APPENDIX V.pdf

175 South A Street • Pensacola, FL 32502

Phone (850) 462-8774 • Fax (850) 462-8784

TIERRA

REPORT OF GEOTECHNICAL EXPLORATION

Blackwater River State Forest Bridge Replacements High Bridge Road over Panther Creek #3 Bridge No. 570824

Okaloosa County, Florida

Tierra Project No. 4511-24-016

Prepared for:

Consor Engineers, LLC Attn: Ms. Leahann Powell, PE

4489 Woodbine Road Pace, Florida 32571

Prepared by:

Tierra, Inc.

175 South A Street

Pensacola, Florida 32502

October 17, 2024 (Updated November 21, 2024)

TIERRA

175 South A Street • Pensacola, FL 32502

Phone (850) 462-8774 • Fax (850) 462-8784

October 17, 2024 (Updated November 21, 2024)

Consor Engineers, LLC

4489 Woodbine Road

Pace, Florida 32571

Attn: Ms. Leahann Powell, PE

Subject: Blackwater River State Forest Bridge Replacements

High Bridge Road over Panther Creek #3 Bridge No. 570824

Okaloosa County, Florida

Project No. 4511-24-016

Dear Ms. Powell:

Thank you for choosing Tierra, Inc. (Tierra) as your Geotechnical consultant. Per your authorization, we have completed the Geotechnical exploration for the subject project. The results of the exploration are discussed in this report.

Should you have any questions regarding the enclosed report or the project in general, please do not hesitate to contact us at (850) 462-8774.

Sincerely, TIERRA, INC.

Matthew McCoy, EI Mitchell L. Smith, PE Engineer Intern Principal Geotechnical Engineer Florida License No. 43416

TABLE OF CONTENTS

1.0 PROJECT INFORMATION

1.1 Project Authorization

1.2 Project Description

1.3 Purpose and Scope of Services

2.0 SITE AND SUBSURFACE CONDITIONS

2.1 Site Location and Description

2.2 Subsurface Conditions

2.3 Groundwater Conditions

2.4 Laboratory Soil Testing

3.0 FOUNDATION DESIGN RECOMMENDATIONS

3.1 General Comments

3.2 Downdrag (Negative Skin Friction)

3.3 Net Scour Resistance

3.4 Axial Pile Compression Capacity

3.5 Pile Group Action

3.6 Pile Foundation Settlement

3.7 Lateral Pile Resistance

4.0 CONSTRUCTION CONSIDERATIONS

4.1 General Comments

4.2 Temporary Side Slopes

4.3 Groundwater Control

4.4 Pile Driving Conditions

4.5 Dynamic Load Testing

5.0 REPORT LIMITATIONS

TABLE OF CONTENTS (CONT)

APPENDIX A

Project Location Map

Report of Core Boring Sheets

Table 1 – Summary of Laboratory Test Results

Table 2 – Summary of Corrosion Series Test Results

Table 3 – Grainsize Data for Scour Analysis

Gradation Curves

APPENDIX B

Axial Pile Capacity Curves

Sample FB-DEEP Output Files

Geotechnical Design Parameters for FB-MultiPier Input

Geotechnical Pile Data Table

Consor Engineers, LLC October 17, 2024 (Updated November 21, 2024)

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 1 of 10

1.0 PROJECT INFORMATION

1.1 Project Authorization

Authorization to proceed on this project was issued by Mr. Jeffrey Novotny, PE with Consor

Engineers, LLC, via subconsultant agreement for FDACS Project Number SOQ FFS 23 24 68. A formal contract has been executed between Tierra, Inc. (Tierra) and Consor Engineers, LLC

(Consor) for these services.

1.2 Project Description

We understand that three bridges in the Blackwater River State Forest, existing Bridge Nos. 580804 and 580813 in Santa Rosa County and Bridge No. 574038 in Okaloosa County, are scheduled for replacement. The focus of this report is on the High Bridge Road over Panther Creek #3 bridge in

Okaloosa County which has a new bridge number, Bridge No. 570824. The Norman Riley bridges over Lighter Knot Creek and Middle Creek are addressed in separate reports. The Project Location

Map can be found in Appendix A.

Based on the information provided, the new bridge over Panther Creek #3 will replace the existing timber bridge on the same alignment. The new bridge will begin at Sta 101+75.66 and will end at

Sta 102+64 (approximately 89 feet long). Note that in this report, stations and offsets are referenced to the Centerline of Construction of High Bridge Road.

The bridge will be a three-span concrete structure with sloped embankment at the end bents. The current Typical Section Package shows two (2) 10-foot wide travel lanes with approximately 2-foot shoulders in each direction. The roadway profile at the approaches will be approximately the same as existing roadway profile grades.

Based on the finding of this study and on discussions with the design team, the bridge will be founded on 18-inch square prestressed concrete piles in a bent configuration. The end bents and intermediate bents will have 3 piles each with Factored Design Loads (FDL) of 105 tons to 145 tons, respectively. Pile cut-off elevations will be approximately +124 feet to +125 feet NAVD 88. Note that unless otherwise stated, elevations in this report are referenced to NAVD 88. Pile information is summarized on the Geotechnical Pile Data Table (Appendix B).

If any of the project information noted above is incorrect or has changed, please inform Tierra so that we may amend the recommendations presented in this report, if necessary.

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 2 of 10

1.3 Purpose and Scope of Services

The purpose of this study was to evaluate the subsurface conditions present at the proposed bridge site and to provide foundation design recommendations for the proposed structure. The study consisted of:

1. Drilling two 110 foot deep Standard Penetration Test (SPT) borings at the bridge location.

2. Performing laboratory soil testing including water content tests, wash #200 sieve tests, Atterberg Limits tests, and corrosion series tests.

3. Analyzing the conditions encountered and providing Geotechnical design information for the proposed 18-inch square prestressed concrete piles selected for the bridge foundation.

4. Preparation of this Geotechnical engineering report.

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 3 of 10

2.0 SITE AND SUBSURFACE CONDITIONS

2.1 Site Location and Description

The High Road Bridge over Panther Creek #3 bridge is located on High Road Bridge approximately

½ mile east of Sherman Kennedy Road North in the Blackwater River State Forest, Okaloosa

County, Florida. The Project Location Map can be found in Appendix A.

High Bridge Road is an unpaved road, and the bridge is a single lane timber structure founded on timber piles. Based on the topographic information provided by our client, the existing bridge deck is near EL +128 feet and the creek bottom is near EL +112 feet.

2.2 Subsurface Conditions

To evaluate the subsurface conditions, two (2) 110-foot deep SPT borings were performed on either side of the existing bridge. The borings were performed using mud rotary drilling techniques. Soil sampling was performed in general accordance with ASTM D1586 “Penetration Test and Split-Barrel

Sampling of Soils”. The bridge borings were sampled and SPT resistances (Nf) were obtained on 2-foot intervals from the ground surface to a depth of 10 feet and on 5-foot intervals thereafter to the boring termination depth. Representative soil samples were sealed in glass jars, labeled, and transported to our laboratory for classification and analysis. Upon completion of the borings, the boreholes were sealed with grout.

The Boring Location Plan and the Report of Core Boring sheets for the borings drilled for the study can be found in Appendix A. Soil stratification was determined based on a review of the recovered samples and interpretation of field boring logs. Stratification lines represent approximate boundaries between soil layers of differing engineering properties; however actual transitions between layers may be gradual. In some cases, small variations in properties that were not considered pertinent to our engineering evaluation may have been abbreviated or omitted for clarity. The soil profiles represent the conditions at the particular boring location and variations do occur among the borings.

Specific details about subsurface conditions and materials encountered at each test location can be obtained from the soil profiles presented on the Report of Core Boring sheets (Appendix A). The subsurface conditions encountered in the borings will be discussed in general terms below.

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 4 of 10

The two bridge borings (BB-5 and BB-6) encountered relatively similar subsurface conditions. While the Report of Core Boring sheets (Appendix A) should be reviewed for specific subsurface conditions at each boring location, the following idealized soil profile summarizes the conditions encountered:

Elevation (ft. NAVD 88) Soil Description

+128 to +105 Loose to medium dense SAND w/ silt/clay (SP-SM, SM, SC)

+105 to +93 Loose SAND w/ silt/clay and soft CLAY (SM, SC, CL)

+93 to +60 Medium dense to very dense silty SAND (SM) and Stiff CLAY (CL)

+60 to +30 Medium dense to very dense slightly silty SAND (SP-SM)

+30 to +15 Firm to very stiff CLAY (CH)

2.3 Groundwater Conditions

Groundwater was encountered near EL +108 feet at the time of drilling. Groundwater levels will fluctuate with rainfall and could vary several feet during typical seasonal fluctuations. Larger fluctuations are possible under severe weather conditions.

