IFB_25_26-04_Ft._Mellon_Park_Improve_Addendum_2.pdf

City of Sanford | Finance Department | Purchasing Division 300 N. Park Avenue Suite 236, Sanford, Florida 32771

Phone: 407-688-5191 or 5030 | Fax: 407-688-5021 | Email: purchasing@sanfordfl.gov ADDENDUM

#2 IFB 25/26-04 FT. MELLON PARK IMPROVEMENTS

DATE: November 24, 2025

TO: All Bidders/Proposers

FROM: Frank Mascola, Purchasing Coordinator

City of Sanford Purchasing Division

SUBJECT: IFB 25/26-04 Ft. Mellon Park Improvements | ADDENDUM #2

This addendum is issued to provide additional information, clarification, corrections, additions, deletions and/or answers to questions concerning the above referenced solicitation. All information provided in this addendum is incorporated into the solicitation document as set forth therein. All other parts of the solicitation have been maintained as originally distributed. This addendum supersedes any verbal and/or other instructions given to any bidder/proposer qualified to respond pursuant to the requirements set forth in the solicitation document.

I. DUE DATE

This Addendum does not change the solicitation due date. The solicitation due date remains Tuesday, December 2, 2025, at 2:00 PM Local Time. The Question-and-Answer deadline remains Tuesday, November 25, 2025, at 2:00 PM local time.

II. QUESTIONS AND ANSWERS (Q&A)

The City has received the following question(s) concerning the solicitation:

Q1. The bid for seems to have some extraneous items: Sod (items 23 & 36), Electrical Service (items

13 & 33), Light Poles (items 14 & 34, with 34 having no quantity), and Modification of Existing Irrigation System (items 24 & 37). Please clarify.

A1. Items 1-8, cover the entire project, items 9-23 are covered on the Lake Carolla Sheets and 24-37 are covered in the Amphitheater Sheets. Please refer to the Key Sheet for clarification.

Q2. The bid form (Attachment F) seems to have been printed from a spreadsheet (grand total is already listed as $0.00). Will bidding contractors be given that spreadsheet, or will we be given a clean copy without the total pre-calculated?

A2. Attachment F must be priced out per line. Please complete it accordingly.

Q3. Are any details available for the scope of bid item 12 ("Bridge over Existing Utilities")?

A3. Bridge over Existing Utilities line item, is in reference to penetrations though the sheet piles, see

Wall Detail, sheet S-1.0

Q4. Under what pay item are the 24" concrete bands shown on sheet C-2.5 and SD100 detail 2/SD100 paid?

A4. The concrete bands are included in the concrete sidewalk pay item. It is the contractor's responsibility to build the entire project, see Summary of Work Specification.

mailto:purchasing@sanfordfl.gov

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#2 IFB 25/26-04 FT. MELLON PARK IMPROVEMENTS

Q5. Are the 4" concrete bands below the pavers incidental to the price for the pavers?

A5. The concrete below the pavers needs to be included in the paver line item.

Q6. Please confirm the architectural radius of the promenade sidewalk as shown on sheet C2.5.

A6. The radius of the promenade is 388.53’

Q7. Please clarify which details shown on sheet SD103, Details #1 and #2 are to be provided or furnished by others. If foundations are to be provided by the contractor, please provide a foundation detail(s) required for coordination and construction.

A7. Poligon will furnish and install the pavilion, including the necessary footings required for the pavilion. The general contractor is to provide a cost for the LED wall. The LED wall is an add alternate.

Q8. Per Detail #2 on sheet SD101, please confirm whether the pilaster cap concrete element is intended to be cast-in-place or precast.

A8. Precast, to match the existing caps in the park.

Q9. On sheet SD101, please confirm whether the aluminum bar is an extrusion. If so, please provide a section cut or profile detail for reference. The current Section AA does not indicate an aluminum bar on the outer frame of the medallion where as the elevation view does indicate an aluminum bar at the perimeter frame.

