APPENDIX III.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 Existing Bridge No. 580804 – Norman Riley Road over Lighter Knot

Santa Rosa 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

November 21, 2024

TIERRA

175 South A Street • Pensacola, FL 32502

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

November 21, 2024

Consor Engineers, LLC

4489 Woodbine Road

Pace, Florida 32571

Attn: Ms. Leahann Powell, PE

Subject: Blackwater River State Forest Bridge Replacements

Existing Bridge No. 580804 – Norman Riley Road over Lighter Knot

Santa Rosa 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 Boring Location Plan

2.3 Roadway Borings

2.3.1 General Subsurface Conditions – Roadway

2.4 Bridge Borings

2.4.1 General Subsurface Conditions – Bridge

2.5 Groundwater Conditions

2.6 Laboratory Soil Testing

3.0 ROADWAY EVALUATION AND RECOMMENDATIONS

3.1 General Comments

3.2 Plastic Soils

3.3 Embankment Settlement

3.4 Slope Stability

3.5 Groundwater

3.6 Pavement Design Considerations

4.0 FOUNDATION DESIGN RECOMMENDATIONS

4.1 General Comments

4.2 Downdrag (Negative Skin Friction)

4.3 Net Scour Resistance

4.4 Axial Pile Compression Capacity

4.5 Pile Group Action

4.6 Pile Foundation Settlement

4.7 Lateral Pile Resistance

5.0 CONSTRUCTION CONSIDERATIONS

5.1 General Comments

5.2 Temporary Side Slopes

5.3 Groundwater Control

5.4 Pile Driving Conditions

5.5 Dynamic Load Testing

6.0 REPORT LIMITATIONS

TABLE OF CONTENTS (CONT)

APPENDIX A

Project Location Map

Boring Location Plan

Roadway Soil Survey Sheet

Roadway Soil Profiles

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

Limerock Bearing Ratio Test Reports

APPENDIX B

Axial Pile Capacity Curves

Sample FB-DEEP Output Files

Geotechnical Design Parameters for FB-MultiPier Input

Pile Data Table

Consor Engineers, LLC November 21, 2024

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 1 of 14

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 a 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, 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 the Norman Riley Road over Lighter Knot Existing Bridge

No. 580804. The Environmental Road bridge over Middle Creek #1 and the High Bridge Road over

Panther Creek #3 are addressed in separate reports. The Project Location Map can be found in

Appendix A.

The project limits are from STA 301+57 to STA 304+15 Centerline Construction of Norman Riley

Road. Note that all stationing in this report will be referenced to this alignment. The roadway typical section consists of two (2) 9-foot wide paved travel lanes with 4-foot wide paved shoulders and guardrails. Roadway grades will be within 2 feet of existing grades.

The new bridge will be replacing the existing bridge on the same alignment. The new bridge will begin at Sta 302+60.82 and end at Sta 303+20.82 (approximately 60 feet long). The bridge will be a two-span concrete structure with sloped embankments at the end bents. Roadway grades at the end bents will be within 2 feet of existing grades.

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 100 tons and 165 tons, respectively. Pile cut-off elevations will be approximately +75 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 – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 2 of 14

1.3 Purpose and Scope of Services

The purpose of this study was to provide foundation design recommendations for the proposed bridge and roadway. This study consisted of:

1. Drilling two 5 foot deep auger borings in the proposed roadway improvement areas and two

100 foot deep Standard Penetration Test (SPT) borings at the bridge location.

2. Laboratory soil testing including water content tests, wash #200 sieve tests, Atterberg Limits tests, corrosion series tests, and Limerock Bearing Ratio tests.

3. Evaluation of the suitability of the existing roadway subsoils to support the proposed roadway improvements.

4. Deep foundation analysis for 18-inch square prestressed concrete piles.

5. Preparation of this Geotechnical engineering report.

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 3 of 14

2.0 SITE AND SUBSURFACE CONDITIONS

2.1 Site Location and Description

Norman Riley Road over Lighter Knot Bridge No. 580804 is located in the Blackwater River State

Forest in Santa Rosa County, Florida.

Norman Riley Road is a 2-lane asphalt paved road with grassed shoulders. The existing bridge is a timber structure supported by timber piles. Based on a review of survey of the subject area, grades in and around Bridge No. 580804 range from approximately +68 feet to +79 feet NAVD 88.

2.2 Boring Location Plan

Prior to commencing the subsurface exploration, a Boring Location Plan was prepared based on general guidance provided in the FDOT “Soils and Foundation Handbook” and on discussions with project team. The Boring Location Plan is attached in Appendix A and shown on the Report of Core

Boring sheets.

The borings were field located using a hand-held Garmin GPSMap 66ST Global Positioning System

(GPS) unit with a typical accuracy of 1 meter or less. Utility clearances were coordinated with

“Sunshine State One Call” prior to performing the soil borings.

The locations (station and offset) of the borings were estimated using the project design files provided in conjunction with the recorded GPS coordinates obtained by Tierra. The station and offset of the borings are referenced from the Centerline of Construction (C/L of Const.) of Norman

Riley Road provided by the design team. The ground surface elevations were estimated based on survey files provided by the design team and are referenced to the North American Vertical Datum of 1988 (NAVD 88).