2.4 Laboratory Soil Testing

Laboratory testing consisted of water content tests, grainsize tests, Atterberg Limits tests, and corrosion series tests. The results of the water content tests, grainsize tests, and Atterberg Limits tests can be found on the Report of Core Boring sheets opposite the samples tested and in Table 1

(Appendix A). Results of the corrosion series tests are summarized in Table 2 (Appendix A). The gradation curves are attached in Appendix A. Table 3 (Appendix A) presents grainsize data for the scour analysis. Scour considerations are discussed in Section 3.3 of this report.

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 5 of 10

3.0 FOUNDATION DESIGN RECOMMENDATIONS

3.1 General Comments

The borings encountered subsurface conditions suitable for founding the bridge on 18-inch square prestressed concrete piles as desired. The following sections present the results of our engineering analysis.

3.2 Downdrag (Negative Skin Friction)

Based on the subsurface conditions encountered and the minimal/if any embankment fill proposed, downdrag will not be a design consideration for this project.

3.3 Net Scour Resistance

The 100-yr. scour elevations at the bent locations range from approximately EL +104 feet to +113 feet. Based on our analysis, Total Scour Resistances range from 9 tons to 28 tons. Given the minimal impact this has on the theoretical pile lengths, no preforming has been specified to reduce the scour resistances, and the Total Scour Resistances have been included in the Nominal Bearing

Resistance calculation.

3.4 Axial Pile Compression Capacity

Axial compression capacities for the selected 18-inch square prestressed concrete piles (PCPs) were analyzed based on the subsurface conditions encountered in the SPT borings. The Load

Resistance Factor Design (LRFD) method was used in the analysis. Davisson axial capacities were computed for the PCPs using the computer program FB-DEEP.

The Davisson axial capacity equals the ultimate skin friction plus the mobilized end bearing capacity

(defined as one-third of the ultimate end bearing). The Davisson capacity is typically considered to be equivalent to the LRFD Nominal Bearing Resistance (Rn) and must satisfy the following equation:

𝑅𝑛 ≥ (𝐹𝑎𝑐𝑡𝑜𝑟𝑒𝑑 𝐷𝑒𝑠𝑖𝑔𝑛 𝐿𝑜𝑎𝑑) + (𝐷𝑜𝑤𝑛𝑑𝑟𝑎𝑔) + (𝑁𝑒𝑡 𝑆𝑐𝑜𝑢𝑟 𝑅𝑒𝑠𝑖𝑠𝑡𝑎𝑛𝑐𝑒)

𝑅𝑒𝑠𝑖𝑠𝑡𝑎𝑛𝑐𝑒 𝐹𝑎𝑐𝑡𝑜𝑟, ∅

Factored design loads (per pile) are reportedly 105 tons at the end bents and 145 tons at the intermediate bents. As noted in Sections 3.2 and 3.3 above, downdrag is not a design consideration and scour resistance ranges from 9 tons to 28 tons. The Resistance Factor (∅) depends on the load

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 6 of 10 test program specified by the designer. We understand that dynamic load testing, specifically Pile

Dynamic Analysis (PDA), will be specified on 100% of the piles, and therefore a Resistance Factor

() of 0.75 for compression has been applied.

The results of the axial capacity analyses are presented as Axial Pile Capacity Curves in Appendix

B. Also included in Appendix B are sample computer FB-DEEP Output Files and Pile Data Table.

The table below summarizes theoretical production pile tip elevations based on the design Nominal

Bearing Resistances (NBR), the subsurface conditions encountered in the borings, and the FB-Deep analysis.

Bridge Structure

Bent/Pier Reference Borings

Nominal Bearing Resistance

(tons)

Theoretical Pile Tip Elevation

(ft. NAVD88)

Bridge No.

570824

End Bent 1 BB-5 178 +88 (1)

Intermediate Bent 2 BB-6 206 +61

Intermediate Bent 3 BB-6 206 +61

End Bent 4 BB-6 162 +73

(1) Minimum tip elevation for lateral stability is EL 88.3 feet.

Based on the theoretical pile tip elevations noted above, minimum pile tip elevations for lateral stability, and pile cut-off elevations provided by the design team, recommended test piles lengths have been provided on the Pile Data Table (Appendix B). The test pile lengths are based on the subsurface profile(s) at each boring location, the variability of the subsurface conditions across the site as indicated by the borings, and the capacity curves developed from the FB Deep program

(including the shape(s) of the curves, particularly where indications of reduced capacity are apparent at/near the required NBR).

3.5 Pile Group Action

Provided the center-to-center pile spacing meets/exceeds 3 times the pile width, no reduction in individual pile capacity will be required in the proposed pile groups. Pile caps may contribute to the overall bearing capacity of the group, provided that the bottom of the cap is directly in contact with the soils underneath the cap. However, it is not recommended to include this additional capacity because of the potential for loss of soil beneath the cap.

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 7 of 10

3.6 Pile Foundation Settlement

Settlements of driven pile foundations are typically small and should not be a concern on this project as the piles are expected to be tipped in high strength soils.

3.7 Lateral Pile Resistance

FB-MultiPier soil parameters for lateral analysis of the 18-inch square PCPs are presented in

Appendix B.

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 8 of 10

4.0 CONSTRUCTION CONSIDERATIONS

4.1 General Comments

The overall site preparation and construction should be in accordance with FDOT Standard

Specifications and Standard Index requirements.

4.2 Temporary Side Slopes

Side slopes should be cut on slopes of 2H:1V or flatter. If conditions exist that restrict the slopes to be laid back as recommended, the excavations should be shored in accordance with OSHA requirements. Furthermore, open-cut excavations exceeding 10 feet in depths should be properly dewatered and sloped 2H:1V or flatter or be benched using a bracing plan approved by a State of

Florida licensed professional engineer. During foundation construction, excavated material should not be stockpiled at the top of the slope or within a horizontal distance equal to the depth of the excavation.

4.3 Groundwater Control

Depending on the groundwater levels at the time of construction, some form of dewatering may be required at the site to achieve soil compaction requirements (e.g. abutment walls). The borings were drilled during a normal rainfall period and shallower groundwater should be anticipated during above normal rainfall periods. For this reason, groundwater levels should be determined immediately prior to construction and should be maintained a minimum depth of 2 feet below the lowest working level to facilitate proper material placement and compaction.

4.4 Pile Driving Conditions

No significant conditions were encountered in the borings which would be expected to negatively impact pile driving operations. The medium dense to very dense silty sands encountered from approximately EL +93 feet to EL +83 feet have a low to moderate potential for rebound based on studies performed by the FDOT across northwest Florida. If encountered, our office should be notified so that an evaluation can be made and recommendations rendered.

During pile installation, the contractor should exercise caution so as to not overstress the piles. Piles should not be driven beyond practical refusal (as defined in Section 455 of the FDOT Standard

Specifications) to meet the bearing requirements.

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 9 of 10

4.5 Dynamic Load Testing

We recommend that a minimum of one pile per bent be dynamically monitored during pile driving operations using the Pile Driving Analyzer (PDA). Doing so will help ensure that allowable stress levels are not exceeded during pile installation, will provide documentation regarding pile penetration versus pile capacity, and will provide information for developing driving criteria recommendations.

CAPWAP analysis should be performed on select conditions for evaluation of the PDA results. The installation of the piles should be in accordance with Section 455 of the FDOT Standard

Specifications.

Blackwater River State Forest – High Bridge Road Bridge No. 570824 Page 10 of 10

5.0 REPORT LIMITATIONS

The recommendations submitted as based on the available soil information obtained by Tierra, Inc.

and design details furnished by Consor Engineers, LLC for the subject project. If there are any revisions to the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, Tierra should be notified immediately to determine if changes in foundation, or other, recommendations are required. If Tierra is not retained to perform these functions, we cannot be responsible for the impact of such conditions on the performance of the project.

The findings, recommendations, specifications, and professional advice contained herein have been made in accordance with generally accepted professional Geotechnical engineering practices in the local area.

After the plans and specifications are more complete, the Geotechnical engineer should be provided the opportunity to review the final design plans and specifications to assure our engineering recommendations have been properly incorporated into the design documents. At that time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use of Consor Engineers, LLC for the specific application to the subject project.