A9. The medallion is to match the existing column grill work at Ft Mellon Park

Q10. Invitation to bid item 1.04C requires us to attach 24 items to the bid. Item 21 and 22 refer to

Attachments D and E subsequently, however the titles of these forms are incorrect. Can you please confirm correct attachment names, and if these forms are required to be submitted because Attachment E indicates "when require(d)".

A10. Forms are correct. Attachment E is required.

Q11. Invitation to bid item 1.04C requires us to attach 24 items to the bid. Item 23 is a unit price sheet that is not inclusive of all items required for the bid (For instance aluminum details on pilasters on SD101). Please confirm that total price on Attachment F does or does not need to equal the lump sum amount entered into item 1.03A on section 00410 Bid Form. If these amounts must be equal, will a new Attachment F be issued that has the complete scope of work listed on it?

A11. Form 00410 is the total dollar amount for the project. Attachment F is being used to price out individual line items with the total matching the dollar amount on form 00410.

Q12. Please confirm if we are to use the quantities on Attachment F for our bid price proposal, or if the quantities shown on the drawings are to govern.

A12. It is the contractor's responsibility to build the entire project, see Summary of Work Specification.

Q13. On Attachment F, there is a Total Lump Sum Price in line 38; however the Grand Total below that only asks for items 1-33, please confirm if this is how we are to price.

A13. The contractor needs to include all bit items in their proposal, which means 1-38. It is the

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#2 IFB 25/26-04 FT. MELLON PARK IMPROVEMENTS

contractor's responsibility to build the entire project, see Summary of Work Specification.

Q14. On Attachment F, is the intent to utilize these unit prices as additive or deductive based on actual quantities installed, or change order work, or is the job going to be awarded based on a stipulated sum basis?

A14. The job will be awarded on a lump sum basis. Please refer to Summary of Work Specification.

Q15. Would you please confirm that moment of inertia is the controlling property for the pile sheets, and not section modulus?

A15. The sheet pile section must satisfy both the minimum moment of inertia (I) and minimum section modulus (S) indicated on the drawings.

The section modulus generally governs bending strength, while the moment of inertia governs stiffness and deflection. The design requirements were based on both strength and serviceability considerations; therefore, the selected sheet pile profile must meet or exceed both properties.

In this design, neither property alone is controlling—they are both required. The sheet pile section must satisfy both the minimum moment of inertia (I) and minimum section modulus (S) indicated on the drawings.

The section modulus generally governs bending strength, while the moment of inertia governs stiffness and deflection. The design requirements were based on both strength and serviceability considerations; therefore, the selected sheet pile profile must meet or exceed both properties.

Q16. Will soils excavated during reshaping of the pond be permitted to be used as fill?

A16. Please refer to the earthwork notes on Sheet C0.02 and the project soils report. Suitable soils per those sections, can be used for fill.

Q17. There are several trees shown to be protected that will interfere with pile installation. It appears that at least one will need to be removed completely. Will trimming and removal of trees be permitted?

A17. Yes, trimming will be permitted, this will need to be coordinated with the City.

Q18. There are several PVC pipes that extend into the pond that are not shown on the plans. Are these to be abandoned in place? Extended through the piling? Please advise.

A18. The PVC pipes identified will be removed/rerouted as per the plans, and directed to the pond.

Please include a penetration for the museum building rain leader, which was not identified on the survey.

Q19. It appears that pole support wires in the vicinity of the fountain electrical/control panel will interfere with the new sidewalk. Will the City have these wires relocated?

A19. The city will have these wires relocated.

Q20. Will there be any MOT restrictions on E. Seminole Blvd. during this project? Will night work be required?

A20. There are no MOT restrictions on E. Seminole Blvd. No night work required.

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#2 IFB 25/26-04 FT. MELLON PARK IMPROVEMENTS

Q21. Bid Items 13 and 14 are the same as 33 and 34, please clarify A21. Item 13 is electric service and is lump sum. Item 14 is light poles, 8 are listed and they are each.

