24-8265_Exhibit_L-18_-_Structure_Geotech_Report_3.19.25.pdf

6011 Benjamin Road, Suite 106 • Tampa, Florida 33634 813-993-0093 • www.TSFGeo.com

State of Florida Registration No. 28073

Revised March 19, 2025

Kisinger Campo & Associates 13461 Parker Commons Blvd, Suite 104 Ft. Myers, FL 33912

Attn: Jesse E. Gill, PE Project Manager

RE: Final Structures Geotechnical Report 16th Street NE Bridge Collier County, Florida

FPID: 451283-1-58-01

TSF Project No. 7511-22-279

Dear Jesse, TIERRA SOUTH FLORIDA, Inc. (TSF) performed a geotechnical exploration and foundation evaluation for the above-subject bridge project. This study is performed in accordance with our Subconsultant Agreement. The results of the exploration program and subsequent geotechnical recommendations for the bridge plans are presented in this report. The Roadway Soil Survey, pavement, and miscellaneous structures will be addressed in separate reports. The report was updated to reflect FDOT’s FY 24-25 455 Standard Specification changes.

If you have any questions or comments regarding this report, please contact our office at your earliest convenience.

Sincerely

TSF, INC.

This document has been digitally signed and sealed by:

Amy L. Guisinger, P.E. Ramakumar Vedula, P.E.

Principal Engineer Principal Engineer FL License No. 63989 FL License No. 54873 On the date adjacent to the seal.

Printed copies of this document are not Considered signed and sealed and the signature must be verified on any electronic copies.

http://www.tsfgeo.com/

Table of Contents

1.0 PROJECT DESCRIPTION

2.0 SCOPE OF SERVICES

3.0 REVIEW OF USDA SOIL SURVEY AND USGS TOPOGRAPHIC MAP

4.0 FIELD EXPLORATION

5.0 LABORATORY TESTING

6.0 SUBSURFACE CONDITIONS

7.0 GROUNDWATER CONDITIONS

8.0 FOUNDATION EVALUATIONS AND RECOMMENDATIONS

8.1 Axial Capacity (Driven Piles)

8.2 Scour Considerations

8.3 Lateral Stability

8.4 Test Pile Program

8.5 Monitor Existing Structures

8.6 Environmental Classification

8.7 455 Pay Items for Driven Piles

9.0 REPORT LIMITATIONS

APPENDIX: USDA Soil Survey Map Report of Core Borings – Bridge Summary of Laboratory Test Results Grain Size Data Sheets Summary of Corrosion Test Results Axial Capacity Analysis Results for Driven Piles

FB Multi-Pier Soil Parameters for Driven Piles FHWA Checklist

Final Structures Geotechnical Report 1 16th Street NE Bridge Collier County, Florida

FPID: 451283-1-52-01

TSF Project No. 7511-22-279

1.0 PROJECT DESCRIPTION

The project includes approximately 3.3 miles of 16th Street NE from Golden Gate Boulevard to north of Randall Boulevard. The proposed improvements include a new bridge over the Golden Gate Main Canal, roadway widening, a 6-foot sidewalk on the west side of the roadway, drainage improvements, and mast arms at Randall Boulevard.

The purpose of this study was to provide geotechnical (i.e. soils and groundwater) input to the design team to assist in the design and construction of the proposed bridge foundations. The Roadway, sidewalk drainage improvements, and mast arms will be addressed under separate cover.

2.0 SCOPE OF SERVICES

A geotechnical engineering study was performed to explore the subsurface conditions within the general vicinity of the bridge site and provide geotechnical information to assist in the preparation of the design plan for bridge construction. The following services were provided:

1. Reviewed readily available published topographic and soil information. This information was obtained from the soil survey information published by the United States Department of Agriculture (USDA) Soil Conservation Services (SCS), and United States Geological Survey (USGS) Topographic Maps.

2. Performed a geotechnical exploration which included two (2) Standard Penetration Test (SPT) borings to depths of 175 feet below existing grade.

3. Visually classified and stratified the samples in the laboratory using the Unified Soil Classification System (USCS).

4. Performed laboratory testing which included sieve analysis (ASTM C 136), moisture content (ASTM D 2216), organic content tests (ASTM 2974), and corrosion series testing:

pH (FM 5-550), resistivity (FM 5-551), sulfate (FM 5-553), and chloride content (FM 5- 552).

5. Performed driven pile capacity analyses, and prepared FB-MultiPier Soil Parameters.

6. Prepared this report, which summarizes the course of study pursued, the field and laboratory data generated, the subsurface conditions encountered, and geotechnical recommendations for bridge foundations.

These geotechnical services were performed in general accordance with FDOT Soils and Foundations Handbook (SFH).

Final Structures Geotechnical Report 2

Collier County, Florida

FPID: 451283-1-52-01

TSF Project No. 7511-22-279

3.0 REVIEW OF USDA SOIL SURVEY AND USGS TOPOGRAPHIC MAP

A review of the Collier County Area Soil Survey, by United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS), identified one (1) soil mapping unit within the vicinity of the proposed bridge along the project corridor.

Map Unit Symbol Map Unit Name Depth to Water Table (inches)

Riviera, limestone substratum Copeland fine sand-Urban land association, 0 to 2 percent slopes

An excerpt from the USDA Soil Survey is presented in the Appendix.

Based on the USGS topographic map, the project area is at an approximate elevation of +10 feet, NAVD.

4.0 FIELD EXPLORATION

The subsurface conditions for the proposed bridge were explored with two (2) SPT borings to depths of 175 feet below existing grades. The borings were located using a hand-held GPS, and the locations were then surveyed by the project surveyor. The borings were drilled using a truck-mounted drill rig (CME-75) and mud rotary procedures. In the borings, samples of the in-place materials were obtained continuously in the upper 10 feet and at a 2.5-foot interval, thereafter. The soil samples were returned to our laboratory for visual classification by a Geotechnical Engineer.

5.0 LABORATORY TESTING

Representative soil samples collected from the borings were classified and stratified in general accordance with the Unified Soil Classification System (USCS). Our classification was based on visual inspection and laboratory testing on select samples to confirm our visual classification. The laboratory testing included sieve analysis (ASTM C 136), moisture content (ASTM D 2216), organic content tests (ASTM 2974), and corrosion series testing: pH (FM 5-550), resistivity (FM 5-551), sulfate (FM 5-553), and chloride content (FM 5-552).

6.0 SUBSURFACE CONDITIONS

Subsurface conditions encountered in the borings primarily consisted of very loose to very dense sands in the upper 10 feet. Very hard limestone was then encountered to depths of approximately 25 feet. The borings continued to encounter intermittent layers of hard limestone and silty sands with limestone and shell to the boring termination depth of 175 feet. There was also a layer of soft

Final Structures Geotechnical Report 3

Collier County, Florida

FPID: 451283-1-52-01

TSF Project No. 7511-22-279 silts encountered at approximate depths of 85 to 105 feet. The soil profiles encountered at each of the boring locations are presented in the Report of Core Borings presented in the Appendix.