APPENDIX A

Project Location Map

Report of Core Boring Sheets

Table 1 – Summary of Laboratory Test Results

Table 2 – Summary of Corrosion Series Test Results

Table 3 – Grainsize Data for Scour Analysis

Gradation Curves

100 101 102 103

BB-5

BB-6

BEGIN BRIDGE

END BENT 1

STA 101+75.66

INT. BENT 2

STA 102+05.16

INT. BENT 3

STA 102+34.66

END BRIDGE

END BENT 4

STA 102+64.16

¡ CONST. HIGH BRIDGE ROAD

N

HA

HA

50/4

50/4

50/5

50/3

50/3

50/6

50/6

BOR # BB-5

ELEV. 128.2

DATE 7/16/2024

DRILLER J. BOOTH

HAMMER AUTOMATIC

RIG D-25

ELEVATION 28.2 FT (NAVD 88)

BORING TERMINATED AT

E L

E V

A T

I O

N I

N F

E E

T

N A

V D

BROWN, GRAY, RED SILTY SAND (SM)

BROWN, GRAY, RED SILTY SAND (SM)

BROWN, GRAY, RED SILTY SAND (SM)

BROWN, GRAY, YELLOW SLIGHTLY SILTY SAND (SP-SM)

BROWN, GRAY, YELLOW SLIGHTLY SILTY SAND (SP-SM)

GRAY, RED CLAY (CL)

BROWN, GRAY, RED CLAYEY SAND (SC)

GRAY, RED CLAY (CL)

GRAY, RED CLAY (CL)

BROWN, GRAY, WHITE, YELLOW SAND (SP)

BROWN, GRAY, WHITE, YELLOW SAND (SP)

E L

E V

A T

I O

N I

N F

E E

T

N A

V D

LONGITUDE: W 86.68696

LATITUDE: N 30.91100

NMC=16

-200=22

NMC=22

-200=49

NMC=17

-200=4

NMC=15

-200=67

NMC=22

-200=5

NMC=29

-200=9

NMC=23

-200=5

NMC=21

-200=5

PI=15

LL=29

NMC=18

PI=19

LL=37

NMC=27

STA.

REF.

OFF.

101+55

¡ CONST HIGH BRIDGE RD

7' LT.

12 to 24

6 to 12

24 to 40

8 to 24

(BLOWS/FT.)

(BLOWS/FT.)

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6

1 to 3

3 to 8

8 to 15

30 to 50

10 to 30

4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8

2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER AUTOMATIC HAMMER

APPROXIMATE SPT BORING LOCATION

CASING

LEGEND

FIELD EXPLORATIONS

GROUNDWATER LEVEL ENCOUNTERED DURING

SPT N-VALUE

SPT N-VALUE SPT N-VALUE

15 to 30

ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

MEDIUM DENSE

NAVD 88

PI

LL

NMC

-200

HA

50/4

N

SP

NORTH AMERICAN VERTICAL DATUM OF 1988

PLASTICITY INDEX (%)

LIQUID LIMIT (%)

NATURAL MOISTURE CONTENT (%)

PERCENT PASSING #200 SIEVE

HAND AUGERED TO VERIFY UTILITY CLEARANCE

NUMBER OF BLOWS FOR 4 INCHES OF PENETRATION

(UNLESS OTHERWISE NOTED).

SPT VALUE FOR 12 INCHES OF PENETRATION

NUMBERS TO THE LEFT OF BORINGS INDICATE

FOR CONFIRMATION OF VISUAL REVIEW.

AND LABORATORY TESTING ON SELECTED SAMPLES

GROUP SYMBOL AS DETERMINED BY VISUAL REVIEW

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

BROWN, GRAY, WHITE, YELLOW SAND (SP)

BROWN, GRAY, YELLOW SLIGHTLY SILTY SAND (SP-SM)

BROWN, GRAY, RED SILTY SAND (SM)

BROWN, GRAY, RED CLAYEY SAND (SC)

GRAY, RED CLAY (CL)

GRAY, RED CLAY (CH)

ENVIRONMENTAL CLASSIFICATION:

SUBSTRUCTURE

SUBSTRUCTURE

SUPERSTRUCTURE

CONCRETE: MODERATELY AGGRESSIVE (5.0 ≤ pH ≤ 6.0) STEEL: EXTREMELY AGGRESSIVE (pH < 6.0)

SLIGHTLY AGGRESSIVE

BORING LOCATION PLAN

T H

E O

F F

IC

IA

L R

E C

O R

D O

F T

H

IS

S H

E E

T I

S T

H E

E L

E C

T R

O N

IC

F

IL

E

D

IG

IT

A

L L

Y S

IG

N

E D

A N

D S

E A

L E

D U

N D

E R

R U

L E

G

-2

.0

F

.A .C

BRIDGE03_01 [SHEET] : c:\pw_work\american-pw-01\brittany.garcia\d0924805\B3Boring01.dgn

10:32:40 AM10/17/2024bgarcia

Feet

100200

N

OKALOOSA

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

ROAD NO. COUNTY FINANCIAL PROJECT ID

REVISIONS

DATE BY DESCRIPTION DATE BY DESCRIPTION

N/A

N/A

DEPARTMENT OF TRANSPORTATION

STATE OF FLORIDA09-24 BMG

09-24 MM

09-24 BMG

09-24 MLS

32502 FLORIDA, PENSACOLA

175 SOUTH A STREET

TIERRA, INC.

43416License Number:

MITCHELL L. SMITH, P.E.

BRIDGE NO. 570824

REPORT OF CORE BORINGS (1 OF 2)

HIGH BRIDGE ROAD OVER PANTHER CREEK #3

100 101 102 103

BB-5

BB-6

BEGIN BRIDGE

END BENT 1

STA 101+75.66

INT. BENT 2

STA 102+05.16

INT. BENT 3

STA 102+34.66

END BRIDGE

END BENT 4

STA 102+64.16

¡ CONST. HIGH BRIDGE ROAD

N

HA

HA

50/3

50/4

50/4

50/5

50/5

ELEV. 126.6

DATE 7/15/2024

DRILLER J. BOOTH

HAMMER AUTOMATIC

RIG D-25

ELEVATION 16.6 FT (NAVD 88)

BORING TERMINATED AT

E L

E V

A T

I O

N I

N F

E E

T

N A

V D

GRAY, RED CLAY (CH)

BROWN, GRAY, YELLOW SLIGHTLY SILTY SAND (SP-SM)

BROWN, GRAY, YELLOW SLIGHTLY SILTY SAND (SP-SM)

BROWN, GRAY, YELLOW SLIGHTLY SILTY SAND (SP-SM)

BROWN, GRAY, RED SILTY SAND (SM)

BROWN, GRAY, RED SILTY SAND (SM)

BROWN, GRAY, RED SILTY SAND (SM)

BROWN, GRAY, RED CLAYEY SAND (SC)

BROWN, GRAY, RED CLAYEY SAND (SC)

BROWN, GRAY, RED CLAYEY SAND (SC)

BROWN, GRAY, WHITE, YELLOW SAND (SP)

GRAY, RED CLAY (CL)

E L

E V

A T

I O

N I

N F

E E

T

N A

V D

LONGITUDE: W 86.68661

LATITUDE: N 30.91093

PI=61

LL=93

NMC=51

PI=57

LL=85

NMC=46

PI=21

LL=37

NMC=20

NMC=11

-200=9

NMC=12

-200=37

NMC=24

-200=3

NMC=25

-200=36

NMC=23

-200=15

NMC=26

-200=6

NMC=28

-200=6

NMC=25

-200=5

NMC=23

-200=6

BOR # BB-6

STA.

REF.

OFF.

102+70

¡ CONST HIGH BRIDGE RD

5' LT.

12 to 24

6 to 12

24 to 40

8 to 24

(BLOWS/FT.)

(BLOWS/FT.)

GREATER THAN 24

LESS THAN 3

GREATER THAN 40

LESS THAN 1

3 to 6

1 to 3

3 to 8

8 to 15

30 to 50

10 to 30

4 to 10

(BLOWS/FT.)

SPT N-VALUE

(BLOWS/FT.)

