard Specifications for Roadway and Bridge Construction, excavation for structures should be in compliance with Section 502.

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GEO SERVICES, INC. GEOTECHNICAL REPORT PROJECT NO 11019

SASAKI ASSOCIATES, INC. CHICAGO RIVERWALK CHICAGO, ILLINOIS

SECTION 09: GENERAL QUALIFICATIONS The analysis and recommendations presented in this report are based upon the data obtained from our soil borings performed at the indicated locations. 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 recommendations of the report. In addition, it is recommended that Geo Services Inc. be retained to perform construction observation and thereby provide a complete professional geotechnical engineering service through the observational method. 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.

MARCH 8, 2012

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APPENDIX A GENERAL NOTES

GENERAL NOTES CLASSIFICATION Unified Soil Classification System used for soil classification. Cohesionless Soils Relative No. of Blows Density per foot N Very Loose Loose Medium Dense Dense Very Dense

0 to 4 4 to 10 10 to 30 30 to 50 Over 50

TERMINOLOGY Streaks are considered to be paper thick. Lenses are considered to be less than 2 inches thick. Layers are considered to be less than 6 inches thick. Stratum are considered to be greater than 6 inches thick.

Cohesive Soils Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard

Unconfined Compressive Strength - qu (tsf) Less than 0.25 0.25 - 0.5 0.5 - 1.0 1.0 - 2.0 2.0 - 4.0 Over 4.0

DRILLING AND SAMPLING SYMBOLS SS: ST: AS: DB: CB: OS:

Split Spoon 1-3/8" I.D., 2" O.D. Shelby Tube 2" O.D., except where noted Auger Sample Diamond Bit - NX: BX: AX Carboloy Bit - NX: BX: AX Osterberg Sampler

HS: WS: FT: RB: WO:

Housel Sampler Wash Sample Fish Tail Rock Bit Wash Out

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: WCI: DCI: WS :

Water Wet Cave In Dry Cave In While sampling

WD: BCR: ACR: AB:

While Drilling Before Casing Removal After Casing Removal 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 MAP

APPENDIX C LOCATION DIAGRAM

APPENDIX D BORING LOGS

APPENDIX E BORING LOGS BY OTHERS

APPENDIX F LAB DATA

3

2

11/2

1 3/4

1/2 3/8

4

10

20

40

100

200

0

95

5

90

10

85

15

80

20

75

25

70

30

65

35

60

40

55

45

50

50

45

55

40

60

35

65

30

70

25

75

20

80

15

85

10

90

5

95

0 100

10

1

0.1

100 0.001

0.01

Grain Size in Millimeters

GRAVEL

Boring No. Sample No. Depth Liquid Limit Plastic Limit Plasticity Index Test By Date Reviewed By Job No

GSI-02 2 24.5'-26.5' 36 22 14 NOB 6/27/11 AJP 11019

COARSE

SAND MEDIUM

FINE

CLASSIFICATION-ASTM D 2487 SANDY LEAN CLAY (CL) dark gray

% Gravel % Sand % Silt % Clay

1.7 43.2 26.4 28.7

SILT

CLAY

PARTICLE SIZE ANALYSIS-ASTM D 422 The Chicago River Walk Wacker Dr. - State St. to Lake St. Chicago, Illinois

1235 E. Davis St., Arlington Heights, IL 60005 Phone 847-253-3845 ● Fax 847-253-0482

Percent Coarser By Weight (%)

Percent Finer By Weight (%)

100

3

2

11/2

1 3/4

1/2 3/8

4

10

20

40

100

200

0

95

5

90

10

85

15

80

20

75

25

70

30

65

35

60

40

55

45

50

50

45

55

40

60

35

65

30

70

25

75

20

80

15

85

10

90

5

95

0 100

10

1

0.1

100 0.001

0.01

Grain Size in Millimeters

GRAVEL

Boring No. Sample No. Depth Liquid Limit Plastic Limit Plasticity Index Test By Date Reviewed By Job No

GSI-02 5 31.0'-33.0' 38 18 20 NOB 6/27/11 AJP 11019

COARSE

SAND MEDIUM

FINE

CLASSIFICATION-ASTM D 2487 LEAN CLAY with SAND (CL) gray

% Gravel % Sand % Silt % Clay

0.4 16.4 30.8 52.3

SILT

CLAY

PARTICLE SIZE ANALYSIS-ASTM D 422 The Chicago River Walk Wacker Dr. - State St. to Lake St. Chicago, Illinois

1235 E. Davis St., Arlington Heights, IL 60005 Phone 847-253-3845 ● Fax 847-253-0482

Percent Coarser By Weight (%)

Percent Finer By Weight (%)

100

3

2

11/2

1 3/4

1/2 3/8

4

10

20

40

100

200

0

95

5

90

10

85

15

80

20

75

25

70

30

65

35

60

40

55

45

50

50

45

55

40

60

35

65

30

70

25

75

20

80

15

85

10

90

5

95

0 100

10

1

0.1

100 0.001

0.01

Grain Size in Millimeters

GRAVEL

Boring No. Sample No. Depth Liquid Limit Plastic Limit Plasticity Index Test By Date Reviewed By Job No

GSI-06 6 33.0'-35.0' 37 18 19 NOB 6/27/11 AJP 11019

COARSE

SAND MEDIUM

FINE

CLASSIFICATION-ASTM D 2487 LEAN CLAY with SAND (CL) gray

% Gravel % Sand % Silt % Clay

0.9 17.3 29.7 52.1

SILT

CLAY

PARTICLE SIZE ANALYSIS-ASTM D 422 The Chicago River Walk Wacker Dr. - State St. to Lake St. Chicago, Illinois

1235 E. Davis St., Arlington Heights, IL 60005 Phone 847-253-3845 ● Fax 847-253-0482

Percent Coarser By Weight (%)

Percent Finer By Weight (%)