Q22. Actually, 23 and 24 have are the same as 36 and 37 as well.

A22. Item 23 is sod. Item 24 modification of irrigation system. Item 36 is sod. Item 37 is modification of irrigation system

Q23. There is a section entitled "BILL ANALYSIS AND FISCAL IMPACT STATEMENT", it discusse synetic turf and pools and spas - is this relavent to the project?

A23. Synthetic turf and pools and spas – ARE NOT relevant to the project.

Q24. The specifications contain to sections titled "SECTION 32 13 00 CONCRETE PAVING" A24. Please clarify your question.

Q25. Drawing C-2.5 has a note in the middle of the page, refering to an Add Alt and to See Sheet

L104, there is no sheet L104.

A25. The contractor needs to refer to Sheet SD-103. The sheet that is labeled Add Alt Site Details.

Q26. Bid item 15 is to relocate the existing fountain, is this correct?

A26. Bid item 15 is to remove and reinstall the fountain and bubblers, the contractor is to re-install the fountain and bubblers using the existing power to the fountain. There is not a new circuit shown for electrical connection as it is existing and will be re-used to power the fountain.

Q27. Is there any detail (size, model number, layout, etc) on the existing fountain and bubblers we need to remove, salvage, and reinstall?

A27. There is no specific detail for these items.

Q28. There is no measurement and payment section, can you better define bid item 12, Bridge over

Existing Utilities - i don't see it called out on the drawings.

A28. Bridge over Existing Utilities line item, is in reference to penetrations though the sheet piles, see

Wall Detail, sheet S-1.0.

Q29. During our review of the contract documents, we were unable to locate a geotechnical report for this project. However, on Sheet C-003 “SWPP Notes,” General Construction Note No. 16 references a geotechnical report prepared by Andreyev Engineers, Inc. Please confirm whether a geotechnical report has been prepared and issued for this project. If so, please provide the most current version along with any associated boring logs, recommendations, or supplemental information.

A29. Geotech Report attached.

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#2 IFB 25/26-04 FT. MELLON PARK IMPROVEMENTS

Q30. Please clarify the intended limits of the pile cap installation. Per sheet C3.0, the pile cap appears to be located along the south side of the pond where the filled area is called out to match existing grades. Should the pile cap be installed only in this south area, or is it intended to continue to the point where the new sidewalk connects? Additionally, there appears to be a small section on the north side of the pond, near the new sidewalk connection by Seminole Blvd., that may also require a pile cap. Please confirm whether a pile cap is required in that area as well.

A30. The entire sheet wall has a concrete pile cap

Q31. There are plants listed such as Herb of Grace, Pink Muhly Grass, and Blue Porter Weed on the

Bid Sheet. These are not on the plans I have. There are no size specifications also. Can you provide?

A31. Refer to Landscape Plan, sheet L-100.

Q32. 1) Are we required to provide temporary fencing? 2) Are we required to provide a temporary office? 3) Is Builders Risk insurance required? 4) Is a public information officer required?

A32. The contractor is responsible for securing the site. A temporary office is up to the contractor.

Builders Risk insurance is required. A public information officer is not required; the city will provide if this is necessary.

III. CHANGES, ADDITIONS AND/OR CLARIFICATIONS

Bid Bond form 00420 and Geotech Report provided.

IV. SIGN-IN SHEET

N/A

V. ATTACHMENTS

Bid Bond form 00420. Geotech Report.

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#2 IFB 25/26-04 FT. MELLON PARK IMPROVEMENTS

Respondents must acknowledge receipt of this Addendum by signing this form below and returning it to the Procurement Division prior to the hour and date specified for receipt of bids/proposals or by including this Addendum with your submittal. Failure to comply may result in disqualification of your response.

Acknowledgment is hereby made of Addendum #2 to IFB 25/26-04 Ft. Mellon Park Improvements.