GREATER THAN 30

LESS THAN 4

GREATER THAN 50

LESS THAN 2

VERY LOOSE

HARD

VERY STIFF

STIFF

SILTS AND CLAYS

CONSISTENCY

FIRM

SOFT

VERY SOFT

LOOSE

DENSE

VERY DENSE

4 to 8

2 to 4

RELATIVE DENSITY

GRANULAR MATERIALS-

SAFETY HAMMER AUTOMATIC HAMMER

APPROXIMATE SPT BORING LOCATION

CASING

LEGEND

FIELD EXPLORATIONS

GROUNDWATER LEVEL ENCOUNTERED DURING

SPT N-VALUE

SPT N-VALUE SPT N-VALUE

15 to 30

ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

MEDIUM DENSE

NAVD 88

PI

LL

NMC

-200

HA

50/4

N

SP

NORTH AMERICAN VERTICAL DATUM OF 1988

PLASTICITY INDEX (%)

LIQUID LIMIT (%)

NATURAL MOISTURE CONTENT (%)

PERCENT PASSING #200 SIEVE

HAND AUGERED TO VERIFY UTILITY CLEARANCE

NUMBER OF BLOWS FOR 4 INCHES OF PENETRATION

(UNLESS OTHERWISE NOTED).

SPT VALUE FOR 12 INCHES OF PENETRATION

NUMBERS TO THE LEFT OF BORINGS INDICATE

FOR CONFIRMATION OF VISUAL REVIEW.

AND LABORATORY TESTING ON SELECTED SAMPLES

GROUP SYMBOL AS DETERMINED BY VISUAL REVIEW

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

BROWN, GRAY, WHITE, YELLOW SAND (SP)

BROWN, GRAY, YELLOW SLIGHTLY SILTY SAND (SP-SM)

BROWN, GRAY, RED SILTY SAND (SM)

BROWN, GRAY, RED CLAYEY SAND (SC)

GRAY, RED CLAY (CL)

GRAY, RED CLAY (CH)

ENVIRONMENTAL CLASSIFICATION:

SUBSTRUCTURE

SUBSTRUCTURE

SUPERSTRUCTURE

CONCRETE: MODERATELY AGGRESSIVE (5.0 ≤ pH ≤ 6.0) STEEL: EXTREMELY AGGRESSIVE (pH < 6.0)

SLIGHTLY AGGRESSIVE

BORING LOCATION PLAN

T H

E O

F F

IC

IA

L R

E C

O R

D O

F T

H

IS

S H

E E

T I

S T

H E

E L

E C

T R

O N

IC

F

IL

E

D

IG

IT

A

L L

Y S

IG

N

E D

A N

D S

E A

L E

D U

N D

E R

R U

L E

G

-2

.0

F

.A .C

BRIDGE03_02 [SHEET] : c:\pw_work\american-pw-01\brittany.garcia\d0924805\B3Boring01.dgn

10:32:42 AM10/17/2024bgarcia

Feet

100200

N

OKALOOSA

REF. DWG. NO.

SHEET NO.

SHEET TITLE:

PROJECT NAME:

DRAWN BY:

CHECKED BY:

DESIGNED BY:

CHECKED BY:

ROAD NO. COUNTY FINANCIAL PROJECT ID

REVISIONS

DATE BY DESCRIPTION DATE BY DESCRIPTION

N/A

N/A

DEPARTMENT OF TRANSPORTATION

STATE OF FLORIDA09-24 BMG

09-24 MM

09-24 BMG

09-24 MLS

32502 FLORIDA, PENSACOLA

175 SOUTH A STREET

TIERRA, INC.

43416License Number:

MITCHELL L. SMITH, P.E.

BRIDGE NO. 570824

REPORT OF CORE BORINGS (2 OF 2)

5 BB-5 2 - 4 --- 18 --- --- --- --- --- 29 15 CL

3 BB-5 8 - 10 --- 16 100 99 87 53 22 --- --- SM

4 BB-5 13.5 - 15 --- 22 100 100 99 98 49 --- --- SC

1 BB-5 18.5 - 20 --- 17 81 27 10 6 4 --- --- SP

5 BB-5 38.5 - 40 --- 15 --- --- --- --- 67 --- --- CL

1 BB-5 43.5 - 45 --- 22 --- --- --- --- 5 --- --- SP

2 BB-5 58.5 - 60 --- 29 --- --- --- --- 9 --- --- SP-SM

5 BB-5 63.5 - 65 --- 27 --- --- --- --- --- 37 19 CL

2 BB-5 73.5 - 75 --- 23 --- --- --- --- 5 --- --- SP-SM

2 BB-5 88.5 - 90 --- 21 --- --- --- --- 5 --- --- SP-SM

2 BB-6 2 - 4 --- 11 98 79 46 20 9 --- --- SP-SM

4 BB-6 6 - 8 --- 12 100 100 97 76 37 --- --- SC

1 BB-6 18.5 - 20 --- 24 100 71 23 7 3 --- --- SP

4 BB-6 23.5 - 25 --- 25 100 99 95 56 36 --- --- SC

5 BB-6 28.5 - 30 --- 20 --- --- --- --- --- 37 21 CL

3 BB-6 33.5 - 35 --- 23 --- --- --- --- 15 --- --- SM

2 BB-6 43.5 - 45 --- 26 --- --- --- --- 6 --- --- SP-SM

2 BB-6 58.5 - 60 --- 28 --- --- --- --- 6 --- --- SP-SM

2 BB-6 73.5 - 75 --- 25 --- --- --- --- 5 --- --- SP-SM

2 BB-6 83.5 - 85 --- 23 --- --- --- --- 6 --- --- SP-SM

6 BB-6 93.5 - 95 --- 46 --- --- --- --- --- 85 57 CH

6 BB-6 103.5 - 105 --- 51 --- --- --- --- --- 93 61 CH

TABLE 1

SUMMARY OF LABORATORY TEST RESULTS

HIGH BRIDGE ROAD OVER PANTHER CREEK #3

OKALOOSA COUNTY, FLORIDA

BORING

MOISTURE

CONTENT

SAMPLE

DEPTH

(ft)

ORGANIC

CONTENT

SIEVE ANALYSES (% PASSING)

#10 #40 #60 #100 #200

TIERRA PROJECT NO. 4511-24-016

LL

USCS

ATTERBERG

LIMITS (%)

PI

STRATUM

BB-5 4 - 8 6.3 120,000 30 0 Moderately Aggressive Slightly Aggressive

BB-6 8 - 15 5.9 7,000 30 0 Extremely Aggressive Moderately Aggressive

PANTHER CREEK WATER --- - --- 8.7 45,000 30 0 Slightly Aggressive Slightly Aggressive

Notes: Notes: (1) Any test result shown as "0" is below the detection limit of the test (<15 ppm)

(2) Any test result shown as "0" is below the detection limit of the test (<3 ppm)

(3) As per FDOT Structures Manual, Table 1.3.2-1, Updated January, 2024.

570824 pH

(FM 5-550)

CONCRETESTEEL

CHLORIDES

(ppm)

(FM 5-552)

(1)

RESISTIVITY

(ohm-cm)

(FM 5-551)

ENVIRONMENTAL CLASSIFICATION

(3)

SULFATES

(ppm)

(FM 5-553)

(2)

BORING

TIERRA PROJECT NO. 4511-24-016

Bridge No.

SAMPLE

ELEVATION,

( ft NAVD 88)

TABLE 2

SUMMARY OF CORROSION SERIES TEST RESULTS

OKALOOSA COUNTY, FLORIDA

BB-6 125 - 123 Brown, Gray, Yellow Slightly Silty Sand (Stratum 2) 0.08 0.18 0.26 0.30 3.9 1.4 SP-SM

BB-6 121 - 119 Brown, Gray, Red Clayey Sand (Stratum 4) ND ND 0.09 0.12 ND ND SC

BB-5 120 - 118 Brown, Gray, Red Silty Sand (Stratum 3) ND 0.09 0.14 0.17 ND ND SM

BB-5 115 - 113 Brown, Gray, Red Clayey Sand (Stratum 4) ND ND 0.08 0.09 ND ND SC

BB-5 110 - 108 Brown, Gray, White, Yellow Sand (Stratum 1) 0.25 0.45 0.79 1.00 4.0 0.8 SP

BB-6 109 - 107 Brown, Gray, White, Yellow Sand (Stratum 1) 0.17 0.26 0.31 0.35 2.1 1.1 SP

BB-6 104 - 102 Brown, Gray, Red Clayey Sand (Stratum 4) ND ND 0.13 0.16 ND ND SC

Notes: (1) D10 = Effective Grainsize, mm

(2) D50 = Median Particle Diameter, mm

(3) CU = Coefficient of Uniformity

(4) CC = Coefficient of Curvature

(5) ND = Non-Determinant

D10 D50D30

SAMPLE DESCRIPTION

570824

TABLE 3

GRAINSIZE DATA FOR SCOUR ANALYSIS

OKALOOSA COUNTY, FLORIDA

BORING

HIGH BRIDGE ROAD OVER PANTHER CREEK #3

TIERRA PROJECT NO. 4511-24-016

MATERIAL

CLASSIFICATION

(USCS)

BRIDGE NO.