100

3

2

11/2

1 3/4

1/2 3/8

4

10

20

40

100

200

0

95

5

90

10

85

15

80

20

75

25

70

30

65

35

60

40

55

45

50

50

45

55

40

60

35

65

30

70

25

75

20

80

15

85

10

90

5

95

0 100

10

1

0.1

100 0.001

0.01

Grain Size in Millimeters

GRAVEL

Boring No. Sample No. Depth Liquid Limit Plastic Limit Plasticity Index Test By Date Reviewed By Job No

GSI-09 2 24.5'-26.5' 34 22 12 NOB 6/27/11 AJP 11019

COARSE

SAND MEDIUM

FINE

CLASSIFICATION-ASTM D 2487 SANDY LEAN CLAY (CL) dark gray

% Gravel % Sand % Silt % Clay

0.0 45.5 27.6 26.9

SILT

CLAY

PARTICLE SIZE ANALYSIS-ASTM D 422 The Chicago River Walk Wacker Dr. - State St. to Lake St. Chicago, Illinois

1235 E. Davis St., Arlington Heights, IL 60005 Phone 847-253-3845 ● Fax 847-253-0482

Percent Coarser By Weight (%)

Percent Finer By Weight (%)

100

1235 E. DAVIS STREET ARLINGTON HEIGHTS, IL 60005 (847) 253-3845 FAXES (847) 253-0482 Organic Matter in Soils by Wet Combustion AASHTO T 194 Project Name The Chicago River Walk Wacker Drive from State St. to Lake St. Location Chicago, Illinois

Sample Location

GSI-02

GSI-06

GSI-09

2

2

2

Sample No

Depth 24.5'-26.5' 20.5'-22.0' 24.5'-26.5' Total Organic Matter %

Comments: -

Performed by: JE

4.6

7.2

3.4

Date Job No

6/30/11 11019

GEO SERVICES Consulting Engineers 1235 E. Davis Street Arlington Heights, Illinois 60005 Phone: (847) 253-3845 Fax: (847) 253-0482

UNCONFINED COMPRESSIVE STRENGTH OF COHESIVE SOIL - ASTM D 2166

Project Name The Chicago River Walk Location State St. to Lake St., Chicago, Illinois Sample No Boring No GSI-02 5 Depth 31.0'-33.0'

Job No. Date

11019 6/24/11

Description of Sample LEAN CLAY with SAND (CL)-gray Water Content: Tare No Tare Wt. (g) Wet Wt. + Tare (g) Dry Wt. + Tare (g) Wet Wt. - Tare (g) Dry Wt. - Tare (g) Moisture Content (%)

Sample Data: Initial Diameter (in) Initial Area (sq. in) Initial Height (in) Initial Volume (cu. In)

1 15.7 1407 1137.1 1391.3 1121.4 24.1

2.78 6.07 6.9 41.94

15% Strain (in) = Height/Dia. Ratio Ave. Rate of % Strain /min.

Sample Weight (g) Dry Unit Weight (pcf) Wet Unit Weight (pcf)

1393.0 102.0 126.5

Liquid Limit Plastic Limit

1.04 2.49 1.16 38 18

Test Data Elapsed Time (min)

Axial Load (lb)

Strain (0.001 in)

Axial Strain

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 13

0 6 10 13 16 19 22 25 28 30 33 35 37 39 41 43 45 46 48 49 51 52 53 54 55 56 57

0 0.041 0.081 0.123 0.164 0.202 0.243 0.284 0.322 0.363 0.405 0.442 0.483 0.525 0.564 0.601 0.642 0.681 0.721 0.762 0.801 0.841 0.883 0.922 0.963 1.005 1.036

0 0.0059 0.0117 0.0178 0.0237 0.0292 0.0352 0.0411 0.0466 0.0525 0.0586 0.0640 0.0699 0.0760 0.0816 0.0870 0.0929 0.0986 0.1043 0.1103 0.1159 0.1217 0.1278 0.1334 0.1394 0.1454 0.1500

Axial Strain Corrected Area % (sq. in.)

0 0.59 1.17 1.78 2.37 2.92 3.52 4.11 4.66 5.25 5.86 6.40 6.99 7.60 8.16 8.70 9.29 9.86 10.43 11.03 11.59 12.17 12.78 13.34 13.94 14.54 15.00

0 6.11 6.14 6.18 6.22 6.25 6.29 6.33 6.37 6.41 6.45 6.48 6.53 6.57 6.61 6.65 6.69 6.73 6.78 6.82 6.87 6.91 6.96 7.00 7.05 7.10 7.14

Compressive Compressive Stress Strength Qu (psi) Qu (tsf)

0 0.98 1.63 2.10 2.57 3.04 3.50 3.95 4.40 4.68 5.12 5.40 5.67 5.94 6.20 6.47 6.72 6.83 7.08 7.18 7.43 7.52 7.62 7.71 7.80 7.88 7.98

Failure Conditions/Remarks: Bulge = 0.57 Qu tsf @ 15.00% strain, Test By: Natalie O'Brien

0 0.07 0.12 0.15 0.19 0.22 0.25 0.28 0.32 0.34 0.37 0.39 0.41 0.43 0.45 0.47 0.48 0.49 0.51 0.52 0.53 0.54 0.55 0.56 0.56 0.57 0.57

Shear Strength Qu (tsf)

0 0.04 0.06 0.08 0.09 0.11 0.13 0.14 0.16 0.17 0.18 0.19 0.20 0.21 0.22 0.23 0.24 0.25 0.25 0.26 0.27 0.27 0.27 0.28 0.28 0.28 0.29

GEO SERVICES Consulting Engineers 1235 E. Davis Street Arlington Heights, Illinois 60005 Phone: (847) 253-3845 Fax: (847) 253-0482

UNCONFINED COMPRESSIVE STRENGTH OF COHESIVE SOIL - ASTM D 2166 Project Name The Chicago River Walk Location State St. to Lake St., Chicago, Illinois Boring No GSI-02 5 Depth 31.0'-33.0' Sample No Description of Sample LEAN CLAY with SAND (CL)-gray