A Geotechnical Engineer bases soil stratification on a visual review of the recovered samples, laboratory testing, and interpretation of the field boring logs. The boring stratification lines 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 each boring location, variations do occur and should be expected among the borings.

7.0 GROUNDWATER CONDITIONS

The groundwater level was measured at the boring locations following the termination of drilling.

The groundwater table was encountered at an approximate depth of 5 feet below the existing ground surface.

Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences (i.e. existing canals, swales, drainage ponds, underdrains, and areas of covered soils like paved parking lots and sidewalks). Fluctuation should be anticipated. We recommend that the Contractor determine the actual groundwater levels at the time of construction to determine groundwater impact on construction procedures.

8.0 FOUNDATION EVALUATIONS AND RECOMMENDATIONS

PCP piles are feasible foundation alternatives. They are widely used, readily available, and proven foundation systems in Florida. PCP generally has a lower cost per ton of capacity than other pile types. The minimum size for PCP is 18-inches square, as referenced in the Structures Design Guidelines, the nearby 8th Street Bridge NE over Golden Gate Main Canal is supported by 18-inch PCPs. A disadvantage of PCP is the potential impact driving operation may have on existing structures and the potential for damaging the pile when driving through limestone.

It is our understanding that driven 18-inch square prestressed concrete piles (PCP) are the chosen foundations for the 16th Street NE Bridge.

Final Structures Geotechnical Report 4

Collier County, Florida

FPID: 451283-1-52-01

TSF Project No. 7511-22-279

8.1 Axial Capacity (Driven Piles)

Axial capacities of 18 square PCP were computed using the current version of FB-DEEP. It will be required to perform to reach the required minimum tip elevation due to the presence of hard limestone. The axial pile capacity analyses account for the recommended preform elevations and scour elevation from the BDR. The capacity curves and input/output files are provided in the Appendix.

The results indicate that maximum nominal bearing resistances for 18-inch square PCPs are obtained at the following elevations:

Bent/Pier No.

Boring No.

Factored Design Load (tons)

Total/Net Scour

Resistance (tons)

100- Year Scour Elev.

(ft.)

Cut-Off Elev.

(ft.)

Minimum Tip /

Required Preform

Elev.

(ft.)

NBR

(tons)

Est. Pile Tip Elev.

For Axial Capacity

(ft.)

Test Pile

Length (ft.)

1/4 B-1/B-2 138 N/A N/A 12.9 to 13.5 -23 184 -38/-54 85

2/3 B-1/B-2 141 15/0 -1.7 13.8 to 14.3 -26 188 -38/-56 85

Pile refusal may be achieved, and design capacities reached, during pile installation at different elevations than those indicated from the FB-DEEP analyses.

The design capacity or Nominal Bearing Resistance (NBR) is calculated from the following:

Nominal Bearing Capacity = (Factored Design Load + Net Scour + Downdrag)/Φ

It is recommended that all the piles are dynamically monitored. Therefore, a resistance factor of Φ=0.75 is used for compression and 0.60 for uplift of production piles.

Downdrag is not anticipated within the estimated driving depths. This should be re-evaluated, if the piles are driven through the upper bearing layers through the silts encountered at depths of 85 to 105 feet.

No reduction of the individual pile capacities will be required if piles are spaced center-to-center at 3 times their width or greater.

Temporary casing may be required due to an upper layer of caving soils.

Final Structures Geotechnical Report 5

Collier County, Florida

8.2 Scour Considerations

The mean particle size, D50 (mm) was determined based on grain-size analyses of soil samples from the bridge borings. Based on these results the D50 is 0.2 mm. However, due to hard limestone encountered at shallow depths, predrilled pile holes are recommended to the minimum tip elevation. Hence, scour resistance is negligible and net scour resistance may be taken as zero for the foundation analyses.

8.3 Lateral Stability

We understand that lateral stability analyses will be performed by the Structural Engineer to determine minimum tip elevations. FBMultiPier soil parameters for the lateral stability analyses are included in the Appendix.

8.4 Test Pile Program

We recommend that a test pile program be conducted to verify driving conditions and refine estimates of pile lengths. Test piles should be tested and monitored in accordance with FDOT Standard Specification Section 455.

8.5 Monitor Existing Structures

Vibration producing construction activities such as pile driving, sheet pile installation, and extraction, drilled shaft casing installation, and extraction, drilled shaft excavations, and compaction with vibratory rollers can cause vibrations and vibration-induced settlement and damage to the adjacent structures. Hence, vibration and settlement monitoring and pre- and post-construction surveys of the adjacent structures/utilities will be required depending on how the construction is phased. Settlement and vibration monitoring of existing structures will be required following the FDOT Standard Specification Section 108.

At a minimum, we recommend the contractor inspect and survey the condition of the existing structures listed in the table below for the construction of the proposed bridge.

Properties Recommended for Settlement and Vibration Monitoring Site No. Address Tax Parcel ID Structure Usage Recommendations

1. 871 16TH ST NE 39271880004 Residential Pre/Post Condition Survey and Vibration Monitoring

2. 840 16TH ST NE 39321680002 Residential Pre/Post Condition Survey

3. 830 16TH ST NE 39321640000 Residential Pre/Post Condition Survey

4. 918 16TH ST NE 37390040002 Residential Pre/Post Condition Survey and Vibration Monitoring

5. 921 16TH ST NE 37448840002 Residential Pre/Post Condition Survey

6. 941 16TH ST NE 37448880004 Residential Pre/Post Condition Survey and Vibration Monitoring

7. 980 16TH ST NE 37390080004 Residential Pre/Post Condition Survey

Final Structures Geotechnical Report 6

Collier County, Florida

Notes: Vibration monitoring is required for all structures at property location; inclusive of residential building structures, associated in‐ground swimming pools, and associated deck areas and all other improvements on listed property. The above list is based on structures existing as of August 1, 2023. The Contractor should evaluate the need for additional pre and post condition surveys and vibration monitoring required in accordance with FDOT Standard Specification 108.

8.6 Environmental Classification

Environmental corrosion tests include parameters such as pH, resistivity, sulfate, and chloride content. These laboratory test results were used to perform the environmental classification in accordance with FDOT Structures Design Guidelines. The results of these tests are presented in the Appendix.

The environmental classification for the substructure is moderately aggressive for steel and concrete (resistivity = 2,300 ohm-cm), and slightly aggressive for the superstructure. This is based on a water sample obtained by the FDOT within the canal during the 2016 geotechnical study for the 8th Street NE bridge. Although the current test results correspond to a slightly aggressive environment for concrete, based on previous discussions with the FDOT’s State Materials Office Corrosion and Durability Department, the environmental classification should be the most aggressive environmental classification for the bridge structure.

8.7 455 Pay Items for Driven Piles The 2024/2025 Standard Specifications for Road and Bridge Construction revised the 455 Specification and associated pay items. The following pay items were coordinated with the Structural Engineer and are provided as guidance for estimation purposes.

Pay Item: Estimate:

455-15-14 Preformed Pile Holes Length of preform.

455-15-24 Preformed Pile Holes, Casing Average 40 feet per pile.

455-20-1 Pile Inspection Driven 1 per driven pile.

