H1255079_Gee_Creek_Erosion_Control__Final_GeoTech_Report_7.15.26.pdf

Report Cover Page

Gee Creek Watershed Erosion Control Project Geotechnical Engineering Report

July 25, 2025 | Terracon Project No. H1255079

Prepared for:

CPH Consulting, LLC 500 W. Fulton Avenue Sanford, Florida 32771

1675 Lee Road Winter Park, FL 32789

P (407) 740-6110 Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

July 25, 2025

CPH Consulting, LLC 500 W. Fulton Avenue Sanford, Florida 32771

Attn: Mr. Lawrence Pultz, II, P.E.

P: 407-425-0452 E: lpultz@cphcorp.com

Re: Geotechnical Engineering Report Gee Creek Watershed Erosion Control Project S. Triplet Lake Drive and Oxford Road Casselberry, Florida Terracon Project No. H1255079

Dear Mr. Pultz:

We have completed the scope of Geotechnical Engineering services for the above referenced project in general accordance with Terracon Proposal No. PH1255079 dated March 14, 2025. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning the repair of the creek slope erosion for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon Certificate of Authorization Number 8830

Lorimar G. Rosario Rivera Shenna L. McMaster, P.E.

Senior Staff Engineer Senior Geotechnical Engineer

Florida PE # 57537

This item has been digitally signed and sealed by Shenna L. McMaster, P.E. 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.

Geotechnical Engineering Report Gee Creek Watershed Erosion Control Project | Casselberry, Florida July 25, 2025 | Terracon Project No. H1255079

Facilities | Environmental | Geotechnical | Materials i

Table of Contents

Introduction Project Description Site Conditions

Soils Survey Geotechnical Characterization

Groundwater Conditions Area 1

Site Observations Slope Stability Sheet Pile Analyses

Corrosion Protection

Turbidity Control

Future Excavations

Area 2 General Comments

Figures GeoModel

Attachments

Exploration and Testing Procedures Photography Logs Site Location and Exploration Plans Exploration and Laboratory Results Supporting Information

Note: This report was originally delivered in a web-based format. Blue Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

Refer to each individual Attachment for a listing of contents.

July 25, 2025 | Terracon Project No. H1255079

Facilities | Environmental | Geotechnical | Materials 1

Introduction

This report presents the results of our subsurface exploration and Geotechnical Engineering services performed for the watershed slope erosion located at S. Triplet Lake Drive and Oxford Road in Casselberry, Florida. The purpose of these services was to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil conditions

■ Groundwater conditions

■ Potential causes of erosion and slope failure

■ Recommendations regarding repair or remediation of the existing slope system

The geotechnical engineering Scope of Services for this project included the advancement of seven Standard Penetration Test (SPT) borings, laboratory testing, engineering recommendations and preparation of this report.

Drawings showing the site and boring locations are shown on the Site Location and Exploration Plan, respectively. The results of the laboratory testing performed on soil samples obtained from the site during our field exploration are included on the boring logs in the Exploration Results section.

Project Description

Our final understanding of the project conditions is as follows:

Item Description

Information Provided

Location of the project areas on aerial photographs and recent photos taken at each of the two subject creek sections.

Project Description The project involves repair of eroded slopes that have occurred at two portions of Gee Creek following Hurricane Milton in 2024.

Terracon should be notified if any of the above information is inconsistent with the planned construction, as modifications to our recommendations may be necessary.

Site Conditions

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

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Facilities | Environmental | Geotechnical | Materials 2

Item Description

Parcel Information

The project sites are located along S. Triplet Lake Drive and Oxford Road in Casselberry, Florida.

Area 1:Triplet Lake Approximate Location: 28.667678° N;81.331519° W Area 2: Oxford Rd. Approximate Location: 28.663209° N;81.335757° W See Site Location

Existing Improvements

The S. Triplet Lake Drive location is in a golf course residential community. The creek appears to be about 5 feet deep at this location.

The Oxford Road site is located in an area with mostly multi-family residential development. The creek appears to be about 9 feet deep at this location.

Existing Topography

Existing grade in the vicinity of the S. Triplet Drive location appears to be near +60 feet. Existing grade in the vicinity of the Oxford Road site appears to be near +75 feet.

Soils Survey

The Soil Survey of Seminole County, Florida as prepared by the United States Department of Agriculture (USDA), Soil Conservation Service (SCS; later renamed the Natural Resource Conservation Service - NRCS), identifies the predevelopment soil types at the subject site as Arents, 0 to 5 percent slopes (3), and Urban land complex, 0 to 2 percent slopes (34). A Soils Map is included with this GeoReport, depicting the applicable Soil Survey map portion for the subject site.

3 – Arents, 0 to 5 percent slopes. This soil type is mapped at the S. Triplet Lakes Drive location and consists of heterogenous soil that has been excavated, reworked, and reshaped by earth-moving equipment. Arents occur as areas of filled in sloughs, marshes, shallow depressions, swamps and other low-lying areas, or as final cover for sanitary landfills. In years with normal rainfall, the seasonal high water table is typically between depths of 24 and 36 inches (2.0 and 3.0 feet) for 2 to 4 months. During extended dry periods, the water table recedes to below a depth of 5 feet (60 inches). Although the composition somewhat variable, Arents are generally predominantly sandy throughout the defined depth of 60 inches (5.0 feet).