Job No. Date

11019 6/24/11

Stress-Strain Curve

9 8 7

Stress in psi

6 5 4 3 2 1 0 0

1

2

3

4

5

6

7

8

9

% Axial Strain

10 11 12 13 14 15 16

GEO SERVICES Consulting Engineers 1235 E. Davis Street Arlington Heights, Illinois 60005 Phone: (847) 253-3845 Fax: (847) 253-0482

UNCONFINED COMPRESSIVE STRENGTH OF COHESIVE SOIL - ASTM D 2166

Project Name The Chicago River Walk Location State St. to Lake St., Chicago, Illinois Sample No Boring No GSI-06 6 Depth 33.0'-35.0'

Job No. Date

11019 6/24/11

Description of Sample LEAN CLAY with SAND (CL)-gray Water Content: Tare No Tare Wt. (g) Wet Wt. + Tare (g) Dry Wt. + Tare (g) Wet Wt. - Tare (g) Dry Wt. - Tare (g) Moisture Content (%)

Sample Data: Initial Diameter (in) Initial Area (sq. in) Initial Height (in) Initial Volume (cu. In)

2 15.7 1499.3 1232.1 1483.6 1216.4 22.0

2.89 6.56 6.9 45.33

15% Strain (in) = Height/Dia. Ratio Ave. Rate of % Strain /min.

Sample Weight (g) Dry Unit Weight (pcf) Wet Unit Weight (pcf)

1483.9 102.3 124.7

Liquid Limit Plastic Limit

1.04 2.39 1.15 37 18

Test Data Elapsed Time (min)

Axial Load (lb)

Strain (0.001 in)

Axial Strain

0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 13

0 6 10 13 17 21 24 28 31 34 37 41 44 46 50 52 54 57 59 61 64 66 67 69 71 72 74

0 0.017 0.059 0.104 0.144 0.183 0.225 0.267 0.305 0.347 0.389 0.429 0.472 0.512 0.554 0.594 0.634 0.675 0.715 0.756 0.797 0.837 0.880 0.920 0.962 1.004 1.036

0 0.0025 0.0085 0.0151 0.0208 0.0265 0.0326 0.0386 0.0441 0.0502 0.0563 0.0621 0.0683 0.0741 0.0802 0.0860 0.0918 0.0977 0.1035 0.1094 0.1153 0.1211 0.1274 0.1331 0.1392 0.1453 0.1500

Axial Strain Corrected Area % (sq. in.)

0 0.25 0.85 1.51 2.08 2.65 3.26 3.86 4.41 5.02 5.63 6.21 6.83 7.41 8.02 8.60 9.18 9.77 10.35 10.94 11.53 12.11 12.74 13.31 13.92 14.53 15.00

0 6.58 6.62 6.66 6.70 6.74 6.78 6.82 6.86 6.91 6.95 6.99 7.04 7.08 7.13 7.18 7.22 7.27 7.32 7.37 7.41 7.46 7.52 7.57 7.62 7.67 7.72

Compressive Compressive Stress Strength Qu (psi) Qu (tsf)

0 0.91 1.51 1.95 2.54 3.12 3.54 4.10 4.52 4.92 5.32 5.86 6.25 6.49 7.01 7.25 7.48 7.84 8.06 8.28 8.63 8.84 8.91 9.12 9.32 9.38 9.59

Failure Conditions/Remarks: Bulge = 0.69 Qu tsf @ 15.00% strain, Test By: Natalie O'Brien

0 0.07 0.11 0.14 0.18 0.22 0.25 0.30 0.33 0.35 0.38 0.42 0.45 0.47 0.50 0.52 0.54 0.56 0.58 0.60 0.62 0.64 0.64 0.66 0.67 0.68 0.69

Shear Strength Qu (tsf)

0 0.03 0.05 0.07 0.09 0.11 0.13 0.15 0.16 0.18 0.19 0.21 0.22 0.23 0.25 0.26 0.27 0.28 0.29 0.30 0.31 0.32 0.32 0.33 0.34 0.34 0.35

GEO SERVICES Consulting Engineers 1235 E. Davis Street Arlington Heights, Illinois 60005 Phone: (847) 253-3845 Fax: (847) 253-0482

UNCONFINED COMPRESSIVE STRENGTH OF COHESIVE SOIL - ASTM D 2166 Project Name The Chicago River Walk Location State St. to Lake St., Chicago, Illinois Boring No GSI-06 6 Depth 33.0'-35.0' Sample No Description of Sample LEAN CLAY with SAND (CL)-gray

Job No. Date

11019 6/24/11

Stress-Strain Curve

12

10

Stress in psi

8

6

4

2

0 0

1

2

3

4

5

6

7

8

9

% Axial Strain

10 11 12 13 14 15 16

APPENDIX G INSITU VANE SHEAR RESULTS

1235 E. Davis Street Arlington Heights, IL 60005 (847) 253-3845

PROJECT: CHICAGO RIVER RIVERWALK GSI JOB NUMBER: 11019 OPERATOR: DR DATE OF TEST: MAY 23-31, 2011 TOP OF BARGE DECK ELEVATION+5 to +7 Feet CCD (Estimated) DATA REDUCTION: RWC

*VANE SIZE 2.0 = SMALL (11CM X 5CM) VANE 1.0 = MEDIUM (13CM X 6.5 CM) VANE 0.5 = LARGE (17.2CM X 8CM) VANE VANE CONSTANT, K=1.0134

VANE SHEAR RESULTS VANE TIP DEPTH (ft)

VANE*

a (in)

PEAK Su (tsf) (psf)

a (in)

GSI-02

31.0 36.0 41.0

1.0 1.0 1.0

2.92 2.13 3.12

0.77 0.56 0.82

1525 1125 1650

1.17 0.89 2.20

0.31 0.23 0.58

625 475 1150

2.4 2.4 1.4

-26.4 -31.4 -36.4

GSI-06

31.0 36.0

0.5 1.0

3.59 2.66

0.47 0.70

950 1400

n/a 1.90

0.50

1000

1.4

-24.3 -29.3

GSI-09

33.5 41.0

0.5 1.0

3.80 2.62

0.50 0.69

1000 1375

n/a 1.79

0.47

950

1.4

-27.2 -34.7

BORING NO.