Name of Firm/Company Contact Email

Street Address City, State, Zip Code

Telephone Number Fax Number

Authorized Person Printed Name Authorized Person Title

Authorized Person Signature Date of Signature

300 N. Park Avenue 2nd Floor Suite 236 Sanford, Florida 32771

Phone: 407.688.5028 or 5030 | Fax: 407.688.5021 Solicitation Number:

IFB 25/26-04

INVITATION FOR BID (IFB)

ONE (1) TIME PURCHASE

Due Date:

December 2, 2025

TITLE: FT. MELLON PARK IMPROVEMENTS

SECTION 00420-1

SECTION 00420

BID BOND FORM

KNOW ALL MEN BY THESE PRESENT, that we, the undersigned, (1) , as Principal, and (2) , as Surety, are hereby and firmly bound unto (3) , as Owner, in the penal sum of (4) Dollars ($ ) for the payment of which, well and truly to be made, we hereby jointly and severally bind ourselves, our heirs, executors, administrators, successors, and assigns.

The condition of the above obligation is such that whereas the Principal has submitted to (3) a certain Bid for (5) , attached hereto and hereby made a part hereof.

1) Bidder

2) Surety

3) Owner

4) Amount of Bond as Required in the Instructions to Bidders

5) Name of Project as Shown in Invitation for Bids

NOW, THEREFORE,

A. If said Bidder shall be in rejected, or in the alternate, B. If said Bid shall be accepted and the Principal shall execute and deliver the Agreement (properly completed in accordance with the Bidding Documents), and shall furnish a bond for his faithful performance of said contract, and for the payment of all persons performing labor or furnishing materials in connection therewith, and shall in all other respects perform the agreement created by the acceptance of said Bid, then this obligation shall be void, otherwise the same shall remain in force and effect; it being expressly understood and agreed that the liability of the Surety for any and all claims hereunder shall, in no event, exceed the penal amount of this obligation as herein stated.

The Surety, for value received, hereby stipulates and agrees that the obligations of said Surety and its bond shall be in no way impaired or affected by any extension of the time within which the Owner may accept such Bid; and said Surety does hereby give waive notice of any such extension.

IN WITNESS WHEREOF, the Principal and the Surety have hereunto set their hands and seals, and such of them as are corporations have caused their corporate seals to be hereto affixed and these presents to be signed by their proper officers.

300 N. Park Avenue 2nd Floor Suite 236 Sanford, Florida 32771

Phone: 407.688.5028 or 5030 | Fax: 407.688.5021 Solicitation Number:

IFB 25/26-04

INVITATION FOR BID (IFB)

ONE (1) TIME PURCHASE

Due Date:

December 2, 2025

TITLE: FT. MELLON PARK IMPROVEMENTS

SECTION 00420-2

Signed and sealed this day of , 2025.

ATTEST: Principal

By (Principal Officer) By (Signature of Officer)

Typed Name and Title Typed Name and Title

(CORPORATE SEAL) Address

City, State, Zip

Surety

By:

By Attorney-in-Fact

Typed Name and Title Typed Name and Title

(SEAL) Address

City, State, Zip

Telephone No. Facsimile No.

END OF SECTION

April 18, 2024 Project No.: GPGT-24-026

To: GAI Consultants 618 E. South Street, Suite 700 Orlando, Florida, 32801

Attention: Ms. Aimee Shields, P.E.

Subject: Report, Geotechnical Investigation, Proposed Sheet Pile Wall Along Shoreline of Lake Carola at Sanford Museum, 500 E. 1st. Street, Sanford, Seminole County, Florida

Dear Ms. Shields:

As requested, Andreyev Engineering, Inc. (AEI) has completed a geotechnical investigation for the above referenced project. The purpose of this investigation was to obtain geotechnical data to assist in the design and construction of the proposed sheet pile wall along the shoreline of Lake Carola at Sanford Museum located at 500 E. 1st Street, Sanford, Seminole County, Florida. This report presents the results of our geotechnical investigation along with an evaluation of the soil and groundwater conditions encountered. In addition, it includes recommendations for geotechnical parameters for the design of the proposed sheet pile wall.