455-34-3 Prestressed Concrete Piling # of piles x test pile length 455-137 Dynamic Load Tests 1 per driven pile.

455-137-2 Verification Test 1 per foundation unit.

455-143-3 Test Piles 1 per foundation unit.

This list addresses the new pay items related to the changes to the Standard Specification and may not include all 455 pay items required for this project.

Final Structures Geotechnical Report 7

Collier County, Florida

9.0 REPORT LIMITATIONS

Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted Geotechnical engineering principles and practices.

This company is not responsible for the conclusions, opinions, or recommendations made by others based on this data.

The scope of the investigation was intended to evaluate soil conditions within the influence zone of the deep foundations. The analysis and recommendations submitted in this report are based on the data obtained from the soil borings performed at the locations indicated. If any subsoil variations become evident during this project, a re-evaluation of the recommendations contained in this report will be necessary after we have had an opportunity to observe the characteristics of the condition encountered. The applicability of the report should also be reviewed in the event significant changes occur in the design, nature, or location of the proposed structure.

The scope of our services does not include any environmental assessment or investigation for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the site studied. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of our client.

APPENDIX

USDA Soil Survey

Custom Soil Resource Report Soil Map

442280 442350 442420 442490 442560 442630 442700 442770 442840 442910 442980

442280 442350 442420 442490 442560 442630 442700 442770 442840 442910 442980

26° 14' 56'' N

4'

1' ' W

26° 14' 56'' N

4'

4' ' W

26° 14' 40'' N

4'

1' ' W

26° 14' 40'' N

4'

4' ' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 150 300 600 900

Feet 0 45 90 180 270

Meters Map Scale: 1:3,350 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

Collier County Area, Florida

99—Water

Map Unit Composition Water: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Water

Interpretive groups Land capability classification (irrigated): None specified Forage suitability group: Forage suitability group not assigned (G156AC999FL) Other vegetative classification: Forage suitability group not assigned

(G156AC999FL)

Hydric soil rating: Unranked

105—Chobee, limestone substratum-Dania, ponded-Urban land association, 0 to 1 percent slopes

Map Unit Setting National map unit symbol: 2y0j3 Elevation: 0 to 40 feet Mean annual precipitation: 46 to 64 inches Mean annual air temperature: 72 to 77 degrees F Frost-free period: 360 to 365 days Farmland classification: Not prime farmland

Map Unit Composition Chobee, limestone substratum, and similar soils: 32 percent Dania and similar soils: 28 percent Urban land: 25 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Chobee, Limestone Substratum

Setting Landform: Depressions on marine terraces Landform position (three-dimensional): Tread, dip Down-slope shape: Linear, concave Across-slope shape: Linear, concave Parent material: Loamy marine deposits over limestone

Typical profile A1 - 0 to 6 inches: fine sandy loam A2 - 6 to 13 inches: fine sandy loam Btg - 13 to 45 inches: sandy clay loam 2R - 45 to 55 inches: bedrock

Properties and qualities Slope: 0 to 1 percent

Depth to restrictive feature: 33 to 80 inches to lithic bedrock Drainage class: Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 0 inches Frequency of flooding: None Frequency of ponding: Frequent Calcium carbonate, maximum content: 4 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water supply, 0 to 60 inches: Moderate (about 7.1 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7w Hydrologic Soil Group: C/D Forage suitability group: Loamy and clayey soils on stream terraces, flood plains, or in depressions (G155XB345FL) Other vegetative classification: Freshwater Marshes and Ponds (R155XY010FL), Loamy and clayey soils on stream terraces, flood plains, or in depressions

(G155XB345FL)

Hydric soil rating: Yes

Description of Dania

Setting Landform: Depressions on marine terraces Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Concave Parent material: Herbaceous organic material over limestone

Typical profile Oa - 0 to 14 inches: muck Cg - 14 to 16 inches: fine sand 2R - 16 to 26 inches: bedrock

Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: 10 to 29 inches to lithic bedrock Drainage class: Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): High to very high (1.98 to 19.98 in/hr) Depth to water table: About 0 inches Frequency of flooding: None Frequency of ponding: Frequent Calcium carbonate, maximum content: 4 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water supply, 0 to 60 inches: Low (about 5.8 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7w Hydrologic Soil Group: A/D

Forage suitability group: Organic soils in depressions and on flood plains

(G156AC645FL)

Other vegetative classification: Freshwater Marshes and Ponds (R156AY010FL), Organic soils in depressions and on flood plains (G156AC645FL)

Hydric soil rating: Yes

Description of Urban Land

Setting Landform: Flatwoods on marine terraces Landform position (three-dimensional): Riser, talf Down-slope shape: Linear Across-slope shape: Linear Parent material: No parent material

Interpretive groups Land capability classification (irrigated): None specified Forage suitability group: Forage suitability group not assigned (G155XB999FL) Other vegetative classification: Forage suitability group not assigned

(G155XB999FL)

Hydric soil rating: Unranked

Minor Components

Gator Percent of map unit: 5 percent Landform: Depressions on marine terraces Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Concave Other vegetative classification: Freshwater Marshes and Ponds (R155XY010FL), Organic soils in depressions and on flood plains (G155XB645FL) Hydric soil rating: Yes

Brynwood Percent of map unit: 5 percent Landform: Flatwoods on marine terraces Landform position (three-dimensional): Tread, talf Down-slope shape: Linear Across-slope shape: Linear Other vegetative classification: South Florida Flatwoods (R155XY003FL), Sandy soils on flats of mesic or hydric lowlands (G155XB141FL) Hydric soil rating: Yes

Chobee, limestone substratum Percent of map unit: 3 percent Landform: Depressions on marine terraces Landform position (three-dimensional): Tread, talf, dip Down-slope shape: Linear, concave Across-slope shape: Linear, concave Other vegetative classification: Freshwater Marshes and Ponds (R155XY010FL), Loamy and clayey soils on stream terraces, flood plains, or in depressions

(G155XB345FL)

Hydric soil rating: No

St. augustine Percent of map unit: 2 percent

Landform: Marine terraces Landform position (three-dimensional): Tread, dip Down-slope shape: Convex Across-slope shape: Linear Other vegetative classification: Forage suitability group not assigned

(G155XB999FL)

Hydric soil rating: No

132—Riviera, limestone substratum-Copeland fine sand-Urban land association, 0 to 2 percent slopes

Map Unit Setting National map unit symbol: 2x9g3 Elevation: 0 to 30 feet Mean annual precipitation: 46 to 64 inches Mean annual air temperature: 70 to 77 degrees F Frost-free period: 360 to 365 days Farmland classification: Not prime farmland

Map Unit Composition Riviera, limestone substratum, and similar soils: 36 percent Urban land: 30 percent Copeland and similar soils: 27 percent Minor components: 7 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Riviera, Limestone Substratum

Setting Landform: Drainageways on marine terraces, flats on marine terraces Landform position (three-dimensional): Tread, dip, talf Down-slope shape: Linear, convex Across-slope shape: Concave, linear Parent material: Sandy and loamy marine deposits over limestone