2.3 Roadway Borings

Two (2) 5 foot deep hand auger borings (AB-1 and AB-2) were performed to evaluate the subsurface conditions within the project limits for the proposed roadway improvements. The borings were performed by manually twisting and advancing a bucket auger into the ground, typically in 4-inch to

6-inch increments. Soil sampling was performed in general accordance with the American Society for Testing and Materials (ASTM) test designation D1452. As each soil type was revealed, representative samples were placed in air-tight containers and returned to our laboratory for testing

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 4 of 14 and visual classification. The subsurface conditions encountered in the roadway borings will be discussed in general terms below.

2.3.1 General Subsurface Conditions – Roadway

The soil types encountered in the roadway borings were assigned a stratum number and presented on the Roadway Soil Survey sheet (Appendix A). The stratum number and soil description/AASHTO classification is shown in the table below. Note that while only one soil stratum was encountered at this location, this project is very close in proximity to the Environmental Road Over Middle Creek bridge project, and the roadway information for both of these projects was shared for cost and design efficiency. The Environmental Road bridge project had two soil strata, hence the Stratum 2 naming convention below.

Stratum Soil Description

AASHTO

Classification

2 Brown, Orange, Red Silty SAND (15% - 35% Fines) (SELECT Soil) A-2-4

Soil stratification was based on visual review of the recovered samples, laboratory testing, and interpretation of the field boring logs. The boring stratification lines on the Roadway Soil Profile sheet

(Appendix A) represent the approximate boundaries between soil types of significantly different engineering properties; however, the actual transition may be gradual.

In some cases, small variations in properties not considered pertinent to our engineering evaluation may have been abbreviated or omitted for clarity. The boring profiles represent the conditions at the particular boring location and variations do occur among the borings.

2.4 Bridge Borings

To evaluate the subsurface conditions for the proposed bridge, two (2) 100-foot deep SPT borings were performed near the end bents of the bridge and through the existing asphalt paved roadway.

The SPT 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.

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 5 of 14

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.

2.4.1 General Subsurface Conditions – Bridge

The two bridge borings (BB-1 and BB-2) 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

+78 to +55 Loose to medium dense SAND w/ silt and soft CLAY

(SP, SP-SM, SM, CL)

+55 to +10 Very loose to loose SAND w/ silt/clay (SP-SM, SM, SC)

+10 to -22 Medium dense to very dense SAND w/silt (SP-SM, SM)

2.5 Groundwater Conditions

Perched groundwater was encountered roughly 3 feet below road grade with apparent groundwater in the deeper SPT borings encountered roughly 7 feet below existing grade 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.

2.6 Laboratory Soil Testing

Laboratory testing consisted of water content tests, grainsize tests, Atterberg Limits tests, corrosion series tests, and a Limerock Bearing Ratio (LBR) test. 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).

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 6 of 14

The 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 use in the scour analysis. Scour considerations are discussed in Section 4.3 of this report.

An LBR test was performed on the Stratum 2 (A-2-4) material encountered in the roadway borings to aid in pavement design for any rework or widening efforts associated with the planned improvements. The results of the test are attached in Appendix A. To summarize, the LBR value for Stratum 2 was 172.

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 7 of 14

3.0 ROADWAY EVALUATION AND RECOMMENDATIONS

3.1 General Comments

In general, the subsurface conditions encountered in the roadway borings are suitable for supporting the proposed roadway after subgrade preparation in accordance with FDOT specifications. The

Stratum 2 sand soils (A-2-4, 15% to 35% fines) will retain water and should be managed accordingly.

This was apparent in the roadway auger borings that encountered perched water conditions approximately 3 feet below existing grades.

The general suitability of the soil encountered in the geotechnical exploration is presented on the

Roadway Soil Survey (see Appendix A). The FDOT Standard Plans should be consulted to determine the specific use/suitability of the soil type encountered in the geotechnical exploration.

3.2 Plastic Soils

Plastic soils were not encountered in the roadway borings drilled during this study. If encountered during construction, plastic soils will need to be removed in accordance with FDOT Standard Plans, Index 120-002 and utilized in accordance with FDOT Standard Plans, Index 120-001.

3.3 Embankment Settlement

Based on the proposed roadway profile and the subsurface conditions present, embankment settlement is not a design consideration for this project.

3.4 Slope Stability

Based on the proposed roadway profile, slope stability is not a design consideration for this project.

3.5 Groundwater

Perched groundwater was encountered approximately 3 feet below existing grade in the roadway borings at the time of drilling. The soils encountered in the borings are slow draining and perched/slowly infiltrating groundwater should be expected in/above these soils during periods of normal and increased rainfall.

Given that proposed grades are expected to be at approximately existing grades, groundwater does not appear to be a significant concern at this time. Providing positive drainage and roadside

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 8 of 14 ditches/swales to direct surface water and laterally flowing perched groundwater away from the roadbed should address the groundwater conditions identified to date.

3.6 Pavement Design Considerations

Provided groundwater is managed in accordance with FDOT guidelines (that is, grades for the roadway are set to provide the minimum 3 foot separation between the bottom of the base and the estimated seasonal high groundwater levels), we see no geotechnical conditions that would negatively impact pavement design at this time.

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 9 of 14

4.0 FOUNDATION DESIGN RECOMMENDATIONS

4.1 General Comments

The subsurface conditions encountered in the bridge borings are suitable for founding the bridge on

18-inch square prestressed concrete piles as planned. The following sections present the results of our engineering analysis of this foundation type.

4.2 Downdrag (Negative Skin Friction)

Based on the subsurface conditions encountered and the minimal fill proposed at the end bents, downdrag is not a design consideration for this project.