34 – Urban land, 0 to 2 percent slopes. This soil map unit is mapped at the Oxford Road location and has slopes of generally less than 2 percent, though some areas range in slope up to 12 percent.

It is covered by urban facilities such as shopping centers, parking lots, industrial buildings, houses, streets, sidewalks, airports, and related structures. The natural soil profile has been altered or obscured, including by the overlying structures, to such a point that the natural soil profile may not be observed. Drainage systems have been established in most areas of this soil map unit, thereby affecting the natural drainage. Seasonal high groundwater table conditions are dependent upon the functioning of the drainage system.

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Geotechnical Characterization

We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of the site. Conditions observed at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results and the GeoModel can be found in the Figures attachment of this report.

As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel.

Model Layer Layer Name General Description

1 SP/SP-SM Fine Sand to Fine Sand with Silt

2 SM Silty Fine Sand

3 SC Clayey Fine Sand

In general, at Area 1 (S. Triplet Lake Drive), the borings encountered loose fine sand to fine sand with silt (Model Layer 1) to a depth of about 13.5 feet underlain by very loose to medium dense silty fine sand (Model Layer 2) to the maximum explored depth of 35 feet below existing grade.

Area 2 (Oxford Road) encountered very loose to medium dense fine sand to fine sand with silt (Model Layer 1) layered with very loose to loose silty fine sand (Model Layer 2) to the maximum explored depth of 35 to 40 feet below existing grades. Borings SPT-4 and SPT-5 encountered loose clayey fine sand (Model Layer 3) at depths from 33.5 to 35 feet and 28.5 to 33.5 feet respectively.

Groundwater Conditions

The borings were observed during drilling for the presence and level of groundwater. Groundwater levels were encountered between 4 to 8 feet below existing grade at Area 1 and at about 6 feet at Area 2.

It should be recognized that fluctuations of the groundwater table will occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the boring was performed. In addition, perched water can develop within higher permeability soils overlying less permeable soils. Therefore, groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the boring logs.

We estimate that during the normal wet season with rainfall and recharge at a maximum, groundwater levels will be from 3 to 7 feet below existing grade at Area 1 and at about 4 feet at Area 2, although groundwater levels may be dependent on water levels in the creek. Our estimates of the seasonal groundwater conditions are based on the USDA Soil Survey, the encountered soil types, antecedent weather conditions, and the interpreted water levels. The water levels observed in the borings can be found on the boring logs in Exploration Results, and are summarized below along with the estimated normal seasonal high groundwater table.

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Boring Number Approximate depth to encountered water table (feet)1

Approximate depth to estimated normal seasonal high groundwater table (feet)1

SPT-1 4.0 3.0

SPT-2 6.0 5.0

SPT-3 8.0 7.0

SPT-4 6.0 4.0

SPT-5 6.0 4.0

SPT-5A 6.0 4.0

SPT-6 6.0 4.02

1. Below the ground surface.

2. Gorundwater might be perched.

These seasonal water table estimates do not represent the temporary rise in water table that occurs immediately following a storm event, including adjacent to other stormwater management facilities.

This is different from static groundwater levels in wet ponds and/or drainage canals which can affect the design water levels of new, nearby ponds. The seasonal high groundwater table may vary from normal when affected by extreme weather changes, localized or regional flooding, karst activity, future grading, drainage improvements, or other construction that may occur on or around the site following the date of this report.

Area 1

Based on the information provided from our geotechnical exploration, observations made during site inspections, and the topographic information provided, the following geotechnical considerations were identified:

■ Soil conditions observed consists of loose sand in the upper 10 to 15 feet underlain by very loose to medium dense silty sand to the boring termination depths of 35 feet below existing grade.

■ Slope stability analyses indicates that side slopes of 3 Horizontal to 1 Vertical (3H:1V) should be stable if adequate surface erosion protection is provided.

■ Use of a cantilevered sheet pile wall placed at the top of the slope would require sheet pile length of 21 feet, assuming the creek does not scour below the current bottom elevation of about +56.5 feet.

Site Observations

Based on visual observations of the site by a field engineer on Monday July 21, 2025 and topographic survey information provided, the current creek bank is about 5 to 6 feet in height and the bottom is about 10 feet wide. During the field visit we took pictures of the current conditions, pictures can

July 25, 2025 | Terracon Project No. H1255079

Facilities | Environmental | Geotechnical | Materials 5 be found in the Photography Log section of this report. The side slopes are eroding or failing on both sides of the creek. It appears that the most likely factors of erosion may be:

Steep side slope of the canal

Inadequate slope face erosion protection

Additional surcharge load at the top of the slope due to construction of a structure on the south bank of the canal.

Slope Stability

Slope stability analyses take into consideration material strength, presence and orientation of weak layers, water (piezometric) pressures, surcharge loads, and the slope geometry. Mathematical computations are performed using computer-assisted simulations to calculate a Factor of Safety (FS). Minor changes to slope geometry, surface water flow and/or groundwater levels could result in slope instability. Reasonable FS values are dependent upon the confidence in the parameters utilized in the analyses performed, among other factors related to the project itself.

Slope stability analyses were performed for current conditions at Area 1 estimated from the Topographic Surveys provided by the CPH Corp. Stability analyses were conducted using the computer software SLIDE2. Parameters for the analyses were derived from our borings, experience, and laboratory tests. The analysis was performed assuming a 2:1 slope for Area 1 with surface groundwater at the bottom of the canals and groundwater at a depth of 2 feet at the top of slope.