Typical profile A - 0 to 6 inches: fine sand E - 6 to 32 inches: fine sand Btg/E - 32 to 45 inches: sandy clay loam Btg - 45 to 54 inches: sandy clay loam 2R - 54 to 64 inches: bedrock

Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: 31 to 80 inches to lithic bedrock Drainage class: Poorly drained Runoff class: Negligible

Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr)

Depth to water table: About 0 inches Frequency of flooding: None Frequency of ponding: Frequent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water supply, 0 to 60 inches: Moderate (about 6.5 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: B/D Forage suitability group: Sandy over loamy soils on flats of hydric or mesic lowlands (G156AC241FL) Other vegetative classification: Wetland Hardwood Hammock (R156AY012FL), Sandy over loamy soils on flats of hydric or mesic lowlands (G156AC241FL) Hydric soil rating: Yes

Description of Urban Land

Setting Landform: Flatwoods on marine terraces Landform position (three-dimensional): Riser, talf Down-slope shape: Linear Across-slope shape: Linear Parent material: No parent material

Interpretive groups Land capability classification (irrigated): None specified Forage suitability group: Forage suitability group not assigned (G155XB999FL) Other vegetative classification: Forage suitability group not assigned

(G155XB999FL)

Hydric soil rating: Unranked

Description of Copeland

Setting Landform: Flats on marine terraces, depressions on marine terraces Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Concave Parent material: Sandy and loamy marine deposits over limestone

Typical profile A1 - 0 to 6 inches: fine sand A2 - 6 to 14 inches: fine sand E - 14 to 18 inches: fine sand Btg - 18 to 24 inches: sandy clay loam 2Ck - 24 to 30 inches: marly silt loam 3R - 30 to 40 inches: bedrock

Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: 16 to 54 inches to lithic bedrock Drainage class: Very poorly drained Runoff class: Negligible

Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 1.98 in/hr)

Depth to water table: About 0 inches Frequency of flooding: None Frequency of ponding: Frequent Calcium carbonate, maximum content: 40 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water supply, 0 to 60 inches: Low (about 3.5 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7w Hydrologic Soil Group: C/D Forage suitability group: Loamy and clayey soils on flats of hydric or mesic lowlands (G156AC341FL) Other vegetative classification: Slough (R156BY011FL), Loamy and clayey soils on flats of hydric or mesic lowlands (G156AC341FL) Hydric soil rating: Yes

Minor Components

Cypress lake Percent of map unit: 5 percent Landform: Drainageways on marine terraces, flats on marine terraces Landform position (three-dimensional): Tread, dip, talf Down-slope shape: Linear, convex Across-slope shape: Concave, linear Other vegetative classification: South Florida Flatwoods (R155XY003FL), Sandy over loamy soils on flats of hydric or mesic lowlands (G155XB241FL) Hydric soil rating: Yes

Riviera, limestone substratum Percent of map unit: 2 percent Landform: Flats on marine terraces, drainageways on marine terraces Landform position (three-dimensional): Tread, talf, dip Down-slope shape: Linear, convex Across-slope shape: Linear, concave Other vegetative classification: Wetland Hardwood Hammock (R156AY012FL), Sandy over loamy soils on flats of hydric or mesic lowlands (G156AC241FL) Hydric soil rating: No

Report of Core Borings – Bridge a l,Q

0) Lt')

..c..

-�-IJ-01

r

I

Bore # Station Offset

Elevation Date

Driller Hammer

Rig Latitude

Longitude

MC=27.2%

-200=57.5%

Pl=NP

50/2

B

B

B-01 159+05 BL Survey

20' RT

12.2 9/2/2022 Y.Oviedo

AUTO

CME-75

26.246466 -81.574436 -----

MC=25.4%

0C=7.2%

-200=16.8% BROWN SILTY SAND WITH LIMEROCK AND PI=NP SHELL TRACE ROOTS (FILL) '----'--'--'-'-'--'

BROWN SILTY SAND WITH ROOTS AND

LIMESTONE (SM)

LIGHT BROWN TO BROWN SILTY SAND

WITH LIMESTONE AND SHELL (SM)

LIGHT BROWN LIMESTONE

MC=18.8%

0C=2.7%

-200=38.9% Pl=NP

LIGHT BROWN LIMESTONE WITH SAND AND SHELL

LIGHT BROWN TO BROWN SILTY SAND

WITH LIMESTONE AND SHELL (SM)

LIGHT BROWN TO BROWN LIMESTONE

CEMENTED SAND, LIMESTONE AND COQUINA

LIGHT BROWN LIMESTONE WITH SHELL

CEMENTED SAND, LIMESTONE AND COQUINA

LIGHT BROWN TO BROWN SILTY SAND

WITH LIMESTONE AND SHELL (SM)

CEMENTED SAND, LIMESTONE AND COQU/NA

LIGHT BROWN LIMESTONE

LIGHT BROWN TO BROWN SILTY SAND

WITH LIMESTONE AND SHELL (SM)

BROWN INORGANIC SILTS (ML)

BROWN SILTY SAND TRACE LIMESTONE (SM)

BROWN SILTY SAND WITH LIMESTONE (SM)

Bore# Station Offset

Elevation Date

Driller Hammer

Rig Latitude

Longitude

B-02 160+40 BL Survey

23' RT

11.9 9/13/2022 Y.Oviedo

AUTO

CME-75

26.246836 -81.574429

ASPHALT

IGHT BROWN SAND WITH LIMEROCK (FILL)

LIGHT BROWN TO BROWN SILTY SAND WITH LIMESTONE AND SHELL (SM)

DARK BROWN SILTY SAND WITH ORGANICS (SM/OL)

BROWN SILTY SAND WITH ROOTS (SM)

LIGHT BROWN SILTY SAND WITH SHELL TRACE LIMESTONE (SM)

LIGHT BROWN TO BROWN SILTY SAND WITH LIMESTONE AND SHELL (SM)

LIGHT BROWN LIMESTONE

LIGHT BROWN LIMESTONE WITH SAND AND SHELL

LIGHT BROWN TO BROWN SILTY SAND WITH LIMESTONE AND SHELL (SM)

LIGHT BROWN LIMESTONE WITH SAND AND SHELL

LIGHT BROWN TO BROWN SILTY SAND

WITH LIMESTONE AND SHELL (SM)

LIGHT BROWN LIMESTONE WITH SAND AND SHELL

LIGHT BROWN LIMESTONE

LIGHT BROWN LIMESTONE WITH SAND AND SHELL

LIGHT BROWN TO BROWN SILTY SAND

WITH LIMESTONE AND SHELL (SM)

LIGHT BROWN LIMESTONE WITH SAND AND SHELL

LIGHT BROWN TO BROWN SILTY SAND

WITH LIMESTONE AND SHELL (SM)

LIGHT BROWN LIMESTONE WITH SAND AND SHELL

LIGHT BROWN TO BROWN SILTY SAND

WITH LIMESTONE AND SHELL (SM)

LIGHT BROWN LIMESTONE WITH SAND AND SHELL

LIGHT BROWN LIMESTONE

LIGHT BROWN LIMESTONE WITH SAND AND SHELL

LIGHT BROWN TO BROWN SILTY SAND

WITH LIMESTONE AND SHELL (SM)

BROWN INORGANIC SILTS (ML)

BROWN SILTY SAND WITH LIMESTONE (SM)

BROWN INORGANIC SILTS (ML)

BROWN SILTY SAND WITH LIMESTONE (SM)

BROWN INORGANIC SILTS (ML)

BROWN SILTY SAND WITH LIMESTONE (SM)

-30

-35

-40

-45

-50

-55

-60

-65

-70

-75

-BO

rr, r--

-85�

-90�

-95� rr, -, -101J

-105

LEGEND

Asphalt I Topsoil

Sand

Gravelly Sand

Limestone

NOTES:

fff.Jtl

[IIl

Silty Sand

Coquina

Silt

SZ ENCOUNTERED WATER TABLE DURING DRILLING

N NUMBERS TO THE LEFT OF BORINGS INDICATE

SPT VALUE FOR 12" PENETRATION.