REMOLDED Su SENSITIVITY (tsf) (psf) PEAK/REM.

APPROX. VANE TIP ELEVATION (CCD)

Peak Undrained Shear Strength (psf) 0

200

400

600

800

1000

1200

1400

1600

0 5

GSI-02 GSI-06

10

Depth (ft)

15 20 25 30 35 40 45 50

GSI-09

1800

APPENDIX H PILE DESIGN TABLES

Pile Design Table for Riverwalk utilizing Boring #GSI-02 Nominal

Factored

Estimated

Nominal

Factored

Estimated

Nominal

Factored

Estimated

Required

Resistance

Pile

Required

Resistance

Pile

Required

Resistance

Pile

Bearing

Available

Length

Bearing

Available

Length

Bearing

Available

Length

(Kips)

(Kips)

(Ft.)

(Kips)

(Kips)

(Ft.)

(Kips)

(Kips)

(Ft.) 60

Metal Shell 12"Φ w/.179" walls 244

31

Steel HP 10 X 57 57

194

79

67

212

78

221

94

70

233

90

62

60

247

108

72

248

98

65

273

123

75

274

113

67

60

300

137

77

312

133

70

326

152

80

349

154

72

352

166

82

387

175

75

378

181

85

425

195

77

404

195

87

462

216

80

429

209

90

500

237

82

537

257

85

Metal Shell 12"Φ w/.25" walls 295

59

Metal Shell 14"Φ w/.25" walls 363

79

Metal Shell 14"Φ w/.312" walls 363

79

60

Steel HP 8 X 36 193

84

Steel HP 14 X 73

72

214

96

75

235

107

77

253

117

80

204

267

125

82

225

91

67

215

80

60

282

133

85

256

109

70

238

92

62

288

126

72

254

101

65 67

Steel HP 10 X 42

Steel HP 12 X 53 80

65

Steel HP 14 X 89

188

76

67

319

143

75

282

117

214

91

70

350

160

77

320

137

70

240

105

72

381

177

80

358

158

72

266

120

75

413

195

82

396

179

75

292

134

77

434

200

77

319

148

80

472

221

80

Steel HP 12 X 63 209

82

65

232

95

67

510

242

82

263

112

70

548

263

85

295

130

72

601

292

87

327

147

75

654

321

90

359

165

77

390

182

80

218

81

60

422

199

82

241

94

62

Steel HP 14 X 102

Pile Design Table for Riverwalk utilizing Boring #GSI-06 Nominal

Factored

Estimated

Nominal

Factored

Estimated

Nominal

Factored

Estimated

Required

Resistance

Pile

Required

Resistance

Pile

Required

Resistance

Pile

Bearing

Available

Length

Bearing

Available

Length

Bearing

Available

Length

(Kips)

(Kips)

(Ft.)

(Kips)

(Kips)

(Ft.)

(Kips)

(Kips)

(Ft.) 60

Metal Shell 12"Φ w/.179" walls 244

31

Steel HP 10 X 57 57

194

79

67

212

78

221

94

70

233

90

62

60

247

108

72

248

98

65

273

123

75

274

113

67

60

300

137

77

312

133

70

326

152

80

349

154

72

352

166

82

387

175

75

378

181

85

425

195

77

404

195

87

462

216

80

500

237

82

537

257

85

Metal Shell 12"Φ w/.25" walls 295

59

Metal Shell 14"Φ w/.25" walls 363

79

Metal Shell 14"Φ w/.312" walls 363

79

60

Steel HP 8 X 36 193

84

Steel HP 14 X 73

72

Steel HP 12 X 53

214

96

75

235

107

77

204

80

65

253

117

80

225

91

67

267

125

82

256

109

70

215

80

60

282

133

85

288

126

72

238

92

62

319

143

75

254

101

65 67

Steel HP 10 X 42

Steel HP 14 X 89

188

76

67

350

160

77

282

117

214

91

70

381

177

80

320

137

70

240

105

72

413

195

82

358

158

72

Steel HP 12 X 63

266

120

75

396

179

75

292

134

77

209

82

65

434

200

77

319

148

80

232

95

67

472

221

80

263

112

70

510

242

82

295

130

72

548

263

85

327

147

75

601

292

87

359

165

77

390

182

80

218

81

60

422

199

82

241

94

62

454

217

85

258

103

65

Steel HP 14 X 102

Pile Design Table for Riverwalk utilizing Boring #GSI-09 Nominal

Factored

Estimated

Nominal

Factored

Estimated

Nominal

Factored

Estimated

Required

Resistance

Pile

Required

Resistance

Pile

Required

Resistance

Pile

Bearing

Available

Length

Bearing

Available

Length

Bearing

Available

Length

(Kips)

(Kips)

(Ft.)

(Kips)

(Kips)

(Ft.)

(Kips)

(Kips)

(Ft.) 60

Metal Shell 12"Φ w/.179" walls 244

31

Steel HP 10 X 57 57

194

79

67

212

78

221

94

70

233

90

62

60

247

108

72

248

98

65

273

123

75

274

113

67

60

300

137

77

312

133

70

326

152

80

349

154

72

352

166

82

387

175

75

378

181

85

425

195

77

404

195

87

462

216

80

500

237

82

537

257

85

Metal Shell 12"Φ w/.25" walls 295

59

Metal Shell 14"Φ w/.25" walls 363

79

Metal Shell 14"Φ w/.312" walls 363

79

60

Steel HP 8 X 36 193

84

Steel HP 14 X 73

72

Steel HP 12 X 53

214

96

75

235

107

77

204

80

65

253

117

80

225

91

67

267

125

82

256

109

70

215

80

60

282

133

85

288

126

72

238

92

62

319

143

75

254

101

65 67

Steel HP 10 X 42

Steel HP 14 X 89

188

76

67

350

160

77

282

117

214

91

70

381

177

80

320

137

70

240

105

72

413

195

82

358

158

72

Steel HP 12 X 63

266

120

75

396

179

75

292

134

77

209

82

65

434

200

77

319

148

80

232

95

67

472

221

80

263

112

70

510

242

82

295

130

72

548

263

85

327

147

75

601

292

87

359

165

77

390

182

80

218

81

60

422

199

82

241

94

62

454

217

85

258

103

65

Steel HP 14 X 102

APPENDIX I PILE CHARTS FOR HP 8, 10, 12, 14, 12” AND 14” PIPE PILES

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Steel HP 8 X 36 AVAILABLE Pile 0.00 0.00 0.00 286 7.00 6.38 Length 0.00 286 Estimated 12.00 10.92 0.00 286

Pile Length (ft.)