CUD60 CC

GRAINSIZE PARAMETER

SAMPLE

ELEVATION

(ft NAVD88)

Project No: 4511-24-016 Date: 7/27/2024

Project: Blackwater River State Forest - High Bridge Rd Bridge 570824

Sample Location: BB-5: +120' to +118' NAVD 88

Soil Description: Brown, Gray, Red Silty Sand (Stratum 3)

Soil Classification: LL --- PI ---

NMC % 16.5

% Gravel % Sand % Silt/Clay

0 78 22

D60 D50 D30 D10 CC CU

0.17 0.14 0.09 ND ND ND

Copies:

Notes: ND - Non-Determinant Respectfully Submitted, TIERRA INC.

This report shall not be reproduced, except in full, without the written permission of the laboratory

TIERRA

175 South A Street Pensacola, Florida 32502

Phone: (850) 462-8774 ● Fax: (850) 462-8784

FDOT Lab No. I03066

GRAIN SIZE DISTRIBUTION TEST REPORT

SM

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.010.1110

P E

R C

E N

T F

IN

E

R

GRAIN SIZE, mm

GRAIN SIZE DISTRIBUTION

Sieve 3/8 4 10 40 60 100 200

SandGravel Silt / Clay

Sample Location: BB-5: +115' to +113' NAVD 88

Soil Description: Brown, Gray, Red Clayey Sand (Stratum 4)

Soil Classification: LL --- PI ---

NMC % 22.3

% Gravel % Sand % Silt/Clay

0 51 49

D60 D50 D30 D10 CC CU

0.09 0.08 ND ND ND ND

Copies:

Notes: ND - Non-Determinant Respectfully Submitted, TIERRA INC.

175 South A Street Pensacola, Florida 32502

TIERRA

Phone: (850) 462-8774 ● Fax: (850) 462-8784

FDOT Lab No. I03066

GRAIN SIZE DISTRIBUTION TEST REPORT

SC

This report shall not be reproduced, except in full, without the written permission of the laboratory

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.010.1110

P E

R C

E N

T F

IN

E

R

GRAIN SIZE, mm

GRAIN SIZE DISTRIBUTION

Sieve 3/8 4 10 40 60 100 200

Sample Location: BB-5: +110' to +108' NAVD 88

Soil Description: Brown, Gray, White, Yellow Sand (Stratum 1)

Soil Classification: LL --- PI ---

NMC % 17.1

% Gravel % Sand % Silt/Clay

11 85 4

D60 D50 D30 D10 CC CU

1.00 0.79 0.45 0.25 0.8 4.0 Copies:

Respectfully Submitted, TIERRA INC.

175 South A Street Pensacola, Florida 32502

TIERRA

Phone: (850) 462-8774 ● Fax: (850) 462-8784

FDOT Lab No. I03066

GRAIN SIZE DISTRIBUTION TEST REPORT

SP

This report shall not be reproduced, except in full, without the written permission of the laboratory

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.010.1110

P E

R C

E N

T F

IN

E

R

GRAIN SIZE, mm

GRAIN SIZE DISTRIBUTION

Sieve 3/8 4 10 40 60 100 200

Sample Location: BB-6: +125' to +123' NAVD 88

Soil Description: Brown, Gray, Yellow Slightly Silty Sand (Stratum 2)

Soil Classification: LL --- PI ---

NMC % 10.6

% Gravel % Sand % Silt/Clay

1 89 9

D60 D50 D30 D10 CC CU

0.30 0.26 0.18 0.08 1.4 3.9 Copies:

Respectfully Submitted, TIERRA INC.

175 South A Street Pensacola, Florida 32502

TIERRA

Phone: (850) 462-8774 ● Fax: (850) 462-8784

FDOT Lab No. I03066

GRAIN SIZE DISTRIBUTION TEST REPORT

SP-SM

This report shall not be reproduced, except in full, without the written permission of the laboratory

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.010.1110

P E

R C

E N

T F

IN

E

R

GRAIN SIZE, mm

GRAIN SIZE DISTRIBUTION

Sieve 3/8 4 10 40 60 100 200

Sample Location: BB-6: +121' to +119' NAVD 88

Soil Description: Brown, Gray, Red Clayey Sand (Stratum 4)

Soil Classification: LL --- PI ---

NMC % 11.7

% Gravel % Sand % Silt/Clay

0 63 37

D60 D50 D30 D10 CC CU

0.12 0.09 ND ND ND ND

Copies:

Notes: ND - Non-Determinant Respectfully Submitted, TIERRA INC.

175 South A Street Pensacola, Florida 32502

TIERRA

Phone: (850) 462-8774 ● Fax: (850) 462-8784

FDOT Lab No. I03066

GRAIN SIZE DISTRIBUTION TEST REPORT

SC

This report shall not be reproduced, except in full, without the written permission of the laboratory

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.010.1110

P E

R C

E N

T F

IN

E

R

GRAIN SIZE, mm

GRAIN SIZE DISTRIBUTION

Sieve 3/8 4 10 40 60 100 200

Sample Location: BB-6: +109' to +107' NAVD 88

Soil Description: Brown, Gray, White, Yellow Sand (Stratum 1)

Soil Classification: LL --- PI ---

NMC % 23.8

% Gravel % Sand % Silt/Clay

0 97 3

D60 D50 D30 D10 CC CU

0.35 0.31 0.26 0.17 1.1 2.1 Copies:

Respectfully Submitted, TIERRA INC.

175 South A Street Pensacola, Florida 32502

TIERRA

Phone: (850) 462-8774 ● Fax: (850) 462-8784

FDOT Lab No. I03066

GRAIN SIZE DISTRIBUTION TEST REPORT

SP

This report shall not be reproduced, except in full, without the written permission of the laboratory

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.010.1110

P E

R C

E N

T F

IN

E

R

GRAIN SIZE, mm

GRAIN SIZE DISTRIBUTION

Sieve 3/8 4 10 40 60 100 200

Sample Location: BB-6: +104' to +102' NAVD 88

Soil Description: Brown, Gray, Red Clayey Sand (Stratum 4)

Soil Classification: LL --- PI ---

NMC % 24.6

% Gravel % Sand % Silt/Clay

0 64 36

D60 D50 D30 D10 CC CU

0.16 0.13 ND ND ND ND

Copies:

Notes: ND - Non-Determinant Respectfully Submitted, TIERRA INC.

175 South A Street Pensacola, Florida 32502

TIERRA

Phone: (850) 462-8774 ● Fax: (850) 462-8784

FDOT Lab No. I03066

GRAIN SIZE DISTRIBUTION TEST REPORT

SC

This report shall not be reproduced, except in full, without the written permission of the laboratory

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.010.1110

P E

R C

E N

T F

IN

E

R

GRAIN SIZE, mm

GRAIN SIZE DISTRIBUTION

Sieve 3/8 4 10 40 60 100 200

APPENDIX B

Axial Pile Capacity Curves

Sample FB-DEEP Output Files

Geotechnical Design Parameters for FB-MultiPier Input

Pile Data Table

DRAWN BY: SCALE: PROJECT NO.

MRM Noted 4511-24-016

CHECKED BY: DATE:

MLS 9/2024

Blackwater River State Forest Bridge Replacements

High Bridge Road over Panther Creek #3

End Bent 1 (Boring BB-5)

Bridge No. 570824

FDACS 01201ROAD22

Okaloosa County, FL

0 100 200 300 400 500 600

P il e T ip E le v a ti o n fe e t, N A

V D

Nominal Bearing Resistance (tons)

18-Inch Square PCP

Assume starter hole 10 feet below existing grade.

CHECKED BY: DATE:

MLS 9/2024

Bridge No. 570824

FDACS 01201ROAD22

Okaloosa County, FL

Blackwater River State Forest Bridge Replacements

High Bridge Road over Panther Creek #3

Intermediate Bents 2 and 3 (Boring BB-6)

0 100 200 300 400 500 600

P il e T ip E le v a ti o n fe e t, N A

V D

Nominal Bearing Resistance (tons)

18-Inch Square PCP

Assume mudline at EL +112 ft NAVD 88.

CHECKED BY: DATE:

MLS 9/2024

Blackwater River State Forest Bridge Replacements

High Bridge Road over Panther Creek #3

End Bent 4 (Boring BB-6)

Bridge No. 570824

FDACS 01201ROAD22

Okaloosa County, FL

0 100 200 300 400 500 600

P il e T ip E le v a ti o n fe e t, N A

V D

Nominal Bearing Resistance (tons)

18-Inch Square PCP

Assume starter hole 10 feet below existing grade.