SITE LOCATION AND PROJECT DESCRIPTION

The proposed site for the sheet pile wall is along the shoreline of Lake Carola located at the north side of the Sanford Museum, 500 E. 1st Street, Sanford, Seminole County, Florida in Section 37, Township 19 South, and Range 30 East. The proposed sheet pile wall will be approximately 1,000-foot-long along the entire shoreline of Lake Carola. Information regarding the depth of water at Lake Carola and the proposed height of the wall is not available at this time. The existing ground surface along the shoreline is grassy land with several trees. The ground surface elevations at the boring locations ranged from 6.6 to 8.1 ft-NAVD88. The site vicinity is shown on a USGS topographic map on Figure 1. An aerial view of the site is shown on Figure 2. The N.R.C.S. web soil survey map of the site is shown on Figure 3.

SCOPE OF FIELD EXPLORATION

The scope of services included drilling of nine (9) Standard Penetration Test (SPT) borings to a depth of 20 to 30 feet below the ground surface along the shoreline of Lake Carola. Six (6) borings (B-1, B- 3, B-5, B-7, B-8 and B-9) were drilled to a depth of 30 feet below the ground surface and three (3) borings (B-2, B-4 and B-6) were drilled to a depth of 20 feet below the ground surface. Representative portions of each soil stratum from the soil borings were packaged and sealed for transportation to our laboratory for further examination and visual classification. The boring location plan is shown on Figure 4.

Geotechnical Investigation for Sheet Pile Wall Along Shoreline of Lake Carola, Sanford Museum, 500 E. 1st Street, Sanford, Seminole County, FL

SOIL AND GROUNDWATER CONDITIONS

The soil types encountered at the boring locations are presented in the form of soil profiles on the attached Figure 5. The stratification presented on Figure 5 is based on visual examination of the recovered soil samples, laboratory testing and the interpretation of the field logs by a geotechnical engineer.

In general, the borings encountered the following soil Strata:

• Gray to light brown to brown fine sand to slightly silty fine sand (Stratum 1).

• Gray clayey fine sand (Stratum 2).

• Dark brown organic fine sand (Mucky Sand) (Stratum 3).

• Gray to grayish brown slightly silty to silty fine sand (Stratum 4).

Standard Penetration Tests (SPTs) were carried out in general accordance with ASTM Standard D- 1586. Closely spaced SPT tests with split barrel sampling were performed in the upper 10 feet, with successive tests carried out at 5-foot intervals thereafter. The SPT blow counts or “N-Values” are shown adjacent to the boring profiles on Figure 5. The “N” values have been empirically correlated with various soil properties and are considered to be indicative of the relative density of cohesionless soils and the consistency of cohesive material. The SPT boreholes were grouted and backfilled with additional bentonite and soil materials.

The near surface fine sand to slight silty fine sand layer (Stratum 1) extended to a maximum depth of

6.0 feet below the ground surface and the relative density of the fine sand ranged between very loose to medium dense with SPT N-values ranging between 2 blows/foot to 18 blows/foot. Very loose to medium dense clayey fine sand (Stratum 2) with SPT N-values ranging from 3 blows/foot to 15 blows/foot was encountered at borings B-1, B-2 and B-8. At borings B-1 and B-8 a lower clayey sand layer was encountered between the depths of 23.5 feet to 28.5 feet below the ground surface.

Very loose to medium dense organic fine sand (mucky sand) (Stratum 3) was encountered at borings B-1, B-3, B-7 and B-9. The thickness of the organic sand layer was 2 feet and the SPT N-values ranged between 3 blows/foot to 12 blows/foot. The organic content (ASTM Method D2974) of the Stratum 3 sand ranged between 6.4% to 21.2% and the moisture content ranged between 53.6% to 85.0%.