4.3 Net Scour Resistance

The 100-yr. scour elevations at the bent locations range from approximately EL +60 feet to +73 feet.

Given the surficial soils and the Standard Specifications requirement to predrill through the existing embankment, which extends to EL +70 feet, Total Scour Resistances are relatively small (i.e. 5 to

20 tons). Given the minimal impact this has on the theoretical pile lengths, no preforming has been specified to reduce the scour resistances, and consequently the Net Scour Resistances are equal to the Total Scour Resistances in the Pile Data Table (Appendix B).

4.4 Axial Pile Compression Capacity

Axial compression capacities for 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 100 tons at the end bents and 165 tons at the intermediate bents. As noted in Sections 4.2 and 4.3 above, downdrag is not a design consideration and scour resistance ranges from 5 tons to 20 tons as shown on the Pile Data Table (Appendix B).

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 10 of 14

The Resistance Factor (∅) depends on the load 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.

580804

End Bent 1 BB-1 143 +4

Intermediate Bent 2 BB-2 247 -13

End Bent 3 BB-2 140 +0

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 elevation required to achieve the NBR.

4.5 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.

4.6 Pile Foundation Settlement

Settlements of driven pile foundations are typically small and should not be a concern on this project.

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 11 of 14

4.7 Lateral Pile Resistance

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

B.

Blackwater River State Forest – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 12 of 14

5.0 CONSTRUCTION CONSIDERATIONS

5.1 General Comments

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

Specifications and Standard Index requirements.

5.2 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.

5.3 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. The borings were drilled during a period of normal rainfall, and shallow perched groundwater should be expected during periods of increased rainfall. For this reason, groundwater levels should be determined immediately prior to construction and should be maintained a minimum of 3 feet below the lowest working level to facilitate proper material placement and compaction.

5.4 Pile Driving Conditions

No significant conditions were encountered in the borings which would be expected to negatively impact pile driving operations. The soils through which the piles will be driven have a low chance of resulting in pile rebound based on studies performed by the FDOT in Northwest Florida. However, the contractor should be made aware of this potential and should size his pile driving hammer accordingly (e.g. a pile hammer with a heavier ram acting over a shorter stroke is preferable to a lighter ram acting over a longer stroke). 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 – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 13 of 14

5.5 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 – Norman Riley Road over Lighter Knot Bridge No. 580804 Page 14 of 14

6.0 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

Boring Location Plan

Roadway Soil Survey

Roadway Soil Profiles

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

300 301 302

U

U

¡ CONST. NORMAN RILEY RD

AB-2

AB-1

STA. 301+57.05

BEGIN PROJECT

STA. 304+15.21

END PROJECT

STA. 302+60.82

BEGIN BRIDGE

STA. 303+20.82

END BRIDGE

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEETSTATE OF FLORIDA

DEPARTMENT OF TRANSPORTATION

ROAD NO. FINANCIAL PROJECT IDCOUNTY

N/A

SANTA ROSA

N/A32502 FLORIDA, PENSACOLA

175 SOUTH A STREET

TIERRA, INC.

43416LICENSE NUMBER:

MITCHELL L. SMITH, P.E.

ENGINEER OF RECORD

BORING LOCATION PLAN

BLP01 [SHEET] : c:\pw_work\american-pw-01\brittany.garcia\d0924805\ABORRD01_580804.dgn

11:48:39 AM11/20/2024bgarcia

APPROXIMATE AUGER BORING LOCATION

LEGEND

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEETSTATE OF FLORIDA

DEPARTMENT OF TRANSPORTATION

TIERRA, INC.

43416LICENSE NUMBER:

MITCHELL L. SMITH, P.E.

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

ROADWAY SOIL SURVEY

SOILSURVEYSHEET : c:\pw_work\american-pw-01\brittany.garcia\d0924805\SSUVRD01_580804.dgn

4:44:34 PM11/20/2024bgarcia

SURVEY ENDS STA. : SURVEY BEGINS STA. :

MATERIALS AND RESEARCH

DEPARTMENT OF TRANSPORTATION

STATE OF FLORIDA

CROSS SECTION SOIL SURVEY FOR THE DESIGN OF ROADS

CONTENT

ORGANIC

CONTENT

MOISTURE

PERCENT PASS (%)

SIEVE ANALYSIS RESULTS

MESH

MESH

LIMIT

LIQUID

DATE OF SURVEY:

SURVEY MADE BY:

SUBMITTED BY: COUNTY:

ROAD NO.:

DISTRICT:

REFERENCE:

LIMITS (%)

ATTERBERG

TESTS

NO. OF

INDEX

PLASTIC

GROUP

AASHTO

CONTENT

MOISTURE DESCRIPTION

TESTS

NO. OF

CORROSION TEST RESULTS

pH

25-28 99 8-20 -- 5 59-66 40-45 -- 81-87 -- -- -- -- -- -- 5 2 --

EMBANKMENT AND SUBGRADE MATERIAL

STRATA BOUNDARIES ARE APPROXIMATE. MAKE FINAL CHECK AFTER GRADING.

EXPLORATIONS

- GROUNDWATER LEVEL ENCOUNTERED DURING FIELD

- GROUNDWATER NOT ENCOUNTERED

A-2-4

TIERRA, INC.