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 102.00 102.00 102.00 100

9.44 9.44 9.44 14.34 16.86 19.77 23.06 27.52 31.58 41.24 47.02 52.87 63.50 70.95 77.52 83.58 93.74 104.75 128.76 137.15 151.28 172.25 193.22 214.19 235.16 252.66 267.18 281.71 302.16 322.62 343.08 363.54 384.00 453.18 453.18 453.18

0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.72 3.90 7.11 12.96 17.06 20.67 24.00 29.59 35.65 48.85 53.46 61.23 72.77 84.30 95.84 107.37 117.00 124.98 132.97 144.22 155.47 166.73 177.98 189.23 227.28 227.28 227.28

286 286 100 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 150

200

250

120

BORING GSI-02

FACTORED RESISTANCE AVAILABLE

Maximum Bearing For Steel HP 8 X 36 Pile

300

350

400

450

500

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Steel HP 10 X 42 AVAILABLE Pile 0.00 0.00 0.00 335 7.00 7.82 Length 0.00 335 Estimated 12.00 13.49 0.00 335

Pile Length (ft.)

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 102.00 102.00 102.00 100

11.56 11.56 11.56 17.95 21.62 25.18 29.32 35.13 40.10 53.47 60.20 67.18 81.42 90.37 98.07 105.13 118.51 134.55 160.14 170.53 187.77 213.95 240.13 266.31 292.49 318.67 344.85 368.22 393.27 418.32 443.37 468.42 493.47 585.95 585.95 585.95

0.00 0.00 100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.51 6.21 10.05 17.88 22.81 27.04 30.92 38.28 47.11 61.18 66.89 76.38 90.77 105.17 119.57 133.97 148.37 162.77 175.62 189.40 203.18 216.95 230.73 244.51 295.37 295.37 295.37

335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 200

300

Maximum Bearing For Steel HP 10 X 42 Pile

400

120

BORING GSI-02

FACTORED RESISTANCE AVAILABLE

500

600

700

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Steel HP 12 X 53 AVAILABLE Pile 0.00 0.00 0.00 418 7.00 9.45 Length 0.00 418 Estimated 12.00 16.23 0.00 418

Pile Length (ft.)

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 102.00 102.00 102.00 100

13.90 13.90 13.90 21.48 27.28 31.57 36.68 44.13 50.11 68.05 75.84 84.00 102.74 113.27 122.06 130.08 147.40 170.09 191.68 204.15 225.07 256.32 287.57 318.82 350.08 381.33 412.58 443.84 487.87 531.89 563.87 593.98 624.09 745.56 745.56 745.56

0.00 0.00 100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.09 9.38 13.87 24.18 29.97 34.80 39.21 48.74 61.21 73.09 79.95 91.45 108.64 125.83 143.02 160.21 177.40 194.59 211.78 235.99 260.21 277.80 294.36 310.92 377.73 377.73 377.73

418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418

200

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 300

400

120

BORING GSI-02

FACTORED RESISTANCE AVAILABLE

Maximum Bearing For Steel HP 12 X 53 Pile

500

600

700

800

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Steel HP 14 X 73 AVAILABLE Pile 0.00 0.00 0.00 578 7.00 11.32 Length 0.00 578 Estimated 12.00 19.99 0.00 578

Pile Length (ft.)

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 102.00 102.00 102.00 100

16.47 0.00 16.47 100 0.00 16.47 0.00 26.04 0.00 34.00 0.00 39.08 0.00 45.32 0.00 54.74 0.00 61.83 0.00 82.29 6.95 94.36 13.59 103.72 18.74 128.03 32.11 140.20 38.80 150.01 44.20 158.93 49.10 181.05 61.27 212.32 78.46 232.53 89.58 247.77 97.96 274.25 112.53 311.83 133.20 349.42 153.87 387.00 174.54 424.59 195.21 462.17 215.88 499.76 236.56 537.34 257.23 590.29 286.35 643.24 315.47 696.18 344.59 743.74 370.74 779.41 390.37 917.23 466.17 917.23 466.17 917.23 466.17

578 578 200 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 300

400

500

120

BORING GSI-02

FACTORED RESISTANCE AVAILABLE

Maximum Bearing For Steel HP 14 X 73 Pile

600

700

800

900

1000

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Metal Shell 12"Φ w/.25" walls AVAILABLE Pile 0.00 0.00 0.00 353 7.00 67.98 Length 6.75 353 Estimated 12.00 86.52 0.00 353

Pile Length (ft.)

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 102.00 102.00 102.00 100

55.62 55.62 55.62 62.25 67.47 72.78 78.61 86.15 93.56 108.56 119.71 130.67 147.98 161.88 174.46 186.11 244.02 294.69 413.91 470.13 644.22 729.76 815.31 900.85 986.40 1071.94 1157.49 1243.03 1363.55 1484.06 1604.57 1725.08 1845.59 2210.22 2210.22 2210.22

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30.68 58.56 124.12 155.05 250.79 297.84 344.89 391.94 438.99 486.04 533.09 580.14 646.42 712.71 778.99 845.27 911.55 1112.09 1112.09 1112.09

353 353 500 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353

NOMINAL REQ'D BEARING FACTORED RESISTANCE AVAILABLE

Bearing Resistance (kips) 1000

Maximum Bearing For Metal Shell 12"Φ w/.25" walls Pile

1500

120

BORING GSI-02

2000

2500

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Metal Shell 14"Φ w/.312" walls AVAILABLE Pile 0.00 0.00 0.00 513 7.00 79.31 Length 7.88 513 Estimated 12.00 110.55 0.00 513

Pile Length (ft.)