A factor of safety of 1.109 was achieved in the profile for Area 1.

The typically accepted minimum FS for long-term slope stability supporting improvements is 1.5.

Based on the analyses using the computer software SLIDE2, the calculated FS for the critical surface identified. The slope stability results are included in the Appendix of this report. The minimum factor-of-safety for global stability at the cross sections analyzed for the north slope at Area 1 with an upgraded 3:1 slope is about 1.5, which is generally acceptable. The stability analyses results of the north slope at Area 1 location is shown on the Supporting Information section.

Regular maintenance should be anticipated to identify and address changes in natural drainage creating potential for soil creep or erosion near improvements. The maintenance program should include replacing or replanting trees and grasses, as necessary, and grading the slope to reduce soil creep and erosion. If future surficial slope erosion occurs near the crest of slopes, we recommend the slope face be restored as soon as practical. We recommend irrigated landscaping be setback a minimum of 30 feet from the crest of the slopes.

Fill slopes should be re-vegetated as soon as possible after grading and protected from erosion until vegetation is established. Slope planting should consist of ground cover, shrubs, and trees possessing deep, dense root structures that require minimum irrigation. Adequate slope face protection should be provided. A properly embedded and anchored turf reinforcement or erosion control mat may be used to provide slope protection temporarily until vegetation is adequately established or as a permanent erosion control measure. The selection of the erosion control method should consider the anticipated flow velocities in the creek during and following design storm events.

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Depending on anticipated flow velocities, use of an armored slope face protection, such as rip rap (used with a properly anchored filter fabric), may be appropriate.

Where side slopes steeper than 3H:1V cannot be avoided, use a more robust side slope stabilization measure, such as sheet pile walls or gabions may be appropriate. We understand sheet piles are being considered at this section of the creek.

Sheet Pile Analyses

It is our understanding sheet piles are being considered in Area 1. Based on survey information and cross-sections provided, the following embankment geometry was analyzed:

The top of the embankment in Area 1 is near elevation +61 to +62 feet.

The creek bottom has an elevation near +56.5 feet. The soils in front of the sheet pile above elevation +56.5 feet were not considered in the analysis, so an exposed height of 5.5 feet was used in the analysis.

Sheet pile analyses considered a cantilevered sheet pile installed at the top of the slope.

The water level in the creek was assumed to be at the bottom of the creek (near elevation +56.5 feet) and elevation +60 feet behind the wall. A surcharge load of 150 psf was applied in the analyses within a horizontal distance of 3 feet from the top of the wall to account for lawnmowers and maintenance vehicles.

A factor of safety of 1.0 for both active and passive pressures was used to determine the pile tip elevation. Factors of safety of 1.0 and 1.5 for active and passive pressures, respectively, were used to determine the minimum section properties.

The input soil parameters were obtained from the SPT borings performed for this exploration. Sheet pile geometry and sections were evaluated using the software model, Shoring Suite, Version 8. The attached Table 1 in Appendix presents a summary of the analysis results.

For the cantilevered sheet pile section, a sheet pile length of 21 feet is required. Use of a sheet pile section PZ27 would provide a deflection of about 0.5 inch at the top of the wall.

The sheet pile wall above was designed to prevent soils from behind the wall from continuing to erode towards the creek. However, some sloughing of soils in front of the wall towards the creek may continue after installation of the sheet pile wall, unless surface erosion measures are installed.

Corrosion Protection

Corrosion series testing was not performed on soil or water samples during our evaluation. Absent corrosion series testing, an environmental classification of extremely aggressive for both steel and concrete is recommended. Protective coating or sacrificial thickness of steel should be considered with regards to the corrosive environment.

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Turbidity Control

Turbidity should be controlled in accordance with water management district and other governing requirements.

Future Excavations

Future excavation or dredging in the creek should consider the sheet pile wall. Removal of soils in front of the sheet pile walls may cause movement of the sheet pile wall and possibly failure of the wall. Dredging should not be attempted without further engineering evaluation.

Area 2

At Area 2, four boring locations were drilled as SPT’s to a depth between 35 and 40 feet and named SPT-4 through SPT-6. Based on visual observations of the site by a field engineer as mentioned previously, the current slope is about 9 feet in height and a bottom of about 10 feet wide. Pictures of our field visit with current site conditions can be found in the Photography Log section of this report. The north slope at Area 2 appears to be eroding due to high velocity flow from a relatively new outfall from the stormwater pond to the south. Review of historical aerial photographs suggest that the erosion problem started happening after the reconstruction or resize of this pond circa 2017. The update included changing the previous overflow weir for an underground pipe that discharges into the northern creek without an adequate energy dissipation system for the high velocity flow. This pipe reduced the area available for the water to flow, hence increasing the velocity at the outfall on the south side bank, eroding the north side bank and the south side bank below the outfall, particularly following large rainfall event.

At Area 2 reconstruction of the current slope is recommended which should include energy dissipation and erosion control measures such as gabions or rip-rap, designed for the high velocity flow through the creek and from the pond outfall, during and following design storm events.

Regular maintenance should be anticipated to identify and address changes in natural drainage creating potential for soil creep or erosion near improvements. The maintenance program should include replacing or replanting trees and grasses, as necessary, and grading the slope to reduce soil creep and erosion. If future surficial slope erosion occurs near the crest of slopes, we recommend the slope face be restored as soon as practical. We recommend irrigated landscaping be setback a minimum of 30 feet from the crest of the slopes.