301+57.05 304+15.21 CENTERLINE CONSTRUCTION OF NORMAN RILEY ROAD

MESH

MESH

MESH

TESTS

NO. OF

TESTS

NO. OF

ORGANIC

TESTS

NO. OF

NO.

STRATUM

ohm-cm

RESISTIVITY

ppm

CHLORIDE

ppm

SULFATES

NOTE:

- ESTIMATED SEASONAL HIGH GROUNDWATER TABLE

- NON-PLASTIC

THREEAUGUST 2024

PROJECT NAME: NORMAN RILEY RD OVER LIGHTER KNOT

FINANCIAL PROJECT ID : N/A

1.

BROWN, ORANGE, RED SILTY SAND (15% TO 35% FINES)

GNE

NP

- GROUNDWATER NOT APPARENTGNA

THE "--" INDICATES AN UNMEASURED PARAMETER.

ABOVE THE WATER LEVEL EXISTING AT THE TIME OF CONSTRUCTION.

BE DIFFICULT TO DRY AND COMPACT. IT SHOULD BE USED IN THE EMBANKMENT

HOWEVER, THIS MATERIAL IS LIKELY TO RETAIN EXCESS MOISTURE AND MAY

THE MATERIAL FROM STRATUM 2 (A-2-4, 15% TO 35% FINES) IS SELECT SOIL.

FIELD EXPLORATIONS

- PERCHED GROUNDWATER LEVEL ENCOUNTERED DURING

P

DATE DESCRIPTION

REVISIONS

DATE DESCRIPTION

NO.

SHEETSTATE OF FLORIDA

DEPARTMENT OF TRANSPORTATION

TIERRA, INC.

43416LICENSE NUMBER:

ROADWAY SOIL PROFILES

PROFS01 : N:\4511 GEO\Projects\2024 Projects\4511-24-016_Blackwater River State Park Bridges\ORD\4511-24-016\Geotechnical\ABORRDProfs01_580804.dgn

5:01:39 PM11/20/2024bgarcia

LEGEND

FIELD EXPLORATIONS

PERCHED GROUNDWATER LEVEL ENCOUNTERED DURING

A-3

VISUAL REVIEW.

ON SELECTED SAMPLES FOR CONFIRMATION OF

BY VISUAL REVIEW AND LABORATORY TESTING

AASHTO GROUP SYMBOL AS DETERMINED

2.

35% FINES)

BROWN, ORANGE, RED SILTY SAND (A-2-4, 15% TO

D E

P T

H I

N F

E E

T

AB-1

STA. 302 + 08

¡ NORMAN RILEY

13' LT.

8/27/2024

AB-2

STA. 303 + 94

¡ NORMAN RILEY

6' RT.

8/27/2024

D E

P T

H I

N F

E E

T

¡ NORMAN RILEY

ROAD

CENTERLINE CONSTRUCTION OF NORMAN RILEY

P

PP

302 303 304

BB-1

BB-2

NORMAN RILEY RD

STA. 302+60.82

END BENT 1

BEGIN BRIDGE

STA. 302+90.82

INT. BENT 2

STA. 303+20.82

END BENT 3

END BRIDGE

¡ CONST. NORMAN RILEY RD

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

OC

NMC

-200

WR

WH

N

SP

NORTH AMERICAN VERTICAL DATUM OF 1988

ORGANIC CONTENT (%)

NATURAL MOISTURE CONTENT (%)

PERCENT PASSING #200 SIEVE

OF ROD

SPLIT-SPOON SAMPLER ADVANCED UNDER WEIGHT

OF ROD AND HAMMER

SPLIT-SPOON SAMPLER ADVANCED UNDER WEIGHT

(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)

DARK GRAY HIGHLY ORGANIC SILTY SAND/MUCK (SM)

ENVIRONMENTAL CLASSIFICATION:

SUBSTRUCTURE

SUBSTRUCTURE

SUPERSTRUCTURE

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

SLIGHTLY AGGRESSIVE

¡ NORMAN RILEY

ROAD

CENTERLINE CONSTRUCTION OF NORMAN RILEY

ASPHALT

BORING LOCATION PLAN

Feet

100200

N

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

BRIDGE1_01 [SHEET] : c:\pw_work\american-pw-01\brittany.garcia\d0924805\B1Boring01.dgn

4:34:02 PM11/21/2024bgarcia

-5

-10

-15

-20

-25

E L E

V A

T

IO

N I N

F E

E T

N

A V

D

N

BOR # BB-1

STA. 302+60

REF. ¡ NORMAN RILEY

ELEV. 78.0

DATE 7/30/2024

DRILLER R. SHUEY

HAMMER AUTOMATIC

RIG D-25

ELEVATION -22.0 FT (NAVD 88)

BORING TERMINATED AT

LONGITUDE: W 86.79791

LATITUDE: N 30.78619

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)

BROWN, GRAY, WHITE, YELLOW SAND (SP)

GRAY, RED CLAY (CL)

-5

-10

-15

-20

-25

E L E

V A

T

IO

N I N

F E

E T

N

A V

D

NMC=12

-200=21

NMC=25

-200=10

NMC=23

-200=8

NMC=32

-200=16

NMC=29

-200=11

NMC=20

-200=82

NMC=20

-200=4

OFF. 8' RT.

ASPHALT

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

DEPARTMENT OF TRANSPORTATION

STATE OF FLORIDA08-24 BMG

08-24 MM

08-24 BMG

08-24 MLS

32502 FLORIDA, PENSACOLA

175 SOUTH A STREET

TIERRA, INC.