Very loose to dense silty fine sand (Stratum 4) was encountered below the Stratum 2 clayey sand and Stratum 3 organic sand. At boring B-2, stratum 4 silty sand was encountered starting from the ground surface. The SPT N-values in Stratum 4 silty sand ranged from as low as 2 blows/foot to 40 blow/foot. The Stratum 4 silty sand extended to the maximum explored depths at borings B-2, B-3, B-4, B-5, B-6, B-7 and B-9.

A lower dense to very dense Stratum 1 fine sand layer with SPT N-values ranging from 43 blows/foot to 53 blows/foot was encountered below the depth of 28.5 feet at borings B-1 and B-8 and extended to the maximum explored depths of 30 feet.

Correlation of the SPT-N values with relative density, unconfined compressive strength and consistency are provided in the following table:

Coarse-Grained Soils

Fine Grained Soils

Penetration

Resistance N (blows/ft)

Relative Density of

Sand

Penetration

Resistance N (blows/ft)

Unconfined

Compressive Strength of Clay

(tons/ft2)

Consistency of Clay

0-4

Very Loose

<2

<0.25

Very Soft 4-10

Loose

2-4

0.25-0.50

Soft

10-30

Medium-Dense

4-8

0.50-1.00

Medium 30-50

Dense

8-15

1.00-2.00

Stiff

>50

Very Dense

15-30

2.00-4.00

Very Stiff

>30

>4.00

Hard

Laboratory Testing

A total of thirteen (13) moisture content (ASTM Standard D 2216) tests, eleven (11) fines content (ASTM Standard D 1140) tests and two (2) organic content (ASTM D 2974) tests were performed on selected soil samples retrieved from the borings. The results of the laboratory tests are shown on Figure 5.

Groundwater Conditions

Groundwater was encountered within 1.0 to 2.5 feet below the ground surface at the boring locations along the shoreline of Lake Carola. The variations in the depths of water table are believed to be due to difference in the ground surface elevations at the boring locations.

Based on the encountered subsurface conditions, the lake levels, our local experience, and antecedent rainfall conditions, the normal seasonal high groundwater level at the boring locations is estimated to exist at about elevation 6.0 feet (NAVD88).

NRCS Soil Survey

The U.S. Department of Agriculture, Natural Resources Conservation Service (NRCS) Web Soil Map was reviewed. A portion of the map which depicts the location of the subject site is shown on attached Figure 3. The soil map unit for proposed site location is: #34 Urban Land, 0 to 2 percent slopes. The depth of seasonal highwater table in #34 Urban Land according to the web soil survey is at a depth greater than 200 cm (6.6 feet) below the ground surface.

EVALUATION AND RECOMMENDATIONS

General

The following conclusions and recommendations are based on the project characteristics previously described, the data obtained in our field exploration and laboratory testing, and our experience with similar subsurface conditions.

Based on the results of our study, we are of the opinion that the soil and groundwater conditions are

LiKL Rectangle suitable for construction of the proposed sheet pile retaining wall structure at the site. For the design of the sheet piles we recommend the use of following soil parameters:

Boring Location

Depth (feet)

Soil Type Average N-value

Moist Unit

Weight (pcf)

Saturated Unit

Weight (pcf)

Cohesion c’

(psf)

Friction

Angle, ’

(degree)

Wall Friction Angle, (degree)