Fill slopes should be re-vegetated as soon as possible after grading and protected from erosion until vegetation is established. Slope planting should consist of ground cover, shrubs, and trees possessing deep, dense root structures that require minimum irrigation. It is the responsibility of the owner to maintain such planting.

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General Comments

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended.

Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly affect excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety and cost estimating including excavation support and dewatering requirements/design are the responsibility of others. Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface water flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in this report.

The owner and contractor should consider a preconstruction/precondition survey of surrounding development. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

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Figures

Contents:

GeoModel

D E

P T H

B E

L O

W G

R A

D E

F e e t)

Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project.

Numbers adjacent to soil column indicate depth below ground surface.

NOTES:

SPT-1 SPT-2 SPT-3 SPT-4 SPT-5 SPT-5A SPT-6

Legend

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

GeoModel

S Triplet Lake Drive and Oxford Road | Casselberry, FL

Terracon Project No. H1255079

Gee Creek Watershed Erosion Control Project

1675 Lee Rd

Winter Park, FL

First Water Observation

Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time.

Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details.

Poorly-graded Sand Poorly-graded Sand with Silt

Silty Sand Clayey Sand

Model Layer Layer Name General Description

1 Fine Sand to Fine Sand with Silt

3 Clayey Fine Sand

2 Silty Fine Sand

SP/SP-SM

SC

SM

28.5

33.5

13.5

33.5

28.5

33.5

23.5

28.5

33.5

13.5

23.5

33.5

23.5

July 25, 2025 | Terracon Project No. H1255079

Facilities | Environmental | Geotechnical | Materials

Attachments

July 25, 2025 | Terracon Project No. H1255079

Facilities | Environmental | Geotechnical | Materials

Exploration and Testing Procedures

Field Exploration

Number of Borings Approximate Boring Depth

(feet) Location

3 35 S. Triplet Lake Drive location (Area 1)

4 35 to 40 Oxford Road location

(Area 2)

Boring Layout and Elevations: Terracon personnel provided the boring layout using handheld GPS equipment (estimated horizontal accuracy of about ±10 feet) and referencing existing site features. Approximate ground surface elevations were not obtained. If elevations and a more precise boring layout are desired, we recommend borings be surveyed.

Subsurface Exploration Procedures: We advanced soil borings with a track-mounted drill rig using rotary wash techniques as necessary depending on soil conditions. Five samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. We obtained representative samples primarily by the split-barrel sampling procedure. In the split-barrel sampling procedure, a standard, 2-inch O.D., split-barrel sampling spoon is driven into the boring with a 140-pound automatic SPT (Standard Penetration Test) hammer falling 30 inches. We recorded the number of blows required to advance the sampling spoon the last 12 inches of an 18-inch sampling interval as the standard penetration resistance value, N.

The samples were placed in appropriate containers, taken to our soil laboratory for testing, and classified by a Geotechnical Engineer. In addition, we observed and record groundwater levels during drilling and sampling.

Laboratory Testing

The project engineer reviewed the field data and assigned laboratory tests. The laboratory testing program included the following types of tests:

■ Moisture Content

■ Wash No. 200 Sieve Analysis

■ Atterberg Limits

The laboratory testing program often included examination of soil samples by an engineer. Based on the results of our field and laboratory programs, we described and classified the soil samples in accordance with the Unified Soil Classification System.

July 25, 2025 | Terracon Project No. H1255079

Facilities | Environmental | Geotechnical | Materials

Photography Log

Area 1 Photos

View from S. Triplet Lake Drive to Golf Course

July 25, 2025 | Terracon Project No. H1255079

View from street at S. Triplet Lake Drive to Golf Course

July 25, 2025 | Terracon Project No. H1255079

View from street S. Triplet Lake Drive to Golf Course

July 25, 2025 | Terracon Project No. H1255079

View from Golf Course to S. Triplet Lake Drive

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View from north side of slope towards south side of slope

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Facilities | Environmental | Geotechnical | Materials

Area 2 Pictures

View from south pond to north slope

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View from the north slope to south pond

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Site Location and Exploration Plans

Contents:

Topographic Vicinity Map Soils Map Exploration Plan

Note: All attachments are one page unless noted above.

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Facilities | Environmental | Geotechnical | Materials

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Topographic Vicinity Map

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY U.S. GEOLOGIC SURVEY

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Soils Map

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY GOOGLE EARTH SOILWEB

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Exploration Plan

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY GOOGLE EARTH

Exploration and Laboratory Results

Contents:

Boring Logs (SPT-1 through SPT-6)

FINE SAND (SP), gray to brown, loose

FINE SAND WITH SILT (SP-SM), dark brown, loose

FINE SAND (SP), brown, very loose

SILTY FINE SAND (SM), grayish brown, very loose

FINE SAND (SP), grayish brown, loose

Boring Terminated at 35 Feet

Boring Log No. SPT-1

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

18.325.6

13.5

23.5

28.5

33.5

35.0

4-3-3-3 N=6

3-3-3-3 N=6

3-3-3-3 N=6

4-4-4-4 N=8

3-3-4-4 N=7

1-2-2 N=4

1-1-2 N=3

1-1-1 N=2

1-1-1 N=2

4-4-3 N=7

Advancement Method Rotary Wash

Notes

Water Level Observations Groundwater encountered at 4 ft. during drilling

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations were not determined.