43416License Number:

EXISTING BRIDGE NO. 580804

REPORT OF CORE BORINGS (1 OF 2)

NORMAN RILEY ROAD OVER LIGHTER KNOT

(3 INCHES THICK)

302 303 304

BB-1

BB-2

NORMAN RILEY RD

STA. 302+60.82

END BENT 1

BEGIN BRIDGE

STA. 302+90.82

INT. BENT 2

STA. 303+20.82

END BENT 3

END BRIDGE

¡ CONST. NORMAN RILEY RD

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

OC

NMC

-200

WR

WH

N

SP

NORTH AMERICAN VERTICAL DATUM OF 1988

ORGANIC CONTENT (%)

NATURAL MOISTURE CONTENT (%)

PERCENT PASSING #200 SIEVE

OF ROD

SPLIT-SPOON SAMPLER ADVANCED UNDER WEIGHT

OF ROD AND HAMMER

SPLIT-SPOON SAMPLER ADVANCED UNDER WEIGHT

(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)

DARK GRAY HIGHLY ORGANIC SILTY SAND/MUCK (SM)

ENVIRONMENTAL CLASSIFICATION:

SUBSTRUCTURE

SUBSTRUCTURE

SUPERSTRUCTURE

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

SLIGHTLY AGGRESSIVE

¡ NORMAN RILEY

ROAD

CENTERLINE CONSTRUCTION OF NORMAN RILEY

ASPHALT

N

WR

WH

BOR # BB-2

ELEV. 77.8

DATE 7/31/2024

DRILLER R. SHUEY

HAMMER AUTOMATIC

RIG D-25

ELEVATION -22.2 FT (NAVD 88)

BORING TERMINATED AT

-5

-10

-15

-20

-25

E L E

V A

T

IO

N I N

F E

E T

N

A V

D

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 CLAYEY SAND (SC)

DARK GRAY HIGHLY ORGANIC SILTY SAND/MUCK (SM)

-5

-10

-15

-20

-25

E L E

V A

T

IO

N I N

F E

E T

N

A V

D

LONGITUDE: W 86.79776

LATITUDE: N 30.78633

NMC=26

-200=7

NMC=22

-200=7

NMC=29

-200=13

NMC=29

-200=47

NMC=25

-200=7

OC=22

NMC=118

NMC=12

-200=28

STA. 303+30

REF. ¡ NORMAN RILEY

OFF. 2' LT.

ASPHALT

BORING LOCATION PLAN

Feet

100200

N

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

BRIDGE1_02 [SHEET] : c:\pw_work\american-pw-01\brittany.garcia\d0924805\B1Boring01.dgn

4:34:04 PM11/21/2024bgarcia

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

DEPARTMENT OF TRANSPORTATION

STATE OF FLORIDA08-24 BMG

08-24 MM

08-24 BMG

08-24 MLS

32502 FLORIDA, PENSACOLA

175 SOUTH A STREET

TIERRA, INC.

43416License Number:

EXISTING BRIDGE NO. 580804

REPORT OF CORE BORINGS (2 OF 2)

NORMAN RILEY ROAD OVER LIGHTER KNOT

(3 INCHES THICK)

2 AB-1 0.5 - 2 --- 8 99 81 59 40 25 --- --- A-2-4

2 AB-1 2 - 3 --- 10 99 87 66 45 25 --- --- A-2-4

2 AB-1 3 - 5 --- 20 --- --- --- --- 27 --- --- A-2-4

2 AB-2 1.25 - 2.75 --- 12 99 84 60 40 28 --- --- A-2-4

2 AB-2 4.25 - 4.75 --- 19 --- --- --- --- 27 --- --- A-2-4

3 BB-1 2 - 4 --- 12 99 90 67 41 21 --- --- SM

5 BB-1 6 - 8 --- 20 --- --- --- --- 82 --- --- CL

1 BB-1 8 - 10 --- 20 100 66 23 9 4 --- --- SP

2 BB-1 33.5 - 35 --- 25 --- --- --- --- 10 --- --- SP-SM

2 BB-1 53.5 - 55 --- 23 --- --- --- --- 8 --- --- SP-SM

3 BB-1 73.5 - 75 --- 32 --- --- --- --- 16 --- --- SM

2 BB-1 93.5 - 95 --- 29 --- --- --- --- 11 --- --- SP-SM

3 BB-2 2 - 4 --- 12 100 90 70 49 28 --- --- SM

6 BB-2 6 - 8 22 118 --- --- --- --- --- --- --- SM

2 BB-2 13.5 - 15 --- 25 100 97 82 19 7 --- --- SP-SM

4 BB-2 33.5 - 35 --- 29 --- --- --- --- 47 --- --- SC

3 BB-2 43.5 - 45 --- 29 --- --- --- --- 13 --- --- SM

2 BB-2 63.5 - 65 --- 22 --- --- --- --- 7 --- --- SP-SM

2 BB-2 83.5 - 85 --- 26 --- --- --- --- 7 --- --- SP-SM

TIERRA PROJECT NO. 4511-24-016

LL

AASHTO/

USCS

ATTERBERG

LIMITS (%)

PI

STRATUM

TABLE 1

SUMMARY OF LABORATORY TEST RESULTS

NORMAN RILEY ROAD OVER LIGHTER KNOT

SANTA ROSA COUNTY, FLORIDA

BORING

MOISTURE

CONTENT

SAMPLE

DEPTH

(ft)

ORGANIC

CONTENT

SIEVE ANALYSES (% PASSING)

#10 #40 #60 #100 #200

BB-1 14 - 20 4.6 68,000 30 0 Extremely Aggressive Extremely Aggressive

BB-2 19 - 25 5.8 55,000 30 0 Extremely Aggressive Moderately Aggressive

LIGHTER KNOT WATER --- - --- 7.4 69,000 120 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.