(UNLESS OTHERWISE NOTED)

GNE GROUNDWATER NOT ENCOUNTERED IN UPPER 10 FEET

WOH WEIGHT OF HAMMER

I I CASING

MC= NATURAL MOISTURE CONTENT(%)

-200= FINES PASSING #200 SIEVE(%)

OC= ORGANIC CONTENT (%)

LL= LIQUID LIMIT (%)

Pl= PLASTICITY INDEX (%)

NP= INDICATES NON-PLASTIC

1. STRATA BOUNDARIES ARE APPROXIMATE AND MAY

VARY BETWEEN OR AWAY FROM BORING LOCATIONS.

2. BORING LOCATIONS WERE MARKED IN THE FIELD

USING A HANDHELD GPSMap GARMIN 78s. ACTUAL

LOCATIONS AND THEIR COORDINATES ARE

APPROXIMATE. STATION AND OFFSETS WERE

DETERMINED BASED ON THE ALIGNMENT FILE.

3. STATION, OFFS£T AND ELEVATIONS WERE

PROVIDED BY THE PROJECT SURVEYOR

STANDARD PENETRATION TEST DATA

SPOON INSIDE DIA. 1.375 inches SPOON OUTSIDE DIA. 2.0 inches AVG. HAMMER DROP 30.0 inches HAMMER WEIGHT 140.0 pounds

SPT CONSISTENCY CHART (SILTS AND CLAYS)

SAFETY HAMMER AUTOMATIC HAMMER

SPT N-VALUE SPT N-VALUE

l..i c::, c::, <o u., ..J

::, a:

a:

:,.. ..J ..J <( I--a u., ..J

Wflf.J L��g��oii ��� w

�i!tnst1

ND

-110 ;;: CONSISTENCY (BLOW/FOOT) (BLOW/FOOT) ------ '-------- 1-----------

LIGHT BROWN TO BROWN SILTY SAND lJ VERY SOFT LESS THAN 2 LESS THAN 1 LIGHT BROWN LIMESTONE WITH SAND AND SHELL WITH LIMESTONE AND SHELL (SM) -115 a,;: � a

SOFT 2 - 4 1 - 3

FIRM 4 - 8 3 - 6 � a: STIFF 8 - 15 6 - 12 LIGHT BROWN TO BROWN SILTY SAND -120 1---

}0

WITH LIMESTONE AND SHELL (SM)

�u., VERY STIFF 15 - 30 12 - 24

� -125

HARD GREATER THAN 30 GREATER THAN 24

,; LIGHT BROWN LIMESTONE WITH SAND AND SHELL u., SPT DENSITY CHART I GRANULAR MATERIALS

SAFETY HAMMER AUTOMATIC HAMMER /

t

LIGHT BROWN TO BROWN SILTY SAND -130

RELATIVE SPT N-VALUE SPT N-VALUE

- WITH LIMESTONE AND SHELL (SM) .,

i -135

2.EJ!?J.T.!_ - - (BLOW/FOOT) (BLOW/FOOT)

'-------- 1....--------

VERY LOOSE LESS THAN 4 LESS THAN 3

LOOSE 4 - 10 3 - 8

'.3 LIGHT BROWN LIMESTONE WITH SAND AND SHELL -140 u., Ci LIGHT BROWN LIMESTONE WITH SAND AND SHELL i)i

MEDIUM 10 - 30 8 - 24

DENSE 30 - 50 24 - 40

"' -145 <ll � -VERY DENSE GREATER THAN 50 GREATER THAN 40

;, -150 ENVIRONMENTAL CLASSIFICATION t

� bf Plf.J L��g��o1i ��� w

�i!tljs5r.i1

ND

_155

SUPERSTRUCTURE: SLIGHTLY AGGRESSIVE �

� SUBSTRUCTURE:

LIGHT BROWN LIMESTONE WITH SAND AND SHELL _160 STEEL / CONCRETE: MODERATELY AGGRESSIVE

§ c.. Resistivity (water sample)=2,300 Ohm-cm a: ' -165 ftl � Boring Terminated Boring Terminated � ,. "" at Elev. -162.Bft at Elev. -163.lft u ��

Casing Length 173ft Casing Length 173ft l1----------------------------------.--------------r------------------.--------------=a..;..R;.;;..10;;;....;;;;G..;;;E;......;..;N;..;;o'-'._o.,.3"'-4"""'1'""'a""""6_., � t' REVISIONS ENGINEER OF RECORD �1--------------------------�---------------------l § DATE DESCRIPTION DATE DESCRIPTION AMY GUISINGER, P.E.

o LICENSE NUMBER 63989

TIERRA SOUTH FLORIDA, INC.

: 6011 BENJAMIN RD

i3 SUITE 106

COLLIER COUNTY TRANSPORTATION

MANAGEMENT SERVICES DEPARTMENT

ROAD NAME COUNTY FINANCIAL PROJECT ID

16th ST NE COLLIER 451283-1-58-01

REPORT OF CORE BORffNG

SHEET

NO.

GB-1

� L_ __ ...1.. ________________ ....J.. ___ J..._ ________________ .J.... ___ .,:.T.:.:

A

M

P

A

, .:.:F

L...;3;;.;;3;;.:;

:.;;3�4 ______ ...1... ____ ...1... _______ ..1... _______ __. _________________________ _._ ____ _, Summary of Laboratory Test Results

3/4" 3/8" #4 #10 #40 #60 #100 #200

B-01 0 TO 2 2 SM 90 86 81 73 61 48 28 17 BROWN SILTY SAND WITH

LIMEROCK AND SHELL TRACE

ROOTS (SM)

8.7

B-01 6 TO 8 3 SM 94 87 83 78 72 59 36 23 BROWN SILTY SAND WITH

ROOTS AND LIMESTONE (SM)

2.6 22.2

B-01 10 TO 12.5 4 SM 96 88 76 66 50 41 32 25 LIGHT BROWN TO BROWN SILTY

SAND WITH LIMESTONE AND

SHELL (SM)

13.7

B-01 27.5 TO 30 4 SM 100 83 73 65 53 50 36 18 LIGHT BROWN TO BROWN SILTY

SAND WITH LIMESTONE AND

SHELL (SM)