B-1

0 - 2 Fine Sand 7 105 115 0 29 14

2 - 4 Clayey Fine Sand 6 105 115 0 25 12

4 - 6 Fine Sand 2 100 110 0 26 13

6 - 8 Organic Fine Sand 3 90 100 0 24 12

8 – 23.5 Silty Fine Sand 9 100 110 0 28 14

23.5 – 28.5 Clayey Fine Sand 2 100 110 0 24 11

28.5 – 30.0 Fine Sand 53 110 120 0 35 15

B-2

0 - 8 Silty Fine Sand 12 105 115 0 29 13

8 - 10 Clayey Fine Sand 9 105 115 0 25 11

10 - 20 Silty Fine Sand 4 100 110 0 25 12

B-3

0 - 6 Fine Sand 6 105 115 0 29 14

6 - 8 Organic Fine Sand 7 90 100 0 24 12

8 - 30 Silty Fine Sand 10 100 110 0 28 13

B-4

0 - 2 Silty Fine Sand 4 100 110 0 26 12

2 - 4 Fine Sand 6 105 115 0 29 14

4 - 20 Silty Fine Sand 6 105 115 0 27 13

B-5 0 - 4 Fine Sand 10 105 115 0 30 14

4 - 30 Silty Fine Sand 19 110 120 0 31 14

B-6

0 - 2 Silty Fine Sand 7 105 115 0 27 13

2 - 4 Fine Sand 18 110 120 0 32 15

4 - 20 Silty Fine Sand 14 110 120 0 29 14

B-7

0 – 4 Fine Sand 9 105 115 0 30 14

4 – 6 Organic Fine Sand 3 90 100 0 24 12

6 - 30 Silty Fine Sand 16 110 120 0 30 14

B-8

0 - 2 Fine Sand 11 105 115 0 30 14

2 – 6 Silty Fine sand 6 105 115 0 27 13

6 - 8 Clayey Fine Sand 9 105 115 0 25 12

8 – 23.5 Silty Fine Sand 21 110 120 0 31 14

23.5 – 28.5 Clayey Fine Sand 11 105 115 0 25 12

28.5 – 30.0 Fine Sand 43 110 120 0 33 15

B-9

0 - 4 Fine Sand 4 100 110 0 27 13

4 – 6 Organic Fine Sand 3 90 100 0 24 12

6 - 30 Silty Fine Sand 14 110 120 0 29 14

The earth pressure on the sheet pile wall should be calculated based on the soil parameters listed above. Based on the earth pressures, moment, shear. deflection, pile size and embedment should be designed using the recommendations of US Navy Design Manual (DM-7), USS Steel Sheet Piling Design Manual and FHWA-RD-75 (Federal highway Design and Construction Summary). If requested, AEI can provide sheet pile design services.

LIMITATIONS

The geotechnical exploration and recommendations submitted herein are based on the data obtained from the soil borings presented on Figure 5. The report does not reflect any variations which may occur between, adjacent to or away from the borings. If the soil conditions encountered during construction are significantly different, a re-evaluation of the geotechnical recommendations may be necessary.

This item has been digitally signed

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

CLOSURE

AEI appreciates the opportunity to participate in this project, and we trust that the information herein is sufficient for your present needs. If you have any questions or comments concerning the contents of this report, please do not hesitate to contact our office.

Sincerely, ANDREYEV ENGINEERING, INC.

Shawkat Ali, Ph. D., P.E. Raymond W. Jones, P.E.

Senior Project Engineer Vice President Florida license No. 52568 Florida License No.58079

FIGURES

SUBJECT

SITE

Andreyev Engineering, Inc.

GRAPHIC SCALE: 1"=2000'

2000 40001000

PROPOSED SHEET PILE WALL ALONG

SHORELINE OF LAKE CAROLA

Andreyev Engineering, Inc.

GRAPHIC SCALE: 1"=50'

50 10025 PROPOSED SHEET PILE WALL ALONG

PROJECT

AREA

Andreyev Engineering, Inc.0

GRAPHIC SCALE: 1"=300'

300 600150

PROPOSED SHEET PILE WALL ALONG

B-1

B-2

B-3

B-4

B-5 B-6

B-7

B-8

B-9

Andreyev Engineering, Inc.

GRAPHIC SCALE: 1"=50'

50 10025 PROPOSED SHEET PILE WALL ALONG

Andreyev Engineering, Inc.

PROPOSED SHEET PILE WALL ALONG