Gee Creek Watershed Erosion Control Project

Hammer Type Automatic

S Triplet Lake Drive and Oxford Road | Casselberry, FL

Terracon Project No. H1255079 Winter Park, FL

1675 Lee Rd

Drill Rig 898 Mini Rig

Driller D. Olson

Logged by

Boring Started 06-19-2025

Boring Completed 06-19-2025

Abandonment Method Boring backfilled with bentonite chips upon completion.

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

)See Exploration PlanLocation:

Latitude: 28.6676° Longitude: -81.3317°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u lt s

FINE SAND (SP), gray, loose

FINE SAND (SP), brown to light brown, loose

FINE SAND WITH SILT (SP-SM), light brown, loose

FINE SAND (SP), brown, loose

Boring Terminated at 35 Feet

Boring Log No. SPT-2

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

6.113.8

2.0

4.0

23.5

33.5

35.0

2-2-3-3 N=5

2-2-2-2 N=4

3-3-3-3 N=6

3-3-3-4 N=6

2-2-3-3 N=5

1-2-1 N=3

4-3-4 N=7

2-3-3 N=6

3-3-3 N=6

2-3-3 N=6

Advancement Method Rotary Wash

Notes

Water Level Observations Groundwater encountered at 6 ft. during drliing

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations were not determined.

Gee Creek Watershed Erosion Control Project

Hammer Type Automatic

S Triplet Lake Drive and Oxford Road | Casselberry, FL

Terracon Project No. H1255079 Winter Park, FL

1675 Lee Rd

Drill Rig 898 Mini Rig

Driller D. Olson

Logged by

Boring Started 06-19-2025

Boring Completed 06-19-2025

Abandonment Method Boring backfilled with bentonite chips upon completion.

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

)See Exploration PlanLocation:

Latitude: 28.6677° Longitude: -81.3316°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

FINE SAND (SP), brown, loose

FINE SAND (SP), brown, loose

FINE SAND WITH SILT (SP-SM), dark brown, loose

SILTY FINE SAND (SM), brown, medium dense

FINE SAND WITH SILT (SP-SM), brown, medium dense

Boring Terminated at 35 Feet

Boring Log No. SPT-3

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

13.324.6

2.0

4.0

8.0

13.5

33.5

35.0

2-2-2-2 N=4

2-2-2-2 N=4

3-3-3-3 N=6

2-3-3-3 N=6

3-3-3-4 N=6

8-6-8 N=14

5-5-5 N=10

4-5-4 N=9

5-5-5 N=10

6-6-5 N=11

Advancement Method Rotary Wash

Notes

Water Level Observations Groundwater encountered at 8 ft. during drilling

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations were not determined.

Gee Creek Watershed Erosion Control Project

Hammer Type Automatic

S Triplet Lake Drive and Oxford Road | Casselberry, FL

Terracon Project No. H1255079 Winter Park, FL

1675 Lee Rd

Drill Rig 898 Mini Rig

Driller D. Olson

Logged by

Boring Started 06-21-2025

Boring Completed 06-21-2025

Abandonment Method Boring backfilled with bentonite chips upon completion.

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

)See Exploration PlanLocation:

Latitude: 28.6678° Longitude: -81.3314°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

FINE SAND (SP), gray, very loose to loose

FINE SAND WITH SILT (SP-SM), grayish brown to dark brown, very loose to loose

SILTY FINE SAND (SM), brown to grayish brown, loose

FINE SAND WITH SILT (SP-SM), gray, medium dense

CLAYEY FINE SAND (SC), light brown, loose

Boring Terminated at 35 Feet

Boring Log No. SPT-4

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

19.025.6

4.0

8.0

28.5

33.5

35.0

2-2-3-2 N=5

1-1-1-1 N=2

WOH-1-WOH-1

2-2-3-3 N=5

2-3-5-5 N=8

1-2-3 N=5

2-2-3 N=5

3-3-4 N=7

6-7-7 N=14

3-3-4 N=7

Advancement Method Rotary Wash

Notes

Water Level Observations Groundwater encountered at 6 ft. during drliing

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations were not determined.

Gee Creek Watershed Erosion Control Project

Hammer Type Automatic

S Triplet Lake Drive and Oxford Road | Casselberry, FL

Terracon Project No. H1255079 Winter Park, FL

1675 Lee Rd

Drill Rig 898 Mini Rig

Driller D. Olson

Logged by

Boring Started 06-23-2025

Boring Completed 06-23-2025

Abandonment Method Boring backfilled with bentonite chips upon completion.

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

)See Exploration PlanLocation:

Latitude: 28.6633° Longitude: -81.3358°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

FINE SAND WITH SILT (SP-SM), grayish brown to dark brown, loose with some organics

FINE SAND (SP), gray to brown, loose

FINE SAND WITH SILT (SP-SM), grayish brown, loose

SILTY FINE SAND (SM), gray, loose

CLAYEY FINE SAND (SC), gray, loose

SILTY FINE SAND (SM), gray, loose

Boring Terminated at 35 Feet

Boring Log No. SPT-5

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

11.153.7

2.0

8.0

18.5

23.5

28.5

33.5

35.0

9.8

2-2-3-5 N=5

4-4-4-4 N=8

3-2-2-2 N=4

3-3-2-2 N=5

2-2-2-2 N=4

1-2-2 N=4

2-3-3 N=6

2-2-3 N=5

3-3-2 N=5

4-4-3 N=7

Advancement Method Rotary Wash

Notes

Water Level Observations Groundwater encountered at 6 ft. during drliing

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations were not determined.

