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213 South Palafox Place, 2nd Floor • Pensacola, Florida 32502

P.O. Box 1591 • Pensacola, Florida 32591‐1591

850.595.4980 • www.myescambia.com

October 26, 2017

To: All Known Prospective Bidders

Addendum Number 1:

Re: Beachside Restrooms and Dune Walkover Project Specification Number: PD 16-17.088

All:

We recently sent you an Invitation to Bid on the above-mentioned specification.

This Addendum Number 1 provides for:

Questions/Responses

1. What is the budget/estimate for this project? Response: $560,000.00

2. In the Pre-Solicitation Meeting on October 17, 2017 the following items were discussed: a. Are tap fees to be included in the bid? No. b. Are permit fees to be included in the bid? Only the identified building permit fee

allowance of $500 should be included. c. Are temporary utilities available on site? No utilities are readily available on the

south side of Via De Luna Drive. d. Clarification: The design team has not been able to confirm the existence of utility

sleeves under Via De Luna Drive. Boring will be required under Via De Luna for utility tie-in.

3. On drawing S-001, Section 2.02 Sub-section B, notes that timber walkways to be 8” in diameter with tip elevation at 11’ below existing grade. However, on drawing S-406, Detail 1, it calls for 6” diameter with pile embed at 22’. Please clarify which is correct. Response: -Radial Platform (12 Pilings) pilings shall be 8" dia. tip minimum pilings embed 11 ft. per the geotechnical report. -Frame A pilings shall be 6" dia. tip minimum pilings embed 11'-0" into the existing soils as indicated in the geotechnical report. -Frame B pilings shall be 6x6 P.T. timber piles embed 11'-0" into the existing soils as indicated in the geotechnical report.

Paul R. Nobles/Purchasing Manager

Office of Purchasing

Addendum 1 ‐ of 4

4. Please provide a copy of the referenced Larry M. Jacobs Geotechnical Report. Response: See attached with addendum included.

5. Drawing A-101, legend at top right of page, indicates the 8” CMU walls shall receive stucco on both sides. This symbol is shown on all interior & exterior walls.

a. Drawing A-211, Finish Schedule, states the interior of walls to receive a cementitious base coat with epoxy paint. Please clarify which finish to provide on interior of walls. Response: Provide cementitious base coat with epoxy at all interior walls with the exception of Janitor 106 & plumbing chases.

b. Also, the legend on sheet A-101 states no stucco finish at Chase and Janitor 106. Please clarify this is correct. Response: This is correct – these areas shall receive primer/paint only.

6. Specification Section 099600, High Performance Coatings, Paragraph 3.6 Sections B and C, note the type of coatings to be used but do not note brand or color to be used. Please advise. Response: Any brand complying with the specification is acceptable. Colors will be selected by the Architect after approval of an EIFS system.

7. Specification Section 316213, Concrete Piles and Section 316219, Timber Piles, Paragraph 3.1, only refers to driving piles. There is no reference to be able to jet piles. Can we jet piles to a given depth and seat by driving? Response: Install pilings as recommended in the geotechnical report and attached Addendum 1.

8. Specification Section 073213, Clay Roof Tiles, Paragraph 3.5.A, Items 4, 5, 6 & 7 refer to different installation methods. Which method is to be used or is there a combination of these to be used? Our manufacturer recommends attaching with screws, but they are not listed as acceptable in the specification. Will screw attachment be acceptable if approved and recommended by manufacturer? Response: Any method approved by manufacturer which meets wind & code requirements is acceptable.

9. Specification Section 073231, Clay Roof Tiles, Paragraph 3.5.A, Item 8 & 9 list Clips and Tile locks. Are both required or just one? Response: Provide as required to meet wind & code requirements.

10. Specification Section 313116. Termite Control, requires termite and soil treatment. Based on the drawings, we do not see where this would be required. Please advise on location(s) to treat for termite control, if required. Response: The building’s concrete piers are to receive treatment. The walkover piles should also be treated stopping at 60’ from shore edge. No structure within 60’ of shore edge should receive termite treatment.