18.8

B-01 87.5 TO 90 8 ML 100 100 100 100 98 96 89 58 BROWN INORGANIC SILTS (ML) 27.2

B-02 2 TO 4 4 SM 100 97 95 89 73 57 31 17 LIGHT BROWN TO BROWN SILTY

SAND WITH LIMESTONE AND

SHELL (SM)

7.2 25.4

B-02 6 TO 8 14 SM 100 100 99 97 92 78 53 39 BROWN SILTY SAND TRACE

ROOTS (SM)

2.7 18.8

Organic Content (%)

Natural Moisture

Content (%)

SUMMARY OF LABORATORY TESTS

Geotechnical Services Report

Design Services for 16th Street NE Bridge Collier County, FL

TSFGeo Project No. 7511-22-279

Boring Number

Sample Depth (ft)

Stratum Number

Unified Symbol

Sieve Analysis, Percentage Passing Written Description

Grain Size Data Sheets

DATE: 9/20/2022

ASTM D 2487 Classification of Soil for Engineering Purposes Coarse Sand < #4 and > #10

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-01 SAMPLE # 1 DEPTH (ft): 0 TO 2

STRATUM: 2

SOIL CLASSIFICATION: A-2-4

MC% 8.7

OC%

-200% 17

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cc = (D30)^2 / (D10 x D60) =1

BROWN SILTY SAND WITH LIMEROCK AND SHELL TRACE ROOTS (SM)

Cu = D60 / D10 = 5

GRAIN SIZE DATA SHEET

PROJECT INFORMATION

Geotechnical Services Report Design Services for 16th Street NE Bridge

Collier County, FL TSFGeo Project No. 7511-22-279

0.010.1110100

PE

RC

EN

T

PA

SS

IN

G

SIEVE OPENING SIZE (mm)

GRAIN SIZE DISTRIBUTION CURVE

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-01 SAMPLE # 4 DEPTH (ft): 6 TO 8

STRATUM: 3

SOIL CLASSIFICATION: A-2-4

MC% 22.2

OC% 2.56

-200% 23

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

BROWN SILTY SAND WITH ROOTS AND LIMESTONE (SM)

Cu = D60 / D10 = 4

PROJECT INFORMATION

Geotechnical Services Report Design Services for 16th Street NE Bridge

Collier County, FL TSFGeo Project No. 7511-22-279

0.010.1110100

PE

RC

EN

T

PA

SS

IN

G

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-01 SAMPLE # 6 DEPTH (ft): 10 TO 12.5

STRATUM: 4

SOIL CLASSIFICATION: A-1-b

MC% 13.7

OC%

-200% 25

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cc = (D30)^2 / (D10 x D60) =0

LIGHT BROWN TO BROWN SILTY SAND WITH LIMESTONE AND SHELL (SM)

Cu = D60 / D10 = 15

PROJECT INFORMATION

Geotechnical Services Report Design Services for 16th Street NE Bridge

Collier County, FL TSFGeo Project No. 7511-22-279

0.010.1110100

PE

RC

EN

T

PA

SS

IN

G

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-01 SAMPLE # 13 DEPTH (ft): 27.5 TO 30

STRATUM: 4

SOIL CLASSIFICATION: A-2-4

MC% 18.8

OC%

-200% 18

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 13

PROJECT INFORMATION

Geotechnical Services Report Design Services for 16th Street NE Bridge

Collier County, FL TSFGeo Project No. 7511-22-279

0.010.1110100

PE

RC

EN

T

PA

SS

IN

G

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-01 SAMPLE # 37 DEPTH (ft): 87.5 TO 90

STRATUM: 8

SOIL CLASSIFICATION: A-4

MC% 27.2

OC%

-200% 58

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

BROWN INORGANIC SILTS (ML)

Cu = D60 / D10 = 1

PROJECT INFORMATION

Geotechnical Services Report Design Services for 16th Street NE Bridge

Collier County, FL TSFGeo Project No. 7511-22-279

0.010.1110100

PE

RC

EN

T

PA

SS

IN

G

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-02 SAMPLE # 2 DEPTH (ft): 2 TO 4

STRATUM: 4

SOIL CLASSIFICATION: A-8

MC% 25.4

OC% 7.19

-200% 17

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

Cu = D60 / D10 = 4

PROJECT INFORMATION

Geotechnical Services Report Design Services for 16th Street NE Bridge

Collier County, FL TSFGeo Project No. 7511-22-279

0.010.1110100

PE

RC

EN

T

PA

SS

IN

G

Coarse Gravel < 3" and > 3/4" Medium Sand < #10 and > #40

Fine Gravel < 3/4" and > #4 Fine Sand < #40 and > #200

BORING # B-02 SAMPLE # 4 DEPTH (ft): 6 TO 8

STRATUM: 14

SOIL CLASSIFICATION: A-4

MC% 18.8

OC% 2.66

-200% 39

ATTERBERG LIMIT ( - #40 Material )

LIQUID LIMIT

PLASTIC LIMIT

PLASTIC INDEX

BROWN SILTY SAND TRACE ROOTS (SM)

Cu = D60 / D10 = 2

PROJECT INFORMATION

Geotechnical Services Report Design Services for 16th Street NE Bridge

Collier County, FL TSFGeo Project No. 7511-22-279

0.010.1110100

PE

RC

EN

T

PA

SS

IN

G

Summary of Corrosion Test Results

Steel Concrete DB-01 0.0 - 2.0 6.7 20,000 60 0.0 Moderately Aggressive Slightly Aggressive DB-04 0.0 - 2.0 6.4 15,000 60 0.0 Moderately Aggressive Slightly Aggressive DB-07 0.0 - 2.0 6.3 17,000 60 0.0 Moderately Aggressive Slightly Aggressive DB-10 0.0 - 2.0 6.2 7,800 60 0.0 Moderately Aggressive Slightly Aggressive DB-17 0.0 - 2.0 8.5 7,000 45 0.0 Slightly Aggressive Slightly Aggressive DB-20 0.0 - 2.0 8.4 10,100 45 0.0 Slightly Aggressive Slightly Aggressive DB-23 0.0 - 2.0 6.2 19,000 75 0.0 Moderately Aggressive Slightly Aggressive DB-25 2.0 - 4.0 8.5 18,000 60 0.0 Slightly Aggressive Slightly Aggressive DB-30 2.0 - 4.0 6.6 4,300 45 0.0 Moderately Aggressive Slightly Aggressive

** Any reading represented as "0.0" is below the detection limit of 4.8 ppm

* As per FDOT Structures Design Guidelines, Table 1.3.2-1, Updated January, 2022

TIERRA SOUTH FLORIDA

Environmental Classification* (Soil)

Resistivity (ohm-cm)

(FM 5-551)

Chlorides (ppm)

(FM 5-552)

Sulfates (ppm)

(FM 5-553)

TSF Project No: 7511-22-279

SUMMARY OF CORROSION TEST RESULTS

Project Name Design Services for 16th Street NE Bridge Collier County, Florida

Boring Number

Depth (ft) pH

(FM 5-550)

Samples were obtained from the drainage structure borings which will be provided in the Roadway Soil Survey Report.