Gee Creek Watershed Erosion Control Project

Hammer Type Automatic

S Triplet Lake Drive and Oxford Road | Casselberry, FL

Terracon Project No. H1255079 Winter Park, FL

1675 Lee Rd

Drill Rig 898 Mini Rig

Driller D. Olson

Logged by

Boring Started 06-21-2025

Boring Completed 06-21-2025

Abandonment Method Boring backfilled with bentonite chips upon completion.

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

)See Exploration PlanLocation:

Latitude: 28.6633° Longitude: -81.3354°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

FINE SAND WITH SILT (SP-SM), brown, very loose

FINE SAND (SP), brown, loose

FINE SAND WITH SILT (SP-SM), brown, loose

SILTY FINE SAND (SM), grayish brown, loose

FINE SAND WITH SILT (SP-SM), gray, medium dense

FINE SAND (SP), light gray, medium dense

SILTY FINE SAND (SM), gray, loose

Boring Terminated at 35 Feet

Boring Log No. SPT-5A

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

11.413.1

4.0

6.0

8.0

13.5

23.5

28.5

33.5

35.0

2-2-2-2 N=4

1-2-1-1 N=3

1-1-1-1 N=2

2-3-2-2 N=5

3-3-4-5 N=7

2-2-3 N=5

2-2-3 N=5

3-4-5 N=9

5-6-8 N=14

3-3-3 N=6

Advancement Method Rotary Wash

Notes

Water Level Observations Groundwater encountered at 6 ft. during drliing

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations were not determined.

Gee Creek Watershed Erosion Control Project

Hammer Type Automatic

S Triplet Lake Drive and Oxford Road | Casselberry, FL

Terracon Project No. H1255079 Winter Park, FL

1675 Lee Rd

Drill Rig 898 Mini Rig

Driller D. Olson

Logged by

Boring Started 06-23-2025

Boring Completed 06-23-2025

Abandonment Method Boring backfilled with bentonite chips upon completion.

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

)See Exploration PlanLocation:

Latitude: 28.6633° Longitude: -81.3359°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

FINE SAND (SP), gray, loose

SILTY FINE SAND (SM), trace organics, dark gray, loose

FINE SAND (SP), brown to gray, loose

FINE SAND WITH SILT (SP-SM), gray, loose

SILTY FINE SAND (SM), gray to light brown, very loose to loose

Boring Terminated at 40 Feet

Boring Log No. SPT-6

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

14.7

20.2

32.0

25.0

4.0

6.0

18.5

23.5

40.0

4.6

2-3-3-3 N=6

4-3-3-3 N=6

2-2-2-2 N=4

2-2-3-3 N=5

3-3-4-4 N=7

2-2-2 N=4

2-2-2 N=4

2-3-3 N=6

1-1-1 N=2

1-2-1 N=3

2-3-3 N=6

Advancement Method Rotary Wash

Notes

Water Level Observations Groundwater encountered at 6 ft. during drliing

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Elevation Reference: Elevations were not determined.

Gee Creek Watershed Erosion Control Project

Hammer Type Automatic

S Triplet Lake Drive and Oxford Road | Casselberry, FL

Terracon Project No. H1255079 Winter Park, FL

1675 Lee Rd

Drill Rig 898 Mini Rig

Driller D. Olson

Logged by

Boring Started 06-21-2025

Boring Completed 06-21-2025

Abandonment Method Boring backfilled with bentonite chips upon completion.

S am pl e

T yp e

Pe rc en t

Fi n es

W at er C o n te n t

)See Exploration PlanLocation:

Latitude: 28.6631° Longitude: -81.3354°

Depth (Ft.)

O rg an ic

C o n te n t

Fi el d T es t

R es u

Supporting Information

Contents:

Sheet Pile Calculations - Shoring Suite Results Area 1 Table 1 Slope Stability – SLIDE2 Results Area 1 General Notes Unified Soil Classification System

Gee Creek Area 1 - West of Triplet lake Drive Loose Sand to Silty Sand

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

Force Equilibrium Moment Equilibrium

Depth(ft)

0 1 ksf

Licensed to McMaster Terracon Consultants Date: 7/23/2025 File: C:\Users\slmcmaster\OneDrive - Terracon Consultants Inc\H1255079 Gee Creek Watershed Erosion Control Project - General\07 Working Files\02 Calculations\Area 1 - Sheet Pile Wall\UNTITLED.sh8

Wall Height=5.5 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile

PILE LENGTH: Min. Embedment=15.52 Min. Pile Length=21.02 MOMENT IN PILE: Max. Moment=11.49 per Pile Spacing=1.0 at Depth=13.37

PILE SELECTION:

Request Min. Section Modulus = 5.8 in3/ft=311.95 cm3/m, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 PZ27 has Section Modulus = 30.2 in3/ft=1623.55 cm3/m. It is greater than Min. Requirements!

Top Deflection = 0.50(in) based on E (ksi)=29000.00 and I (in4)/foot=184.2

DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):

Z1 P1 Z2 P2 Slope

* Above Base

0.000 0.000 2.000 0.069 0.034691

2.000 0.069 5.500 0.127 0.016513

* Below Base

5.500 0.127 55.000 0.945 0.016513

* Water Pres.