BORING

TIERRA PROJECT NO. 4511-24-016

Bridge No.

ELEVATION,

NAVD 88

(ft)

TABLE 2

SUMMARY OF CORROSION SERIES TEST RESULTS

NORMAN RILEY ROAD OVER LIGHTER KNOT

SANTA ROSA COUNTY, FLORIDA

580804 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)

BB-1 76 - 74 Brown, Gray, Red Silty Sand (Stratum 3) ND 0.11 0.18 0.22 ND ND SM

BB-1 70 - 68 Brown, Gray, White, Yellow Sand (Stratum 1) 0.16 0.27 0.32 0.37 2.3 1.2 SP

BB-2 76 - 74 Brown, Gray, Red Silty Sand (Stratum 3) ND 0.08 0.16 0.20 ND ND SM

BB-2 65 - 63 Brown, Gray, Yellow Slightly Silty Sand (Stratum 2) 0.11 0.17 0.19 0.21 1.9 1.3 SP-SM

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

SAMPLE

ELEVATION

(ft NAVD88) D10 D50D30

SAMPLE DESCRIPTION

Norman Riley over

Lighter Knot

Bridge No.

580804

FINANCIAL PROJECT ID NO. XXXXXX

TABLE 3

GRAINSIZE DATA FOR SCOUR ANALYSIS

SANTA ROSA COUNTY, FLORIDA

BORING

BLACKWATER RIVER STATE FOREST BRIDGE REPLACEMENTS

TIERRA PROJECT NO. 4511-24-016

MATERIAL

CLASSIFICATION

(USCS)

BRIDGE NO.

CUD60 CC

GRAINSIZE PARAMETER

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

Project: Blackwater River State Forest - Norman Riley Rd Bridge 580804

Sample Location: BB-1: +76 to +74 NAVD 88

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

Soil Classification: LL --- PI ---

NMC % 11.7

% Gravel % Sand % Silt/Clay

1 78 21

D60 D50 D30 D10 CC CU

0.22 0.18 0.11 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-1: +70 to +68 NAVD 88

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

Soil Classification: LL --- PI ---

NMC % 20.2

% Gravel % Sand % Silt/Clay

0 96 4

D60 D50 D30 D10 CC CU

0.37 0.32 0.27 0.16 1.2 2.3 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-2: +76 to +74 NAVD 88

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

Soil Classification: LL --- PI ---

NMC % 11.5

% Gravel % Sand % Silt/Clay

0 72 28

D60 D50 D30 D10 CC CU

0.20 0.16 0.08 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

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-2: +65 to +63 NAVD 88

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

Soil Classification: LL --- PI ---

NMC % 25.4

% Gravel % Sand % Silt/Clay

0 93 7

D60 D50 D30 D10 CC CU

0.21 0.19 0.17 0.11 1.3 1.9 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

Tested For: Consor Engineers, LLC Project: Blackwater River State Park

4489 Woodbine Road Bridge Replacements

Pace, Florida 32571

Tierra Project No: 4511-24-016

Sample No: AB-1

Report Date: 11/5/2024

LBR & MOISTURE-DENSITY RELATIONSHIP

LBR Value 172 Description: Brown, Orange, Red Silty Sand

Maximum Density 134 pcf Sampled From: AB-1 (0 to 2 feet below grade)

Optimum Moisture 7.4 % AASHTO Classification: Stratum 2 A-2-4 (15% to 35% Fines)

Test Method: FM 5-515 (Soaked)/FM T-180 Sampled By: M. Davis

(%)Passing #4 Sieve 100.0% Date Sampled: 8/28/2024

(%)Passing #200 Sieve 24.4%

Tested By: B. Carter

Sampled in accordance with AASHTO T-2

Remarks:

Respectfully Submitted, TIERRA INC.

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

175 South A Street Pensacola, Florida 32502

TIERRA

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

FDOT Laboratory No. I03066

RESULTS OF LABORATORY TESTING

4% 5% 6% 7% 8% 9% 10% 11% 12% 13%

D ry

U n it W e ig h t

(p c f)

Moisture Content

L B

R V a lu e

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 11/2024

Bridge No. 580804

FDACS 01203ROAD23

Santa Rosa County, FL

Blackwater River State Forest Bridge Replacements

Norman Riley Road over Lighter Knot

End Bent 1 (Boring BB-1)

-30

-20

-10

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 11/2024

Bridge No. 580804

FDACS 01203ROAD23

Santa Rosa County, FL

Blackwater River State Forest Bridge Replacements

Norman Riley Road over Lighter Knot

Intermediate Bent 2 (Boring BB-2)

-30

-20

-10

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 +68.5 ft NAVD 88.