Florida Bridge Software Institute Date: October 14, 2024

Shaft and Pile Analysis (FB-Deep v.3.1.0) Time: 16:26:42

General Information:

Input file: ..... River State Park Bridges\Analysis\FB Deep\BB-5_18 inch PCP.in

Project number: 4511-24-016

Job name: Blackwater FDACS Bridges

Engineer: MRM

Units: English

Analysis Information:

Analysis Type: SPT

Soil Information:

Boring date: 7/16/2024, Boring Number: BB-5

Station number: 101+55 Offset: 7' LT.

Ground Elevation: 128.200(ft)

Hammer type: Automatic Hammer, Correction factor = 1.24

ID Depth No. of Blows Soil Type

(ft) (Blows/ft)

1 0.00 5.00 3- Clean sand

2 2.00 5.00 3- Clean sand

3 4.00 5.00 2- Clay and silty sand

4 6.00 9.00 3- Clean sand

5 8.00 12.00 3- Clean sand

6 10.00 12.00 3- Clean sand

7 15.00 14.00 2- Clay and silty sand

8 20.00 17.00 3- Clean sand

9 25.00 12.00 3- Clean sand

10 30.00 6.00 3- Clean sand

11 35.00 35.00 3- Clean sand

12 40.00 22.00 2- Clay and silty sand

13 45.00 75.00 3- Clean sand

14 50.00 60.00 3- Clean sand

15 55.00 45.00 3- Clean sand

16 60.00 17.00 3- Clean sand

17 65.00 11.00 2- Clay and silty sand

18 70.00 37.00 3- Clean sand

19 75.00 75.00 3- Clean sand

End Bent 1 Boring BB-5 18-Inch Prestressed Concrete Pile

Assume starter hole to 10 feet below existing grade.

(1/2 N Values over 10)

20 80.00 75.00 3- Clean sand

21 85.00 75.00 3- Clean sand

22 90.00 75.00 3- Clean sand

23 95.00 75.00 3- Clean sand

24 100.00 75.00 3- Clean sand

Blowcount Average Per Soil Layer

Layer Starting Bottom Thickness Average Soil Type

Num. Elevation Elevation Blowcount

(ft) (ft) (ft) (Blows/ft)

1 128.20 124.20 4.00 5.00 3-Clean Sand

2 124.20 122.20 2.00 5.00 2-Clay and Silty Sand

3 122.20 113.20 9.00 11.33 3-Clean Sand

4 113.20 108.20 5.00 14.00 2-Clay and Silty Sand

5 108.20 88.20 20.00 17.50 3-Clean Sand

6 88.20 83.20 5.00 22.00 2-Clay and Silty Sand

7 83.20 63.20 20.00 49.25 3-Clean Sand

8 63.20 58.20 5.00 11.00 2-Clay and Silty Sand

9 58.20 28.20 30.00 68.67 3-Clean Sand

Driven Pile Data:

Pile unit weight = 150.00(pcf), Section Type: Square

Pile Geometry:

Width Length Tip Elev.

(in) (ft) (ft)

18.00 1.00 127.20

18.00 2.00 126.20

18.00 3.00 125.20

18.00 4.00 124.20

18.00 5.00 123.20

18.00 6.00 122.20

18.00 7.00 121.20

18.00 8.00 120.20

18.00 9.00 119.20

18.00 10.00 118.20

18.00 11.00 117.20

18.00 12.00 116.20

18.00 13.00 115.20

18.00 14.00 114.20

18.00 15.00 113.20

18.00 16.00 112.20

18.00 17.00 111.20

18.00 18.00 110.20

18.00 19.00 109.20

18.00 20.00 108.20

18.00 21.00 107.20

18.00 22.00 106.20

18.00 23.00 105.20

18.00 24.00 104.20

18.00 25.00 103.20

18.00 26.00 102.20

18.00 27.00 101.20

18.00 28.00 100.20

18.00 29.00 99.20

18.00 30.00 98.20

18.00 31.00 97.20

18.00 32.00 96.20

18.00 33.00 95.20

18.00 34.00 94.20

18.00 35.00 93.20

18.00 36.00 92.20

18.00 37.00 91.20

18.00 38.00 90.20

18.00 39.00 89.20

18.00 40.00 88.20

18.00 41.00 87.20

18.00 42.00 86.20

18.00 43.00 85.20

18.00 44.00 84.20

18.00 45.00 83.20

18.00 46.00 82.20

18.00 47.00 81.20

18.00 48.00 80.20

18.00 49.00 79.20

18.00 50.00 78.20

18.00 51.00 77.20

18.00 52.00 76.20

18.00 53.00 75.20

18.00 54.00 74.20

18.00 55.00 73.20

18.00 56.00 72.20

18.00 57.00 71.20

18.00 58.00 70.20

18.00 59.00 69.20

18.00 60.00 68.20

18.00 61.00 67.20

18.00 62.00 66.20

18.00 63.00 65.20

18.00 64.00 64.20

18.00 65.00 63.20

18.00 66.00 62.20

18.00 67.00 61.20

18.00 68.00 60.20

18.00 69.00 59.20

18.00 70.00 58.20

18.00 71.00 57.20

18.00 72.00 56.20

18.00 73.00 55.20

18.00 74.00 54.20

18.00 75.00 53.20

18.00 76.00 52.20

18.00 77.00 51.20

18.00 78.00 50.20

18.00 79.00 49.20

18.00 80.00 48.20

18.00 81.00 47.20

18.00 82.00 46.20

18.00 83.00 45.20

18.00 84.00 44.20

18.00 85.00 43.20

18.00 86.00 42.20

18.00 87.00 41.20

18.00 88.00 40.20

18.00 89.00 39.20

18.00 90.00 38.20

18.00 91.00 37.20

18.00 92.00 36.20

18.00 93.00 35.20

18.00 94.00 34.20

18.00 95.00 33.20

18.00 96.00 32.20

18.00 97.00 31.20

18.00 98.00 30.20

18.00 99.00 29.20

18.00 100.00 28.20

Driven Pile Capacity:

Section Type: Square

Pile Width: 18.00 (in)

Test Pile Ultimate Mobilized Estimated Allowable Ultimate

Pile Width Side End Davisson Pile Pile

Length Friction Bearing Capacity Capacity Capacity

(ft) (in) (tons) (tons) (tons) (tons) (tons)