2.000 0.000 5.500 0.218 0.062400

5.500 0.218 Tip 0.000 To Tip

* Sur- charge

0.000 0.000 0.275 0.008 0.029433

0.275 0.008 0.550 0.016 0.028403

0.550 0.016 0.825 0.023 0.026487

0.825 0.023 1.100 0.030 0.023934

1.100 0.030 1.375 0.036 0.021026

1.375 0.036 1.650 0.041 0.018026

1.650 0.041 1.925 0.045 0.015134

1.925 0.045 2.200 0.048 0.012480

2.200 0.048 2.475 0.051 0.010130

McMaster, Shenna L Highlight Text

McMaster, Shenna L Highlight Text

McMaster, Shenna L Highlight Text

McMaster, Shenna L Highlight Text

McMaster, Shenna L Typewriter SD = Deflection x Im x E = 2.67 x 109 lb-in3

RosarioRivera, Lorimar G Text Box Sheet Pile Calculations - Shoring Suite Results Area 1

2.475 0.051 2.750 0.053 0.008104

2.750 0.053 3.025 0.055 0.006388

3.025 0.055 3.300 0.056 0.004954

3.300 0.056 3.575 0.057 0.003766

3.575 0.057 3.850 0.058 0.002787

3.850 0.058 4.125 0.059 0.001981

4.125 0.059 4.400 0.059 0.001320

4.400 0.059 4.675 0.059 0.000777

4.675 0.059 4.950 0.059 0.000330

4.950 0.059 5.225 0.059 -0.000038

5.225 0.059 5.500 0.059 -0.000342

5.500 0.059 6.050 0.059 -0.000699

6.050 0.059 6.600 0.058 -0.001050

6.600 0.058 7.150 0.057 -0.001294

7.150 0.057 7.700 0.057 -0.001465

7.700 0.057 8.250 0.056 -0.001585

8.250 0.056 8.800 0.055 -0.001668

8.800 0.055 9.350 0.054 -0.001726

9.350 0.054 9.900 0.053 -0.001764

9.900 0.053 10.450 0.052 -0.001787

10.450 0.052 11.000 0.051 -0.001800

11.000 0.051 12.100 0.049 -0.001804

12.100 0.049 13.200 0.047 -0.001790

13.200 0.047 14.300 0.045 -0.001762

14.300 0.045 15.400 0.043 -0.001723

15.400 0.043 16.500 0.041 -0.001679

16.500 0.041 17.600 0.040 -0.001629

17.600 0.040 18.700 0.038 -0.001577

18.700 0.038 19.800 0.036 -0.001523

19.800 0.036 20.900 0.035 -0.001468

20.900 0.035 22.000 0.000 -0.031395

PASSIVE PRESSURES:

Z1 P1 Z2 P2 Slope

* Below Base

5.500 0.000 55.000 6.792 0.137213

ACTIVE SPACING:

No. Z depth Spacing 1 0.00 1.00 2 5.50 1.00

PASSIVE SPACING:

No. Z depth Spacing 1 0.00 1.00

UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

Force Equilibrium Moment Equilibrium

Depth(ft)

30 0 1 ksf

Licensed to McMaster Terracon Consultants Date: 7/23/2025 File: C:\Users\slmcmaster\OneDrive - Terracon Consultants Inc\H1255079 Gee Creek Watershed Erosion Control Project - General\07 Working Files\02 Calculations\Area 1 - Sheet Pile Wall\UNTITLED.sh8

Wall Height=5.5 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile

PILE LENGTH: Min. Embedment=22.01 Min. Pile Length=27.51 MOMENT IN PILE: Max. Moment=18.66 per Pile Spacing=1.0 at Depth=16.97

PILE SELECTION:

Request Min. Section Modulus = 9.4 in3/ft=506.64 cm3/m, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66 PZ27 has Section Modulus = 30.2 in3/ft=1623.55 cm3/m. It is greater than Min. Requirements!

Top Deflection = 1.14(in) based on E (ksi)=29000.00 and I (in4)/foot=184.2

DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):

Z1 P1 Z2 P2 Slope

* Above Base

0.000 0.000 2.000 0.069 0.034691

2.000 0.069 5.500 0.127 0.016513

* Below Base

5.500 0.127 55.000 0.945 0.016513

* Water Pres.