Capacity Curves and

Output Files

Florida Bridge Software Institute Date: March 19, 2025 Shaft and Pile Analysis (FB-Deep v.3.1.0) Time: 13:25:15

General Information:

Input file: .....ces for 16th Street NE Bridge (KCA)\FBDEEP\2025\B-1_Preform.in Project number: 7511-22-279 Job name: 16TH STREET NE Engineer: AG Units: English

Analysis Information:

Analysis Type: SPT

Soil Information:

Boring date: 2/9/22, Boring Number: B-1 Station number: 159+05 Offset: +20

Ground Elevation: 12.200(ft)

Hammer type: Automatic Hammer, Correction factor = 1.24

ID Depth No. of Blows Soil Type

(ft) (Blows/ft) 1 0.00 0.00 5- Cavity layer 2 2.00 10.00 5- Cavity layer 3 4.00 10.00 5- Cavity layer 4 6.00 8.00 5- Cavity layer 5 8.00 10.00 3- Clean sand 6 10.00 5.00 3- Clean sand 7 10.10 5.00 3- Clean sand 8 12.50 10.00 3- Clean sand 9 15.00 10.00 3- Clean sand 10 17.50 10.00 3- Clean sand 11 20.00 10.00 3- Clean sand 12 22.50 10.00 3- Clean sand 13 22.60 5.00 3- Clean sand 14 25.00 5.00 3- Clean sand 15 27.50 5.00 3- Clean sand 16 30.00 3.00 3- Clean sand 17 32.50 4.00 3- Clean sand 18 32.60 10.00 3- Clean sand 19 35.00 10.00 3- Clean sand

20 35.10 100.00 4- Lime Stone/Very shelly sand 21 36.20 100.00 2- Clay and silty sand 22 40.00 100.00 2- Clay and silty sand 23 42.50 100.00 2- Clay and silty sand 24 45.00 100.00 2- Clay and silty sand 25 45.10 24.00 1- Plastic Clay 26 47.50 24.00 2- Clay and silty sand 27 47.60 24.00 1- Plastic Clay 28 50.00 100.00 2- Clay and silty sand 29 52.50 100.00 2- Clay and silty sand 30 52.60 31.00 1- Plastic Clay 31 55.00 31.00 2- Clay and silty sand 32 57.50 16.00 3- Clean sand 33 60.00 28.00 2- Clay and silty sand 34 62.50 20.00 2- Clay and silty sand 35 62.60 9.00 1- Plastic Clay 36 65.00 9.00 2- Clay and silty sand 37 67.50 20.00 2- Clay and silty sand 38 70.00 24.00 2- Clay and silty sand 39 72.50 34.00 2- Clay and silty sand 40 72.60 100.00 1- Plastic Clay 41 75.00 100.00 2- Clay and silty sand 42 75.10 10.00 1- Plastic Clay 43 77.50 10.00 2- Clay and silty sand 44 80.00 8.00 2- Clay and silty sand 45 82.50 21.00 2- Clay and silty sand 46 85.00 8.00 2- Clay and silty sand 47 85.10 8.00 1- Plastic Clay 48 87.50 11.00 1- Plastic Clay 49 90.00 5.00 1- Plastic Clay 50 92.50 3.00 1- Plastic Clay 51 95.00 3.00 1- Plastic Clay 52 97.50 5.00 1- Plastic Clay 53 100.00 9.00 1- Plastic Clay 54 102.50 6.00 1- Plastic Clay 55 102.60 4.00 1- Plastic Clay 56 105.00 4.00 2- Clay and silty sand 57 107.50 4.00 2- Clay and silty sand 58 110.00 14.00 2- Clay and silty sand 59 112.50 11.00 2- Clay and silty sand 60 115.00 6.00 2- Clay and silty sand 61 117.50 14.00 2- Clay and silty sand 62 120.00 30.00 2- Clay and silty sand 63 122.50 24.00 2- Clay and silty sand 64 125.00 13.00 2- Clay and silty sand 65 127.50 9.00 2- Clay and silty sand 66 130.00 26.00 2- Clay and silty sand 67 132.50 17.00 2- Clay and silty sand 68 135.00 19.00 2- Clay and silty sand 69 137.50 24.00 2- Clay and silty sand

70 137.60 62.00 1- Plastic Clay 71 140.00 62.00 2- Clay and silty sand 72 142.50 36.00 2- Clay and silty sand 73 142.60 31.00 1- Plastic Clay 74 145.00 31.00 2- Clay and silty sand 75 145.10 31.00 1- Plastic Clay 76 147.50 39.00 2- Clay and silty sand 77 150.00 39.00 2- Clay and silty sand 78 152.50 27.00 2- Clay and silty sand 79 155.00 16.00 2- Clay and silty sand 80 157.50 18.00 2- Clay and silty sand 81 160.00 19.00 2- Clay and silty sand 82 162.50 20.00 2- Clay and silty sand 83 162.60 8.00 1- Plastic Clay 84 165.00 8.00 2- Clay and silty sand 85 167.50 11.00 2- Clay and silty sand 86 167.60 40.00 1- Plastic Clay 87 170.00 40.00 2- Clay and silty sand 88 172.50 39.00 2- Clay and silty sand 89 175.00 42.00 2- Clay and silty sand

Blowcount Average Per Soil Layer

Layer Starting Bottom Thickness Average Soil Type Num. Elevation Elevation Blowcount

(ft) (ft) (ft) (Blows/ft) 1 12.20 4.20 8.00 7.00 5-Void 2 4.20 -22.90 27.10 7.51 3-Clean Sand 3 -22.90 -24.00 1.10 100.00 4-Limestone, Very Shelly Sand 4 -24.00 -32.90 8.90 100.00 2-Clay and Silty Sand 5 -32.90 -35.30 2.40 24.00 1-Plastic Clay 6 -35.30 -35.40 0.10 24.00 2-Clay and Silty Sand 7 -35.40 -37.80 2.40 24.00 1-Plastic Clay 8 -37.80 -40.40 2.60 100.00 2-Clay and Silty Sand 9 -40.40 -42.80 2.40 31.00 1-Plastic Clay 10 -42.80 -45.30 2.50 31.00 2-Clay and Silty Sand 11 -45.30 -47.80 2.50 16.00 3-Clean Sand 12 -47.80 -50.40 2.60 27.69 2-Clay and Silty Sand 13 -50.40 -52.80 2.40 9.00 1-Plastic Clay 14 -52.80 -60.40 7.60 17.88 2-Clay and Silty Sand 15 -60.40 -62.80 2.40 100.00 1-Plastic Clay 16 -62.80 -62.90 0.10 100.00 2-Clay and Silty Sand 17 -62.90 -65.30 2.40 10.00 1-Plastic Clay 18 -65.30 -72.90 7.60 12.93 2-Clay and Silty Sand

19 -72.90 -92.80 19.90 6.00 1-Plastic Clay 20 -92.80 -125.40 32.60 14.72 2-Clay and Silty Sand 21 -125.40 -127.80 2.40 62.00 1-Plastic Clay 22 -127.80 -130.40 2.60 61.00 2-Clay and Silty Sand 23 -130.40 -132.80 2.40 31.00 1-Plastic Clay 24 -132.80 -132.90 0.10 31.00 2-Clay and Silty Sand 25 -132.90 -135.30 2.40 31.00 1-Plastic Clay 26 -135.30 -150.40 15.10 26.29 2-Clay and Silty Sand 27 -150.40 -152.80 2.40 8.00 1-Plastic Clay 28 -152.80 -155.40 2.60 8.12 2-Clay and Silty Sand 29 -155.40 -157.80 2.40 40.00 1-Plastic Clay 30 -157.80 -162.80 5.00 39.50 2-Clay and Silty Sand

Driven Pile Data:

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

Pile Geometry:

Width Length Tip Elev.