1.00 18.0 0.63 13.33 13.95 6.98 40.61

2.00 18.0 1.17 13.85 15.01 7.51 42.70

3.00 18.0 1.83 14.78 16.61 8.30 46.16

4.00 18.0 3.81 19.97 23.78 11.89 63.72

5.00 18.0 5.25 20.33 25.58 12.79 66.24

6.00 18.0 6.76 23.98 30.74 15.37 78.69

7.00 18.0 8.08 24.06 32.14 16.07 80.27

8.00 18.0 9.55 24.23 33.78 16.89 82.23

9.00 18.0 11.17 24.33 35.50 17.75 84.15

10.00 18.0 12.90 24.28 37.18 18.59 85.73

11.00 18.0 14.88 24.24 39.12 19.56 87.60

12.00 18.0 17.17 24.44 41.61 20.81 90.50

13.00 18.0 19.53 25.25 44.78 22.39 95.29

14.00 18.0 21.99 26.70 48.69 24.34 102.09

15.00 18.0 27.89 31.48 59.38 29.69 122.35

16.00 18.0 31.61 31.98 63.58 31.79 127.53

17.00 18.0 34.69 33.20 67.89 33.95 134.30

18.00 18.0 37.51 34.67 72.18 36.09 141.52

19.00 18.0 40.21 35.94 76.15 38.08 148.04

20.00 18.0 44.43 37.69 82.12 41.06 157.51

21.00 18.0 46.76 36.72 83.48 41.74 156.92

22.00 18.0 48.95 35.57 84.52 42.26 155.65

23.00 18.0 51.00 34.30 85.30 42.65 153.89

24.00 18.0 52.91 32.97 85.88 42.94 151.81

25.00 18.0 54.67 31.64 86.32 43.16 149.61

26.00 18.0 56.29 31.71 87.99 44.00 151.41

27.00 18.0 57.73 33.73 91.46 45.73 158.91

28.00 18.0 59.00 37.52 96.52 48.26 171.57

29.00 18.0 58.83 41.17 100.00 50.00 182.34

30.00 18.0 58.50 46.65 105.14 52.57 198.43

31.00 18.0 58.89 52.22 111.12 55.56 215.56

32.00 18.0 60.40 56.40 116.80 58.40 229.59

33.00 18.0 62.92 58.79 121.70 60.85 239.28

34.00 18.0 66.33 58.30 124.64 62.32 241.24

35.00 18.0 70.44 54.95 125.39 62.70 235.30

36.00 18.0 75.03 52.79 127.82 63.91 233.40

37.00 18.0 79.83 53.63 133.47 66.73 240.73

38.00 18.0 84.85 57.50 142.35 71.18 257.35

39.00 18.0 90.08 64.40 154.48 77.24 283.28

40.00 18.0 102.66 74.26 176.93 88.46 325.46

41.00 18.0 107.99 76.00 183.99 91.99 335.98

42.00 18.0 112.72 80.85 193.57 96.78 355.26

43.00 18.0 117.45 88.08 205.53 102.77 381.69

44.00 18.0 122.57 96.66 219.23 109.62 412.55

45.00 18.0 134.54 111.91 246.44 123.22 470.25

46.00 18.0 141.22 112.05 253.27 126.64 477.37

47.00 18.0 147.74 112.38 260.12 130.06 484.88

48.00 18.0 154.14 112.86 267.00 133.50 492.71

49.00 18.0 160.36 113.58 273.94 136.97 501.10

50.00 18.0 166.38 114.61 280.99 140.49 510.21

51.00 18.0 172.37 115.70 288.07 144.04 519.47

52.00 18.0 178.46 116.63 295.09 147.55 528.35

53.00 18.0 184.96 116.91 301.87 150.94 535.69

54.00 18.0 192.30 115.89 308.19 154.09 539.97

55.00 18.0 200.76 113.19 313.94 156.97 540.32

56.00 18.0 207.70 107.20 314.91 157.45 529.31

57.00 18.0 212.88 99.51 312.39 156.19 511.41

58.00 18.0 217.26 91.59 308.85 154.43 492.04

59.00 18.0 220.85 83.92 304.77 152.38 472.60

60.00 18.0 223.65 76.56 300.21 150.10 453.32

61.00 18.0 226.16 70.93 297.09 148.54 438.94

62.00 18.0 228.87 67.45 296.32 148.16 431.23

63.00 18.0 231.79 66.17 297.96 148.98 430.30

64.00 18.0 234.92 67.12 302.05 151.02 436.30

65.00 18.0 238.26 65.51 303.77 151.89 434.80

66.00 18.0 241.88 54.15 296.03 148.01 404.32

67.00 18.0 245.79 65.75 311.54 155.77 443.03

68.00 18.0 248.84 71.33 320.17 160.09 462.82

69.00 18.0 252.16 79.79 331.94 165.97 491.52

70.00 18.0 259.94 89.69 349.62 174.81 529.00

71.00 18.0 265.08 89.94 355.02 177.51 534.89

72.00 18.0 270.06 90.72 360.78 180.39 542.22

73.00 18.0 274.93 92.06 366.99 183.49 551.11

74.00 18.0 279.77 93.93 373.70 186.85 561.56

75.00 18.0 284.65 96.32 380.97 190.49 573.62

76.00 18.0 289.46 99.28 388.74 194.37 587.30

77.00 18.0 294.09 102.89 396.98 198.49 602.77

78.00 18.0 298.71 106.97 405.68 202.84 619.62

79.00 18.0 303.48 111.20 414.69 207.34 637.09

80.00 18.0 308.46 115.46 423.93 211.96 654.85

81.00 18.0 313.69 119.62 433.30 216.65 672.54

82.00 18.0 319.18 123.54 442.72 221.36 689.81

83.00 18.0 324.92 127.28 452.20 226.10 706.76

84.00 18.0 330.84 130.94 461.78 230.89 723.67

85.00 18.0 336.97 134.48 471.44 235.72 740.40

86.00 18.0 343.30 137.84 481.14 240.57 756.82

87.00 18.0 349.85 140.98 490.83 245.42 772.80

88.00 18.0 356.57 144.00 500.57 250.29 788.57

89.00 18.0 363.37 144.00 507.37 253.69 795.37

90.00 18.0 370.18 144.00 514.18 257.09 802.18

91.00 18.0 376.99 144.00 520.99 260.49 808.99

92.00 18.0 383.80 144.00 527.80 263.90 815.80

93.00 18.0 390.61 144.00 534.61 267.30 822.61

94.00 18.0 397.42 144.00 541.42 270.71 829.42

95.00 18.0 Soil Elevations Must Extend At or Below Contribution Zone

96.00 18.0 Soil Elevations Must Extend At or Below Contribution Zone

97.00 18.0 Soil Elevations Must Extend At or Below Contribution Zone

98.00 18.0 Soil Elevations Must Extend At or Below Contribution Zone

99.00 18.0 Soil Elevations Must Extend At or Below Contribution Zone

100.00 18.0 Soil Elevations Must Extend At or Below Contribution Zone

NOTES

1. MOBILIZED END BEARING IS 1/3 OF THE ORIGINAL RB-121 VALUES.

2. DAVISSON PILE CAPACITY IS AN ESTIMATE BASED ON FAILURE CRITERIA,

AND EQUALS ULTIMATE SIDE FRICTION PLUS MOBILIZED END BEARING.

3. ALLOWABLE PILE CAPACITY IS 1/2 THE DAVISSON PILE CAPACITY.

4. ULTIMATE PILE CAPACITY IS ULTIMATE SIDE FRICTION PLUS

3 x THE MOBILIZED END BEARING.

EXCEPTION: FOR H-PILES TIPPED IN SAND OR LIMESTONE, THE

ULTIMATE PILE CAPACITY IS ULTIMATE SIDE FRICTION PLUS

2 x THE MOBILIZED END BEARING.

Shaft and Pile Analysis (FB-Deep v.3.1.0) Time: 16:27:19

Input file: .....Bridges\Analysis\FB Deep\BB-6_18 inch PCP_Intermediate Bent.in

Project number: 4511-24-016

Job name: Blackwater FDACS Bridges

Boring date: 7/15/2024, Boring Number: BB-6

Station number: 102+70 Offset: 5' LT.

Ground Elevation: 112.000(ft)

Hammer type: Automatic Hammer, Correction factor = 1.24

ID Depth No. of Blows Soil Type

(ft) (Blows/ft)

1 0.00 6.00 2- Clay and silty sand

2 5.00 6.00 3- Clean sand

3 10.00 1.00 2- Clay and silty sand

4 15.00 2.00 2- Clay and silty sand

5 20.00 75.00 3- Clean sand

6 25.00 26.00 3- Clean sand

7 30.00 15.00 3- Clean sand

8 35.00 19.00 2- Clay and silty sand

9 40.00 10.00 3- Clean sand

10 45.00 25.00 3- Clean sand

11 50.00 75.00 3- Clean sand

12 55.00 26.00 3- Clean sand

13 60.00 75.00 3- Clean sand

14 65.00 75.00 3- Clean sand

15 70.00 51.00 3- Clean sand

16 75.00 75.00 3- Clean sand

17 80.00 4.00 1- Plastic Clay

18 85.00 3.00 1- Plastic Clay

19 90.00 16.00 1- Plastic Clay

Intermediate Bent 2 and 3 Boring BB-6 18-Inch Prestressed Concrete Pile

Assume mudline at EL +112 ft NAVD 88.

20 95.00 18.00 1- Plastic Clay

Blowcount Average Per Soil Layer

Layer Starting Bottom Thickness Average Soil Type

Num. Elevation Elevation Blowcount

(ft) (ft) (ft) (Blows/ft)

1 112.00 107.00 5.00 6.00 2-Clay and Silty Sand

2 107.00 102.00 5.00 6.00 3-Clean Sand

3 102.00 92.00 10.00 1.50 2-Clay and Silty Sand

4 92.00 77.00 15.00 38.67 3-Clean Sand

5 77.00 72.00 5.00 19.00 2-Clay and Silty Sand

6 72.00 32.00 40.00 51.50 3-Clean Sand

7 32.00 17.00 15.00 7.67 1-Plastic Clay

Pile unit weight = 150.00(pcf), Section Type: Square

Pile Geometry:

Width Length Tip Elev.