2.000 0.000 5.500 0.218 0.062400

5.500 0.218 Tip 0.000 To Tip

* Sur- charge

0.000 0.000 0.275 0.008 0.029433

0.275 0.008 0.550 0.016 0.028403

0.550 0.016 0.825 0.023 0.026487

0.825 0.023 1.100 0.030 0.023934

1.100 0.030 1.375 0.036 0.021026

1.375 0.036 1.650 0.041 0.018026

1.650 0.041 1.925 0.045 0.015134

1.925 0.045 2.200 0.048 0.012480

2.200 0.048 2.475 0.051 0.010130

McMaster, Shenna L Highlight Text

McMaster, Shenna L Highlight Text

3.025 0.055 3.300 0.056 0.004954

3.300 0.056 3.575 0.057 0.003766

3.575 0.057 3.850 0.058 0.002787

3.850 0.058 4.125 0.059 0.001981

4.125 0.059 4.400 0.059 0.001320

4.400 0.059 4.675 0.059 0.000777

4.675 0.059 4.950 0.059 0.000330

4.950 0.059 5.225 0.059 -0.000038

5.225 0.059 5.500 0.059 -0.000342

5.500 0.059 6.050 0.059 -0.000699

6.050 0.059 6.600 0.058 -0.001050

6.600 0.058 7.150 0.057 -0.001294

7.150 0.057 7.700 0.057 -0.001465

7.700 0.057 8.250 0.056 -0.001585

8.250 0.056 8.800 0.055 -0.001668

8.800 0.055 9.350 0.054 -0.001726

9.350 0.054 9.900 0.053 -0.001764

9.900 0.053 10.450 0.052 -0.001787

10.450 0.052 11.000 0.051 -0.001800

11.000 0.051 12.100 0.049 -0.001804

12.100 0.049 13.200 0.047 -0.001790

13.200 0.047 14.300 0.045 -0.001762

14.300 0.045 15.400 0.043 -0.001723

15.400 0.043 16.500 0.041 -0.001679

16.500 0.041 17.600 0.040 -0.001629

17.600 0.040 18.700 0.038 -0.001577

18.700 0.038 19.800 0.036 -0.001523

19.800 0.036 20.900 0.035 -0.001468

20.900 0.035 22.000 0.000 -0.031395

PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.5 Z1 P1 Z2 P2 Slope

* Below Base

5.500 0.000 55.000 6.792 0.137213

ACTIVE SPACING:

No. Z depth Spacing 1 0.00 1.00 2 5.50 1.00

PASSIVE SPACING:

No. Z depth Spacing 1 0.00 1.00

UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

Force Equilibrium Moment Equilibrium

Depth(ft)

30 0 1 ksf

Licensed to McMaster Terracon Consultants Date: 7/23/2025 File: C:\Users\slmcmaster\OneDrive - Terracon Consultants Inc\H1255079 Gee Creek Watershed Erosion Control Project - General\07 Working Files\02 Calculations\Area 1 - Sheet Pile Wall\UNTITLED.sh8

Wall Height=5.5 Pile Diameter=1.0 Pile Spacing=1.0 Wall Type: 1. Sheet Pile

PILE LENGTH: Min. Embedment=22.01 Min. Pile Length=27.51 MOMENT IN PILE: Max. Moment=18.66 per Pile Spacing=1.0 at Depth=16.97

PILE SELECTION:

Request Min. Section Modulus = 6.8 in3/ft=364.78 cm3/m, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 PZ27 has Section Modulus = 30.2 in3/ft=1623.55 cm3/m. It is greater than Min. Requirements!

Top Deflection = 1.14(in) based on E (ksi)=29000.00 and I (in4)/foot=184.2

DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):

Z1 P1 Z2 P2 Slope

* Above Base

0.000 0.000 2.000 0.069 0.034691

2.000 0.069 5.500 0.127 0.016513

* Below Base

5.500 0.127 55.000 0.945 0.016513

* Water Pres.

2.000 0.000 5.500 0.218 0.062400

5.500 0.218 Tip 0.000 To Tip

* Sur- charge

0.000 0.000 0.275 0.008 0.029433

0.275 0.008 0.550 0.016 0.028403

0.550 0.016 0.825 0.023 0.026487

0.825 0.023 1.100 0.030 0.023934

1.100 0.030 1.375 0.036 0.021026

1.375 0.036 1.650 0.041 0.018026

1.650 0.041 1.925 0.045 0.015134

1.925 0.045 2.200 0.048 0.012480

2.200 0.048 2.475 0.051 0.010130

McMaster, Shenna L Highlight Text

McMaster, Shenna L Highlight Text

3.025 0.055 3.300 0.056 0.004954

3.300 0.056 3.575 0.057 0.003766

3.575 0.057 3.850 0.058 0.002787

3.850 0.058 4.125 0.059 0.001981

4.125 0.059 4.400 0.059 0.001320

4.400 0.059 4.675 0.059 0.000777

4.675 0.059 4.950 0.059 0.000330

4.950 0.059 5.225 0.059 -0.000038

5.225 0.059 5.500 0.059 -0.000342

5.500 0.059 6.050 0.059 -0.000699

6.050 0.059 6.600 0.058 -0.001050

6.600 0.058 7.150 0.057 -0.001294

7.150 0.057 7.700 0.057 -0.001465

7.700 0.057 8.250 0.056 -0.001585

8.250 0.056 8.800 0.055 -0.001668

8.800 0.055 9.350 0.054 -0.001726

9.350 0.054 9.900 0.053 -0.001764

9.900 0.053 10.450 0.052 -0.001787

10.450 0.052 11.000 0.051 -0.001800

11.000 0.051 12.100 0.049 -0.001804

12.100 0.049 13.200 0.047 -0.001790

13.200 0.047 14.300 0.045 -0.001762

14.300 0.045 15.400 0.043 -0.001723

15.400 0.043 16.500 0.041 -0.001679

16.500 0.041 17.600 0.040 -0.001629

17.600 0.040 18.700 0.038 -0.001577

18.700 0.038 19.800 0.036 -0.001523

19.800 0.036 20.900 0.035 -0.001468

20.900 0.035 22.000 0.000 -0.031395

PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.5 Z1 P1 Z2 P2 Slope

* Below Base

5.500 0.000 55.000 6.792 0.137213

ACTIVE SPACING:

No. Z depth Spacing 1 0.00 1.00 2 5.50 1.00

PASSIVE SPACING:

No. Z depth Spacing 1 0.00 1.00

UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in

Xp=0,Xa=0 Xp=22.0 Xa=22.0

Z=0, Wall Top

Z=5…