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 102.00 102.00 102.00 100

64.89 64.89 64.89 73.92 79.66 85.85 92.75 101.88 110.53 129.50 142.17 154.80 176.16 192.21 206.56 219.81 296.22 363.27 523.27 593.91 823.68 923.48 1023.29 1123.09 1222.89 1322.69 1422.50 1522.30 1662.90 1803.49 1944.09 2084.69 2225.29 2674.72 2674.72 2674.72

0.00 0.00 500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.11 42.14 79.02 167.02 205.87 332.24 387.13 442.03 496.92 551.81 606.70 661.59 716.48 793.81 871.14 948.47 1025.80 1103.13 1350.31 1350.31 1350.31

513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513

1000

NOMINAL REQ'D BEARING FACTORED RESISTANCE AVAILABLE

Bearing Resistance (kips) 1500

120

BORING GSI-02

Maximum Bearing For Metal Shell 14"Φ w/.312" walls Pile

2000

2500

3000

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Steel HP 8 X 36 AVAILABLE Pile 0.00 0.00 0.00 286 5.00 4.11 Length 0.00 286 Estimated 10.00 8.65 0.00 286

Pile Length (ft.)

12.00 15.00 0 17.00 0 20.00 22.00 25.00 27.00 30.00 32.00 35.00 20 37.00 40.00 42.00 45.00 47.00 50.00 40 52.00 55.00 57.00 60.00 62.00 65.00 67.00 60 70.00 72.00 75.00 77.00 80.00 82.00 85.00 80 87.00 90.00 95.00 100.00 104.00 104.00 100

6.29 6.29 6.29 9.28 11.77 15.71 19.26 22.81 26.35 32.44 38.88 47.92 57.79 61.04 69.12 76.18 87.05 92.45 101.69 102.78 121.88 124.85 138.30 137.10 148.95 157.82 198.15 227.69 253.43 273.89 294.35 314.80 355.72 396.64 461.73 461.73

0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.89 7.32 9.10 13.55 17.43 23.41 26.38 31.46 32.06 42.57 44.20 51.60 50.94 57.46 62.33 84.52 100.77 114.92 126.17 137.42 148.68 171.18 193.68 229.49 229.49

286 286 100 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 150

200

250

120

BORING GSI-06

FACTORED RESISTANCE AVAILABLE

Maximum Bearing For Steel HP 8 X 36 Pile

300

350

400

450

500

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Steel HP 10 X 42 AVAILABLE Pile 0.00 0.00 0.00 335 5.00 4.77 Length 0.00 335 Estimated 10.00 10.66 0.00 335

Pile Length (ft.)

12.00 15.00 0 17.00 0 20.00 22.00 25.00 27.00 30.00 32.00 35.00 20 37.00 40.00 42.00 45.00 47.00 50.00 40 52.00 55.00 57.00 60.00 62.00 65.00 67.00 60 70.00 72.00 75.00 77.00 80.00 82.00 85.00 80 87.00 90.00 95.00 100.00 104.00 104.00 100

7.71 7.71 7.71 11.91 15.23 20.46 24.80 29.15 33.49 41.65 49.88 61.82 74.60 77.18 87.61 96.25 110.61 116.35 128.18 127.60 154.91 156.37 176.10 173.46 190.53 202.79 246.29 283.17 320.05 356.93 383.69 408.74 458.85 508.95 596.41 596.41

0.00 0.00 100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.04 11.07 12.49 18.23 22.98 30.88 34.03 40.54 40.22 55.24 56.05 66.89 65.45 74.83 81.58 105.50 125.79 146.07 166.35 181.07 194.85 222.41 249.96 298.07 298.07

335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335 335

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 200

300

Maximum Bearing For Steel HP 10 X 42 Pile

400

120

BORING GSI-06

FACTORED RESISTANCE AVAILABLE

500

600

700

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Steel HP 12 X 53 AVAILABLE Pile 0.00 0.00 0.00 418 5.00 5.40 Length 0.00 418 Estimated 10.00 12.84 0.00 418

Pile Length (ft.)

12.00 15.00 0 17.00 0 20.00 22.00 25.00 27.00 30.00 32.00 35.00 20 37.00 40.00 42.00 45.00 47.00 50.00 40 52.00 55.00 57.00 60.00 62.00 65.00 67.00 60 70.00 72.00 75.00 77.00 80.00 82.00 85.00 80 87.00 90.00 95.00 100.00 104.00 104.00 100

9.27 9.27 9.27 14.26 19.40 25.29 31.44 36.66 41.88 52.61 62.97 78.48 94.78 96.02 109.25 119.64 138.29 144.03 158.95 155.69 193.75 192.60 220.64 215.93 239.85 256.44 294.93 338.96 382.98 427.01 471.04 515.07 582.47 642.70 758.15 758.15

0.00 0.00 100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.15 16.12 16.80 24.08 29.79 40.05 43.21 51.41 49.62 70.55 69.92 85.34 82.75 95.91 105.03 126.20 150.42 174.63 198.85 223.06 247.28 284.35 317.47 380.97 380.97

418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418

200

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 300

400

120

BORING GSI-06

FACTORED RESISTANCE AVAILABLE

Maximum Bearing For Steel HP 12 X 53 Pile

500

600

700

800

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Steel HP 14 X 73 AVAILABLE Pile 0.00 0.00 0.00 578 5.00 6.45 Length 0.00 578 Estimated 10.00 15.39 0.00 578

Pile Length (ft.)