Addendum 1 ‐ of 4

11. Drawing S-403, sheet note item 4, calls for max spacing of 6X6 posts to be 5’-6” o.c. However, note in “box” at Detail 3/S-403 state max spacing of 6x6 posts to be 5’-0” o.c. Please clarify. Response: Post spacing along walkways may be limited to 5'-6", but as noted, should be centered between each "frame" location. Post spacing along the edge of the platform area should be 5'-0" on center maximum spacing.

12. Will a temporary fence enclosure be allowed on site for security purposes and material storage? Response: Yes – the entire site may be enclosed with a 6’ tall fence with construction gate. The contractor must submit a site plan showing the proposed location and an application to Santa Rosa Island Authority prior to installation.

13. Drawing S-101 shows all dune walk over framing, however dimensions are needed between each framing section as to determine the entire length and location of dune walk over. Please advise. Response: Refer to civil and architectural drawings for final ramp layouts.

14. Kerf back material called out on drawing S-403 Detail 1 “Pitched cont. #1 2X8 cap board kerf back” and drawing S-404 stair treads 2x12 kerf back are not available in these sizes from the manufacturer. Please advise on how to proceed. Response: Kerf back material is not required for the cap boards or stair treads.

15. Please confirm the size of timber pile and depth of penetration. Reference sheet S-001. Not 2.02B and section 1/S-403 which provide conflicting requirements. Response: -Radial Platform (12 Pilings) pilings shall be 8" dia. tip minimum pilings embed 11 ft. per the geotechnical report. -Frame A pilings shall be 6" dia. tip minimum pilings embed 11'-0" into the existing soils as indicated in the geotechnical report. -Frame B pilings shall be 6x6 P.T. timber piles embed 11'-0" into the existing soils as indicated in the geotechnical report.

Revised Sheets:

G-001 Cover Sheet: Set title revised C-100 Cover Sheet: Revised to include added sheet C-103.1 FDEP Site Improvements Plan (added to set): Includes additional information requested during FDEP permit process C-104 Site Utility Plan: Includes revisions requested by ECUA during permit process C-104.1 FM Connection Plan: Includes revisions requested by ECUA during permit process C-105 Site Grading and Planting Plan (sheet renamed): Includes revisions requested during FDEP permit process A-100 Architectural Floor Plan: Revised to include walkover dimensions & ramp slope correction A-101 Floor Plan, Toilet Accessories & Signage: Revised to clarify CMU finishes A-211 Interior Elevations, Finish Plan & Detail: Revised to clarify wall finishes

December 9, 2016 Ms. Kimberly Steele, AIA Project Architect STOA Architects 121 E. Government Street Pensacola, Florida 32502 SUBJECT: Addendum#1 to Report of Geotechnical Exploration

Proposed Escambia County Beachside Restrooms at Portofino Pensacola Beach, Florida LMJ File #: 16-229

Dear Kimberly:

This letter is Addendum #1 to our report for the subject project dated October 21, 2016. The purpose of this addendum is to provide the requested additional information for pile foundation design recommendations for the subject project. We understand that the maximum estimated individual pile design capacity has been increased to 53 kips. As requested, we have re-calculated pile capacities for the increased design loading and have deepened the embedment depth of the piles to roughly 25 feet below existing grades as shown in the following Table #1. These design values include a design scour depth to elevation +3.1 feet as discussed in the original report.

Table #1: Allowable Pile Capacities

Pile Size/Description Pile Embedment

Depth (1) (ft)

Allowable Pile Capacity (2) (Kips)

Compression Tension

12-inch Square Concrete Pile 25 55 4 14-inch Square Concrete Pile 25 75 4.5

(1) Depth below existing grade at the time of drilling.

(2) Theoretical Factor of Safety = 2 for compression and tension capacity.

We recommend that the piles be carefully jetted to within 1-2 feet of the final tip elevation and then driven to bearing using an approved pile driving hammer. The piles are planned to bear in very dense sands. Based on our experience, driving piles into very dense sands can encounter high resistance making it difficult drive to cut-off elevation. We recommend that prior to jetting all of the piles, the contractor initially install several probe piles in permanent locations to fine tune the jetting depth. Note that substantial overdriving on the order of twice the allowable pile capacity will be required because of the probable groundwater elevation at the time of driving and the depth of design scour. You may want to consider using 14 inch piles because they are less likely to be damaged in the installation process, and more likely to achieve the design load if looser areas are encountered or over jetting occurs.

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