(in) (ft) (ft)

18.00 10.00 2.20

18.00 12.00 0.20

18.00 14.00 -1.80

18.00 16.00 -3.80

18.00 18.00 -5.80

18.00 20.00 -7.80

18.00 22.00 -9.80

18.00 24.00 -11.80

18.00 26.00 -13.80

18.00 28.00 -15.80

18.00 30.00 -17.80

18.00 32.00 -19.80

18.00 34.00 -21.80

18.00 36.00 -23.80

18.00 38.00 -25.80

18.00 40.00 -27.80

18.00 42.00 -29.80

18.00 44.00 -31.80

18.00 46.00 -33.80

18.00 48.00 -35.80

18.00 50.00 -37.80

18.00 52.00 -39.80

18.00 54.00 -41.80

18.00 56.00 -43.80

18.00 58.00 -45.80

18.00 60.00 -47.80

18.00 62.00 -49.80

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)

10.00 18.0 3.17 14.21 17.37 8.69 45.79

12.00 18.0 4.49 16.21 20.70 10.35 53.11

14.00 18.0 6.48 19.25 25.73 12.87 64.23

16.00 18.0 8.66 23.38 32.04 16.02 78.79

18.00 18.0 11.23 26.10 37.33 18.67 89.54

20.00 18.0 14.00 24.51 38.51 19.25 87.52

22.00 18.0 16.78 22.29 39.08 19.54 83.66

24.00 18.0 18.69 21.04 39.73 19.87 81.82

26.00 18.0 20.24 18.85 39.09 19.54 76.79

28.00 18.0 21.74 18.16 39.90 19.95 76.23

30.00 18.0 22.93 24.31 47.24 23.62 95.86

32.00 18.0 24.00 41.73 65.73 32.87 149.20

34.00 18.0 26.33 50.31 76.64 38.32 177.27

36.00 18.0 36.45 72.56 109.01 54.51 254.14

38.00 18.0 52.13 72.00 124.13 62.06 268.13

40.00 18.0 67.83 70.94 138.77 69.38 280.64

42.00 18.0 83.54 62.03 145.57 72.79 269.63

44.00 18.0 99.25 54.89 154.14 77.07 263.91

46.00 18.0 114.14 32.73 146.87 73.44 212.33

48.00 18.0 127.50 58.62 186.12 93.06 303.37

50.00 18.0 142.62 54.50 197.12 98.56 306.11

52.00 18.0 158.33 49.71 208.04 104.02 307.46

54.00 18.0 174.17 36.50 210.67 105.34 283.68

56.00 18.0 187.81 45.15 232.96 116.48 323.26

58.00 18.0 194.71 38.86 233.57 116.78 311.28

60.00 18.0 204.80 22.42 227.22 113.61 272.07

62.00 18.0 215.74 23.86 239.60 119.80 287.32

64.00 18.0 225.17 15.60 240.77 120.38 271.96

66.00 18.0 231.40 31.31 262.71 131.36 325.34

68.00 18.0 240.46 32.79 273.24 136.62 338.81

70.00 18.0 251.01 36.05 287.05 143.53 359.14

72.00 18.0 265.47 30.92 296.39 148.20 358.23

74.00 18.0 283.52 25.71 309.23 154.61 360.65

76.00 18.0 295.37 10.97 306.34 153.17 328.28

78.00 18.0 301.86 25.51 327.37 163.68 378.39

80.00 18.0 307.49 25.55 333.05 166.52 384.16

82.00 18.0 315.24 21.97 337.21 168.60 381.14

84.00 18.0 325.13 16.80 341.92 170.96 375.52

86.00 18.0 331.47 5.31 336.78 168.39 347.40

88.00 18.0 338.79 4.82 343.61 171.80 353.25

90.00 18.0 344.25 3.98 348.23 174.11 356.18

92.00 18.0 347.51 3.52 351.04 175.52 358.08

94.00 18.0 349.92 3.60 353.51 176.76 360.71

96.00 18.0 352.43 4.04 356.47 178.24 364.54

98.00 18.0 356.02 4.07 360.10 180.05 368.24

100.00 18.0 361.53 3.94 365.47 182.73 373.34

102.00 18.0 367.32 4.12 371.45 185.72 379.69

104.00 18.0 370.81 5.50 376.31 188.16 387.32

106.00 18.0 373.37 7.20 380.56 190.28 394.96

108.00 18.0 375.34 8.84 384.18 192.09 401.86

110.00 18.0 380.36 10.35 390.71 195.36 411.42

112.00 18.0 387.55 11.43 398.97 199.49 421.82

114.00 18.0 393.69 14.76 408.45 204.22 437.96

116.00 18.0 398.49 21.27 419.75 209.88 462.29

118.00 18.0 405.86 25.69 431.55 215.77 482.92

120.00 18.0 417.28 26.03 443.31 221.66 495.37

122.00 18.0 430.34 23.51 453.85 226.92 500.86

124.00 18.0 441.61 22.50 464.11 232.05 509.10

126.00 18.0 449.76 25.78 475.54 237.77 527.09

128.00 18.0 456.27 28.48 484.74 242.37 541.69

130.00 18.0 466.34 29.07 495.42 247.71 553.56

132.00 18.0 477.99 28.67 506.65 253.33 563.99

134.00 18.0 488.00 30.73 518.73 259.36 580.19

136.00 18.0 498.68 37.68 536.35 268.18 611.71

138.00 18.0 516.61 41.10 557.71 278.86 639.92

140.00 18.0 533.26 40.65 573.91 286.95 655.21

142.00 18.0 548.80 38.64 587.44 293.72 664.73

144.00 18.0 564.53 36.68 601.21 300.61 674.57

146.00 18.0 579.78 46.24 626.02 313.01 718.51

148.00 18.0 595.77 53.02 648.79 324.40 754.83

150.00 18.0 611.49 48.89 660.38 330.19 758.17

152.00 18.0 626.22 42.43 668.65 334.32 753.52

154.00 18.0 638.78 37.83 676.60 338.30 752.25

156.00 18.0 648.64 35.56 684.19 342.10 755.31

158.00 18.0 658.70 32.94 691.64 345.82 757.52

160.00 18.0 669.19 28.11 697.30 348.65 753.51

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…