12.00 15.00 0 17.00 0 20.00 22.00 25.00 27.00 30.00 32.00 35.00 20 37.00 40.00 42.00 45.00 47.00 50.00 40 52.00 55.00 57.00 60.00 62.00 65.00 67.00 60 70.00 72.00 75.00 77.00 80.00 82.00 85.00 80 87.00 90.00 95.00 100.00 104.00 104.00 100

10.98 0.00 10.98 100 0.00 10.98 0.00 17.27 0.00 23.69 0.00 30.60 0.00 39.35 0.00 45.53 0.00 51.72 0.00 65.63 0.00 78.50 0.51 98.13 11.31 117.93 22.19 117.97 22.21 134.54 31.33 146.85 38.10 170.74 51.24 176.05 54.16 194.62 64.38 187.47 60.44 239.30 88.95 234.20 86.14 273.01 107.49 265.44 103.32 298.17 121.33 320.23 133.46 358.26 154.38 411.21 183.50 464.16 212.62 517.11 241.74 570.06 270.86 623.00 299.98 728.90 358.23 801.46 398.13 939.36 473.98 939.36 473.98

578 578 200 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 300

400

500

120

BORING GSI-06

FACTORED RESISTANCE AVAILABLE

Maximum Bearing For Steel HP 14 X 73 Pile

600

700

800

900

1000

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Metal Shell 12"Φ w/.25" walls AVAILABLE Pile 0.00 0.00 0.00 353 5.00 46.35 Length 10.17 353 Estimated 10.00 77.25 0.00 353

Pile Length (ft.)

12.00 15.00 0 17.00 0 20.00 22.00 25.00 27.00 30.00 32.00 35.00 20 37.00 40.00 42.00 45.00 47.00 50.00 40 52.00 55.00 57.00 60.00 62.00 65.00 67.00 60 70.00 72.00 75.00 77.00 80.00 82.00 85.00 80 87.00 90.00 95.00 100.00 104.00 104.00 100

37.08 37.08 37.08 41.13 45.66 52.17 58.64 65.11 71.58 81.50 92.65 107.65 124.46 132.78 146.64 159.51 177.56 188.91 204.86 210.15 238.26 285.82 347.00 346.39 402.01 446.54 692.72 813.23 933.74 1054.25 1174.77 1295.28 1536.30 1777.33 2117.85 2117.85

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.79 10.72 16.96 25.74 28.64 44.11 70.26 103.91 103.57 134.17 158.66 294.06 360.34 426.62 492.90 559.18 625.46 758.03 890.59 1077.88 1077.88

353 353 500 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353

NOMINAL REQ'D BEARING FACTORED RESISTANCE AVAILABLE

Bearing Resistance (kips) 1000

Maximum Bearing For Metal Shell 12"Φ w/.25" walls Pile

1500

120

BORING GSI-06

2000

2500

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

RESISTANCE Pile Bearing vs.Metal Shell 14"Φ w/.312" walls AVAILABLE Pile 0.00 0.00 0.00 513 5.00 54.08 Length 11.87 513 Estimated 10.00 90.13 0.00 513

Pile Length (ft.)

12.00 15.00 0 17.00 0 20.00 22.00 25.00 27.00 30.00 32.00 35.00 20 37.00 40.00 42.00 45.00 47.00 50.00 40 52.00 55.00 57.00 60.00 62.00 65.00 67.00 60 70.00 72.00 75.00 77.00 80.00 82.00 85.00 80 87.00 90.00 95.00 100.00 104.00 104.00 100

43.26 43.26 43.26 48.77 54.06 62.04 69.59 77.14 84.69 96.93 110.27 128.60 148.89 157.25 173.93 188.95 211.00 223.41 242.52 246.84 283.42 344.27 425.75 421.42 494.24 550.52 880.26 1020.86 1161.46 1302.06 1442.65 1583.25 1864.45 2145.64 2566.95 2566.95

0.00 0.00 500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.49 14.62 21.45 31.96 34.34 54.45 87.92 132.73 130.35 170.40 201.36 382.72 460.04 537.37 614.70 692.03 769.36 924.02 1078.67 1310.39 1310.39

513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513

1000

NOMINAL REQ'D BEARING FACTORED RESISTANCE AVAILABLE

Bearing Resistance (kips) 1500

120

BORING GSI-06

Maximum Bearing For Metal Shell 14"Φ w/.312" walls Pile

2000

2500

3000

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

Pile Length (ft.)

RESISTANCE Pile Bearing vs.Steel HP 8 X 36 AVAILABLE Pile 0.00 0.00 0.00 286 7.00 6.38 Length 0.00 286 Estimated 12.00 10.92 0.00 286

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 98.00 98.00 98.00

100

9.44 9.44 12.62 15.25 20.10 23.27 26.77 30.28 37.02 43.82 48.72 51.06 53.97 58.34 62.96 71.17 80.19 78.88 88.50 113.09 140.15 156.72 168.41 159.27 182.06 211.93 241.47 262.97 283.43 303.88 324.34 344.80 365.26 401.71 401.71 401.71

0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.51 3.80 5.40 7.80 10.34 14.86 19.82 19.10 24.39 37.91 52.80 61.91 68.34 63.32 75.85 92.28 108.52 120.35 131.60 142.85 154.10 165.36 176.61 196.66 196.66 196.66

286 286 100 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286 286

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 150

200

FACTORED RESISTANCE AVAILABLE

Maximum Bearing For Steel HP 8 X 36 Pile

250

120

BORING GSI-09

300

350

400

450

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

Pile Length (ft.)

RESISTANCE Pile Bearing vs.Steel HP 10 X 42 AVAILABLE Pile 0.00 0.00 0.00 335 7.00 7.82 Length 0.00 335 Estimated 12.00 13.49 0.00 335

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 98.00 98.00 98.00

100

11.56 11.56 16.33 19.55 26.10 29.70 33.99 38.28 47.43 56.10 61.76 63.75 67.14 72.84 78.66 89.76 101.51 97.46 111.16 146.15 173.88 194.91 209.40 205.04 237.82 263.49 300.37 337.25 370.32 395.37 420.42 445.47 470.53 522.92 522.92 522.92

0.00 335 0.00 100 335 0.00 335 0.00 335 0.00 335 0.00 335 0.00 335 0.00 335 0.00 335 1.12 335 4.23 335 5.33 335 7.19 335 10.32 335 13.53 335 19.63 335 26.10 335 23.87 335 31.40 335 50.65 335 65.90 335 77.46 335 85.44 335 83.03 335 101.07 335 115.18 335 135.47 335 155.75 335 173.94 335 187.72 335 201.50 335 215.28 335 229.05 335 257.87 335 257.87 335 257.87 335

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 200

300

120

BORING GSI-09

FACTORED RESISTANCE AVAILABLE

Maximum Bearing For Steel HP 10 X 42 Pile

400

500

600

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

Pile Length (ft.)