(in) (ft) (ft)

18.00 1.00 111.00

18.00 2.00 110.00

18.00 3.00 109.00

18.00 4.00 108.00

18.00 5.00 107.00

18.00 6.00 106.00

18.00 7.00 105.00

18.00 8.00 104.00

18.00 9.00 103.00

18.00 10.00 102.00

18.00 11.00 101.00

18.00 12.00 100.00

18.00 13.00 99.00

18.00 14.00 98.00

18.00 15.00 97.00

18.00 16.00 96.00

18.00 17.00 95.00

18.00 18.00 94.00

18.00 19.00 93.00

18.00 20.00 92.00

18.00 21.00 91.00

18.00 22.00 90.00

18.00 23.00 89.00

18.00 24.00 88.00

18.00 25.00 87.00

18.00 26.00 86.00

18.00 27.00 85.00

18.00 28.00 84.00

18.00 29.00 83.00

18.00 30.00 82.00

18.00 31.00 81.00

18.00 32.00 80.00

18.00 33.00 79.00

18.00 34.00 78.00

18.00 35.00 77.00

18.00 36.00 76.00

18.00 37.00 75.00

18.00 38.00 74.00

18.00 39.00 73.00

18.00 40.00 72.00

18.00 41.00 71.00

18.00 42.00 70.00

18.00 43.00 69.00

18.00 44.00 68.00

18.00 45.00 67.00

18.00 46.00 66.00

18.00 47.00 65.00

18.00 48.00 64.00

18.00 49.00 63.00

18.00 50.00 62.00

18.00 51.00 61.00

18.00 52.00 60.00

18.00 53.00 59.00

18.00 54.00 58.00

18.00 55.00 57.00

18.00 56.00 56.00

18.00 57.00 55.00

18.00 58.00 54.00

18.00 59.00 53.00

18.00 60.00 52.00

18.00 61.00 51.00

18.00 62.00 50.00

18.00 63.00 49.00

18.00 64.00 48.00

18.00 65.00 47.00

18.00 66.00 46.00

18.00 67.00 45.00

18.00 68.00 44.00

18.00 69.00 43.00

18.00 70.00 42.00

18.00 71.00 41.00

18.00 72.00 40.00

18.00 73.00 39.00

18.00 74.00 38.00

18.00 75.00 37.00

18.00 76.00 36.00

18.00 77.00 35.00

18.00 78.00 34.00

18.00 79.00 33.00

18.00 80.00 32.00

18.00 81.00 31.00

18.00 82.00 30.00

18.00 83.00 29.00

18.00 84.00 28.00

18.00 85.00 27.00

18.00 86.00 26.00

18.00 87.00 25.00

18.00 88.00 24.00

18.00 89.00 23.00

18.00 90.00 22.00

18.00 91.00 21.00

18.00 92.00 20.00

18.00 93.00 19.00

18.00 94.00 18.00

Section Type: Square

Pile Width: 18.00 (in)

Test Pile Ultimate Mobilized Estimated Allowable Ultimate

Pile Width Side End Davisson Pile Pile

Length Friction Bearing Capacity Capacity Capacity

(ft) (in) (tons) (tons) (tons) (tons) (tons)

1.00 18.0 1.88 12.21 14.10 7.05 38.52

2.00 18.0 3.54 12.66 16.19 8.10 41.51

3.00 18.0 4.96 12.59 17.55 8.78 42.74

4.00 18.0 6.15 12.02 18.17 9.09 42.21

5.00 18.0 7.11 10.95 18.06 9.03 39.96

6.00 18.0 7.88 9.64 17.52 8.76 36.80

7.00 18.0 8.47 8.35 16.83 8.41 33.53

8.00 18.0 8.90 7.21 16.10 8.05 30.52

9.00 18.0 9.15 6.27 15.42 7.71 27.96

10.00 18.0 9.24 5.67 14.90 7.45 26.23

11.00 18.0 9.24 5.92 15.16 7.58 27.01

12.00 18.0 9.24 7.64 16.88 8.44 32.16

13.00 18.0 9.24 12.20 21.43 10.72 45.82

14.00 18.0 9.24 20.91 30.14 15.07 71.96

15.00 18.0 9.24 35.01 44.24 22.12 114.25

16.00 18.0 9.61 52.23 61.85 30.92 166.31

17.00 18.0 10.93 60.70 71.63 35.82 193.04

18.00 18.0 13.33 66.40 79.74 39.87 212.54

19.00 18.0 16.93 69.44 86.36 43.18 225.24

20.00 18.0 26.34 69.83 96.16 48.08 235.82

21.00 18.0 32.86 69.15 102.01 51.00 240.31

22.00 18.0 38.75 68.71 107.46 53.73 244.88

23.00 18.0 44.01 68.43 112.44 56.22 249.31

24.00 18.0 48.63 68.25 116.88 58.44 253.38

25.00 18.0 52.62 68.16 120.79 60.39 257.12

26.00 18.0 56.14 68.21 124.36 62.18 260.78

27.00 18.0 59.35 68.30 127.65 63.83 264.25

28.00 18.0 62.25 67.82 130.08 65.04 265.73

29.00 18.0 64.84 66.19 131.03 65.51 263.41

30.00 18.0 67.11 63.40 130.52 65.26 257.33

31.00 18.0 69.55 59.61 129.17 64.58 248.40

32.00 18.0 72.64 54.83 127.47 63.73 237.12

33.00 18.0 76.36 49.92 126.29 63.14 226.13

34.00 18.0 80.73 45.78 126.51 63.26 218.06

35.00 18.0 85.74 29.10 114.85 57.42 173.06

36.00 18.0 90.62 29.18 119.79 59.90 178.14

37.00 18.0 94.33 29.80 124.13 62.07 183.73

38.00 18.0 96.94 31.39 128.33 64.17 191.11

39.00 18.0 98.67 34.35 133.02 66.51 201.73

40.00 18.0 102.61 44.52 147.13 73.56 236.16

41.00 18.0 104.10 44.74 148.84 74.42 238.32

42.00 18.0 105.70 45.53 151.22 75.61 242.28

43.00 18.0 107.32 47.06 154.38 77.19 248.49

44.00 18.0 108.97 49.49 158.45 79.23 257.43

45.00 18.0 110.66 52.96 163.62 81.81 269.54

46.00 18.0 112.66 56.99 169.65 84.83 283.64

47.00 18.0 115.19 61.07 176.26 88.13 298.40

48.00 18.0 118.33 64.85 183.18 91.59 312.88

49.00 18.0 122.17 67.97 190.14 95.07 326.09

50.00 18.0 126.83 70.14 196.98 98.49 337.27

51.00 18.0 131.64 72.55 204.19 102.09 349.29

52.00 18.0 135.86 76.24 212.10 106.05 364.58

53.00 18.0 139.47 81.41 220.89 110.44 383.71

54.00 18.0 142.54 88.23 230.77 115.39 407.23

55.00 18.0 145.14 96.92 242.06 121.03 435.91

56.00 18.0 147.96 106.35 254.31 127.15 467.00

57.00 18.0 151.55 115.48 267.04 133.52 498.00

58.00 18.0 155.92 124.05 279.97 139.99 528.08

59.00 18.0 161.35 127.15 288.50 144.25 542.81

60.00 18.0 167.27 128.96 296.23 148.11 554.15

61.00 18.0 173.48 129.83 303.31 151.65 562.97

62.00 18.0 179.74 130.12 309.86 154.93 570.10

63.00 18.0 186.06 130.40 316.46 158.23 577.25

64.00 18.0 192.42 131.23 323.65 161.83 586.11

65.00 18.0 198.82 132.62 331.44 165.72 596.67

66.00 18.0 205.25 134.56 339.81 169.91 608.94

67.00 18.0 211.71 137.06 348.77 174.39 622.89

68.00 18.0 218.20 139.56 357.76 178.88 636.88

69.00 18.0 224.72 141.50 366.22 183.11 649.22

70.00 18.0 231.25 142.81 374.06 187.03 659.67

71.00 18.0 237.81 141.62 379.43 189.71 662.66

72.00 18.0 244.38 137.18 381.56 190.78 655.93

73.00 18.0 250.97 129.78 380.75 190.37 640.30

74.00 18.0 257.57 119.68 377.25 188.63 616.60

75.00 18.0 264.19 106.97 371.16 185.58 585.09

76.00 18.0 270.38 94.25 364.63 182.31 553.13

77.00 18.0 275.68 83.03 358.71 179.36 524.78

78.00 18.0 280.08 73.32 353.40 176.70 500.05

79.00 18.0 283.58 65.11 348.69 174.34 478.91

80.00 18.0 317.09 2.27 319.36 159.68 323.91

81.00 18.0 318.51 2.34 320.85 160.43…