CHECKED BY: DATE:

MLS 11/2024

Bridge No. 580804

FDACS 01203ROAD23

Santa Rosa County, FL

Blackwater River State Forest Bridge Replacements

Norman Riley Road over Lighter Knot

End Bent 3 (Boring BB-2)

-30

-20

-10

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: November 14, 2024

Shaft and Pile Analysis (FB-Deep v.3.1.0) Time: 16:09:59

General Information:

Input file: ..... River State Park Bridges\Analysis\FB Deep\BB-1_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: 7/31/2024, Boring Number: BB-1

Station number: 302+60 Offset: 8' RT.

Ground Elevation: 78.000(ft)

Hammer type: Automatic Hammer, Correction factor = 1.24

ID Depth No. of Blows Soil Type

(ft) (Blows/ft)

1 0.00 15.00 3- Clean sand

2 2.00 15.00 3- Clean sand

3 4.00 9.00 3- Clean sand

4 6.00 4.00 3- Clean sand

5 8.00 3.00 2- Clay and silty sand

6 10.00 13.00 3- Clean sand

7 15.00 11.00 3- Clean sand

8 20.00 10.00 3- Clean sand

9 25.00 7.00 3- Clean sand

10 30.00 17.00 3- Clean sand

11 35.00 2.00 3- Clean sand

12 40.00 4.00 3- Clean sand

13 45.00 2.00 3- Clean sand

14 50.00 4.00 3- Clean sand

15 55.00 7.00 3- Clean sand

16 60.00 17.00 3- Clean sand

17 65.00 8.00 3- Clean sand

18 70.00 10.00 3- Clean sand

19 75.00 25.00 3- Clean sand

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

Assume starter hole to 10 feet below existing grade.

(1/2 N Values over 10)

20 80.00 30.00 3- Clean sand

21 85.00 29.00 3- Clean sand

22 90.00 64.00 3- Clean sand

23 95.00 65.00 3- Clean sand

24 100.00 69.00 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 78.00 70.00 8.00 10.75 3-Clean Sand

2 70.00 68.00 2.00 3.00 2-Clay and Silty Sand

3 68.00 -22.00 90.00 18.06 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 77.00

18.00 2.00 76.00

18.00 3.00 75.00

18.00 4.00 74.00

18.00 5.00 73.00

18.00 6.00 72.00

18.00 7.00 71.00

18.00 8.00 70.00

18.00 9.00 69.00

18.00 10.00 68.00

18.00 11.00 67.00

18.00 12.00 66.00

18.00 13.00 65.00

18.00 14.00 64.00

18.00 15.00 63.00

18.00 16.00 62.00

18.00 17.00 61.00

18.00 18.00 60.00

18.00 19.00 59.00

18.00 20.00 58.00

18.00 21.00 57.00

18.00 22.00 56.00

18.00 23.00 55.00

18.00 24.00 54.00

18.00 25.00 53.00

18.00 26.00 52.00

18.00 27.00 51.00

18.00 28.00 50.00

18.00 29.00 49.00

18.00 30.00 48.00

18.00 31.00 47.00

18.00 32.00 46.00

18.00 33.00 45.00

18.00 34.00 44.00

18.00 35.00 43.00

18.00 36.00 42.00

18.00 37.00 41.00

18.00 38.00 40.00

18.00 39.00 39.00

18.00 40.00 38.00

18.00 41.00 37.00

18.00 42.00 36.00

18.00 43.00 35.00

18.00 44.00 34.00

18.00 45.00 33.00

18.00 46.00 32.00

18.00 47.00 31.00

18.00 48.00 30.00

18.00 49.00 29.00

18.00 50.00 28.00

18.00 51.00 27.00

18.00 52.00 26.00

18.00 53.00 25.00

18.00 54.00 24.00

18.00 55.00 23.00

18.00 56.00 22.00

18.00 57.00 21.00

18.00 58.00 20.00

18.00 59.00 19.00

18.00 60.00 18.00

18.00 61.00 17.00

18.00 62.00 16.00

18.00 63.00 15.00

18.00 64.00 14.00

18.00 65.00 13.00

18.00 66.00 12.00

18.00 67.00 11.00

18.00 68.00 10.00

18.00 69.00 9.00

18.00 70.00 8.00

18.00 71.00 7.00

18.00 72.00 6.00

18.00 73.00 5.00

18.00 74.00 4.00

18.00 75.00 3.00

18.00 76.00 2.00

18.00 77.00 1.00

18.00 78.00 0.00

18.00 79.00 -1.00

18.00 80.00 -2.00

18.00 81.00 -3.00

18.00 82.00 -4.00

18.00 83.00 -5.00

18.00 84.00 -6.00

18.00 85.00 -7.00

18.00 86.00 -8.00

18.00 87.00 -9.00

18.00 88.00 -10.00

18.00 89.00 -11.00

18.00 90.00 -12.00

18.00 91.00 -13.00

18.00 92.00 -14.00

18.00 93.00 -15.00

18.00 94.00 -16.00

18.00 95.00 -17.00

18.00 96.00 -18.00

18.00 97.00 -19.00

18.00 98.00 -20.00

18.00 99.00 -21.00

18.00 100.00 -22.00

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 2.04 36.04 38.08 19.04 110.17