RESISTANCE Pile Bearing vs.Steel HP 12 X 53 AVAILABLE Pile 0.00 0.00 0.00 418 7.00 9.45 Length 0.00 418 Estimated 12.00 16.23 0.00 418

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 98.00 98.00 98.00

100

13.90 13.90 20.79 24.65 32.91 37.30 42.46 47.61 59.80 70.68 77.02 78.25 82.09 89.41 96.64 111.37 126.43 118.30 137.33 185.88 208.48 233.30 250.69 259.76 287.86 315.46 359.48 403.51 447.54 491.57 535.60 566.40 596.51 647.97 647.97 647.97

0.00 0.00 100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.13 6.62 7.30 9.41 13.43 17.41 25.51 33.79 29.33 39.79 66.49 78.92 92.57 102.14 107.12 122.58 137.76 161.97 186.19 210.40 234.62 258.84 275.78 292.34 320.64 320.64 320.64

418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418 418

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 200

300

Maximum Bearing For Steel HP 12 X 53 Pile

400

120

BORING GSI-09

FACTORED RESISTANCE AVAILABLE

500

600

700

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

Pile Length (ft.)

RESISTANCE Pile Bearing vs.Steel HP 14 X 73 AVAILABLE Pile 0.00 0.00 0.00 578 7.00 11.32 Length 0.00 578 Estimated 12.00 19.99 0.00 578

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 98.00 98.00 98.00

100

16.47 16.47 25.48 30.71 39.80 46.27 52.37 58.48 74.45 87.94 94.85 94.82 99.07 108.33 117.20 136.46 155.49 141.67 167.51 229.40 254.30 283.00 304.28 324.96 348.47 382.95 435.90 488.85 541.79 594.74 647.69 700.64 746.74 784.02 784.02 784.02

0.00 100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.02 9.82 9.80 12.14 17.23 22.11 32.70 43.17 35.57 49.78 83.82 97.52 113.30 125.00 136.38 149.31 168.27 197.39 226.52 255.64 284.76 313.88 343.00 368.36 388.86 388.86 388.86

578 578 200 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578 578

NOMINAL REQ'D BEARING

Bearing Resistance (kips) 300

400

FACTORED RESISTANCE AVAILABLE

Maximum Bearing For Steel HP 14 X 73 Pile

500

120

BORING GSI-09

600

700

800

900

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

Pile Length (ft.)

RESISTANCE Pile Bearing vs.Metal Shell 12"Φ w/.25" walls AVAILABLE Pile 0.00 0.00 0.00 353 7.00 67.98 Length 6.75 353 Estimated 12.00 86.52 0.00 353

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 98.00 98.00 98.00

100

55.62 0.00 55.62 200 0.00 59.93 0.00 64.72 0.00 72.53 0.00 78.79 0.00 85.18 0.00 91.57 0.00 102.36 0.00 114.16 0.00 123.71 0.00 129.47 0.00 135.08 0.00 142.46 0.00 150.58 0.00 163.76 0.00 179.03 0.00 180.82 0.00 195.09 0.00 316.04 66.07 578.80 210.59 545.69 192.38 624.89 235.93 575.23 208.63 682.41 267.57 871.62 371.64 992.13 437.92 1112.64 504.20 1233.15 570.48 1353.67 636.76 1474.18 703.04 1594.69 769.33 1715.20 835.61 1887.01 930.10 1887.01 930.10 1887.01 930.10

353 353 400 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353 353

600

NOMINAL REQ'D BEARING FACTORED RESISTANCE AVAILABLE

Bearing Resistance (kips) 800

1000

120

BORING GSI-09

Maximum Bearing For Metal Shell 12"Φ w/.25" walls Pile

1200

1400

1600

1800

2000

ESTIMATED NOMINAL PILE REQ'D LENGTH BEARING

FACTORED

Maximum Bearing For

Pile Length (ft.)

RESISTANCE Pile Bearing vs.Metal Shell 14"Φ w/.312" walls AVAILABLE Pile 0.00 0.00 0.00 513 7.00 79.31 Length 7.88 513 Estimated 12.00 110.55 0.00 513

17.00 20.00 0 22.00 0 25.00 27.00 30.00 32.00 35.00 37.00 40.00 20 42.00 45.00 47.00 50.00 52.00 55.00 40 57.00 60.00 62.00 65.00 67.00 70.00 72.00 60 75.00 77.00 80.00 82.00 85.00 87.00 90.00 80 92.00 95.00 97.00 98.00 98.00 98.00

100

64.89 64.89 70.75 76.35 86.04 93.08 100.54 107.99 121.43 135.53 146.34 152.23 158.60 167.54 177.18 193.57 212.05 211.80 230.29 392.50 747.36 685.66 785.27 702.11 842.28 1088.98 1229.58 1370.18 1510.77 1651.37 1791.97 1932.57 2073.16 2297.64 2297.64 2297.64

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.95 90.16 285.34 251.40 306.18 260.45 337.54 473.23 550.56 627.88 705.21 782.54 859.87 937.20 1014.53 1137.99 1137.99 1137.99

513 513 500 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513 513

NOMINAL REQ'D BEARING FACTORED RESISTANCE AVAILABLE

Bearing Resistance (kips) 1000

Maximum Bearing For Metal Shell 14"Φ w/.312" walls Pile

1500

120

BORING GSI-09

2000

2500

APPENDIX J INSITU PRESSUREMETER TEST RESULTS (BY OTHERS)