2.00 18.0 4.24 33.95 38.19 19.09 106.08

3.00 18.0 6.15 29.95 36.10 18.05 96.01

4.00 18.0 7.63 27.14 34.77 17.38 89.04

5.00 18.0 8.73 26.45 35.18 17.59 88.08

6.00 18.0 9.47 26.80 36.27 18.14 89.88

7.00 18.0 10.15 27.68 37.83 18.91 93.18

8.00 18.0 11.07 28.97 40.04 20.02 97.98

9.00 18.0 12.26 29.18 41.44 20.72 99.80

10.00 18.0 13.94 30.73 44.67 22.34 106.13

11.00 18.0 15.75 30.73 46.48 23.24 107.94

12.00 18.0 17.51 30.65 48.15 24.08 109.45

13.00 18.0 19.20 29.84 49.04 24.52 108.71

14.00 18.0 20.84 29.03 49.87 24.94 107.94

15.00 18.0 22.43 28.42 50.84 25.42 107.68

16.00 18.0 23.97 28.08 52.05 26.03 108.22

17.00 18.0 25.48 27.95 53.43 26.72 109.34

18.00 18.0 26.96 28.00 54.96 27.48 110.95

19.00 18.0 28.42 28.13 56.55 28.28 112.81

20.00 18.0 29.85 28.31 58.15 29.08 114.77

21.00 18.0 31.22 28.63 59.85 29.92 117.10

22.00 18.0 32.51 28.90 61.40 30.70 119.20

23.00 18.0 33.71 29.50 63.20 31.60 122.20

24.00 18.0 34.82 30.81 65.63 32.82 127.25

25.00 18.0 35.86 32.79 68.64 34.32 134.22

26.00 18.0 36.99 34.17 71.16 35.58 139.49

27.00 18.0 38.40 34.32 72.72 36.36 141.35

28.00 18.0 40.10 33.22 73.32 36.66 139.76

29.00 18.0 42.08 30.87 72.94 36.47 134.68

30.00 18.0 44.34 27.29 71.63 35.81 126.21

31.00 18.0 46.50 23.75 70.25 35.12 117.74

32.00 18.0 48.18 20.99 69.18 34.59 111.16

33.00 18.0 49.38 19.06 68.44 34.22 106.56

34.00 18.0 50.10 17.97 68.07 34.04 104.01

35.00 18.0 50.34 17.71 68.05 34.03 103.46

36.00 18.0 50.40 17.63 68.03 34.01 103.28

37.00 18.0 50.57 17.27 67.84 33.92 102.37

38.00 18.0 50.85 16.47 67.32 33.66 100.25

39.00 18.0 51.25 15.06 66.31 33.16 96.44

40.00 18.0 51.76 13.07 64.83 32.41 90.97

41.00 18.0 52.27 10.93 63.20 31.60 85.06

42.00 18.0 52.66 8.90 61.56 30.78 79.36

43.00 18.0 52.95 7.31 60.25 30.13 74.86

44.00 18.0 53.12 6.49 59.60 29.80 72.58

45.00 18.0 53.17 6.45 59.62 29.81 72.51

46.00 18.0 53.23 7.01 60.24 30.12 74.26

47.00 18.0 53.40 8.04 61.44 30.72 77.52

48.00 18.0 53.68 9.27 62.95 31.48 81.50

49.00 18.0 54.08 10.45 64.53 32.26 85.43

50.00 18.0 54.59 11.58 66.17 33.08 89.33

51.00 18.0 55.19 12.96 68.15 34.08 94.07

52.00 18.0 55.89 14.71 70.59 35.30 100.01

53.00 18.0 56.66 16.93 73.59 36.79 107.44

54.00 18.0 57.53 19.72 77.24 38.62 116.67

55.00 18.0 58.47 23.04 81.52 40.76 127.60

56.00 18.0 59.60 26.05 85.66 42.83 137.77

57.00 18.0 61.02 28.34 89.35 44.68 146.02

58.00 18.0 62.71 29.79 92.50 46.25 152.08

59.00 18.0 64.69 30.31 95.01 47.50 155.63

60.00 18.0 66.95 29.93 96.88 48.44 156.74

61.00 18.0 69.23 29.37 98.60 49.30 157.33

62.00 18.0 71.25 29.11 100.36 50.18 158.57

63.00 18.0 73.02 29.16 102.18 51.09 160.50

64.00 18.0 74.53 29.54 104.07 52.03 163.15

65.00 18.0 75.79 30.27 106.06 53.03 166.59

66.00 18.0 76.95 31.67 108.62 54.31 171.97

67.00 18.0 78.16 33.80 111.96 55.98 179.55

68.00 18.0 79.44 36.54 115.98 57.99 189.06

69.00 18.0 80.77 39.83 120.59 60.30 200.24

70.00 18.0 82.15 43.63 125.78 62.89 213.04

71.00 18.0 83.78 47.36 131.14 65.57 225.85

72.00 18.0 85.83 50.65 136.47 68.24 237.76

73.00 18.0 88.30 53.72 142.02 71.01 249.47

74.00 18.0 91.20 56.83 148.03 74.01 261.69

75.00 18.0 94.52 59.96 154.48 77.24 274.39

76.00 18.0 98.12 63.02 161.15 80.57 287.20

77.00 18.0 101.87 66.10 167.97 83.98 300.17

78.00 18.0 105.76 69.04 174.80 87.40 312.89

79.00 18.0 109.79 71.73 181.51 90.76 324.96

80.00 18.0 113.96 74.18 188.13 94.07 336.48

81.00 18.0 118.18 77.29 195.47 97.74 350.04

82.00 18.0 122.38 81.48 203.86 101.93 366.82

83.00 18.0 126.55 86.59 213.14 106.57 386.33

84.00 18.0 130.69 92.46 223.16…