120324 Addendum 1.pdf

Florida Army National Guard

Construction & Facility Management Office

ISSUED ADDENDUM

Rev. 11/2018

Date August 29, 2023

ADDENDUM Number 1

Project Number and Name 120324 Flagler Palm Coast Vehicle Maintenance Shop

Invitation to Bid Date August 4, 2023

Number of Attachments 5

Bid Opening Date and Time September 13, 2023 (2:00 PM – St. Augustine)

From: Department of Military Affairs, CFMO Contracting Office

This addendum and the listed attachments forms a part of the contract documents and modifies the original bidding documents. Acknowledgement of this addendum on Bid Proposal form is required.

Concerns with this addendum should be addressed to:

ng.fl.flarng.list.cfmo-contracting@army.mil

Questions (Q) / Answers (A)

See Attached RFI Log

Attachments:

1. Request for Information (RFI) Log

2. Palm Coast Readiness Center As-Build Sheet C5.0

3. Boundary & Topographic Survey

4. Geotechnical Engineering Report dated October 14, 2021

5. Geotechnical Engineering Report Addendum Letter dated February 27, 2023

END OF ADDENDUM #1

RFI LOG

Project Name:

Project Address:

MRI Project Number:

DMA Project Number:

Date Description A/E Response 8/16/2023

Ref. Spec Section 09 67 00, 2.01 & 2.02:

Part 2.01.A states Basis of Design for fluid-applied flooring is Dex-O-Tex ColorFlake L which has a max thickness of 1/8” and Part 2.02.A.4 states required system thickness is 1/4”. Please clarify required thickness of fluid-applied flooring.

MRI: 1/8" thickness is correct for maximum thickness.

8/16/2023 Please confirm the Pre-Engineered Metal Building is not sole sourced to Butler Manufacturing, but simply a basis of design.

MRI: Butler is presented as the basis of design.

Any pre-engineered metal building (PEMB) manufactuer is acceptable if they meet or exceed specifications/basis of design

8/16/2023 According to section 051200-3 of the project specifications, AISC Certification for fabricator and erector is required. Is it acceptable to waive that requirement for the erector as it may limit subcontractor participation?

TLC: Provide Bid as specified.

8/16/2023 According to section 019113-3, a Commissioning Coordinator is required.

Please confirm this does not need to be a full-time staffed position and can be shared with other management duties.

TLC: The Commissioning Coordinator does not need to be an independent full-time staffed position and may be shared with other management duties. This person must be responsible for all activities noted within the specification. Qualifications must be met as specified.

Flagler Palm Coast Vehicle Maintenance Shop 100 Fin Way, Palm Coast, FL 32164 120324

Flagler Palm Coast Vehicle Maintenance Shop Page 1 of 4

Date Description A/E Response 8/16/2023

Per the Pre-Bid site visit on 8/15/2023, please confirm that Fire Marshall and Water management district costs are to be or have been paid by Engineer/Architect and not the contractor.

MRI: Design team is providing permit review costs for the State Fire Marshall and St. Johns Water Management District.

8/16/2023

Drawing C-100 states, Geothermal well field area (ABI #5), see MEP for exact well layout.

However, in the MEP drawings, no well layout or information on the Geothermal Wells can be found. Please provide the necessary drawings/information for the geothermal wells and resulting changes to the MEP drawings for the ABI #5.

TLC: ABI#5 Geothermal HVAC Option: As directed by ABI#5 contractor is to provide an alternative bid item cost for the complete design and construction of a geothermal water source heat pump system and associated well field to support the project HVAC system requirements.

Base bid is for the direct expansion split system design shown. Well field can be assumed to be located north of the building footprint within the grass area adjacent.

8/16/2023 Specification section 020614 references a geotechnical report. Please provide the geotechnical report if available.

MRI: Two Geotechnical Reports are attached:

Armed Forces Reserve Center Geo Report ECS 56-1473 digi.pdf and PCASE Pavement Design Geo Report ECS 56-1473_digi.pdf.

8/22/2023 The drawings and specs I reviewed are not very detailed regarding the oil systems and the tank sizes. Do you have a CAD file that you can send me that has the oil and air lines represented?

TLC: CAD drawings will be provided to awarded Contractor.

Flagler Palm Coast Vehicle Maintenance Shop Page 2 of 4

8/23/2023

I am writing again to inquire about the compressed air basis of design. We calculate air consumption based on a specific set of criteria. I have attached what I calculated as consumption for this facility and unless I am missing something such as a diesel particulate filter or some other large pneumatically driven mechanism, we estimate your demand for compressed air volume will be in the 50 CFM range. I researched the model you have specified as a basis of design; the Atlas Copco GA-45 and it produces nearly 230 acfm. With two if these units which is what the drawing shows, that would be 460 acfm. It is our opinion that this system is substantially oversized and ask fort this to be clarified as to the demand requirement.

TLC: Contractor to bid as designed on plans.

Value engineering including discussions of allowed diversity will be discussed with the successfully awarded contractor.

8/28/2023 1.Does the FNG5085 have to be submitted with the bid documents at bid time, or can the FNG5085 be submitted after bid prior to intent to award?

MRI: Submit with Bid

8/28/2023

2. Will the DMA \ Design Team consider the use of precast concrete wall panels in lieu of site cast tilt wall panels?

MRI/TLC: Precast panels are acceptable.

Consider panel widths at overhead doors and transit limits.

8/28/2023

3. The instructions say the contractor is responsible for all permits and paying for all permits. Does that include the State Fire Marshal permit and the storm water management \ environmental permits?

Those two items are frequently secured by the design team prior to bid. Please verify.

MRI: Design team is providing permit review costs for the State Fire Marshall and St. Johns Water Management District.

Flagler Palm Coast Vehicle Maintenance Shop Page 3 of 4

8/28/2023

4. Are there as built utility drawings available for the current facility and site?

MRI: The latest survey and previous as-built survey are attached. "Palm Coast Readiness Center As-Built Sheet C5.0" and "Palm Coast Survey". Existing utilities are also identified on Sheet C-401 "Utility Plan".

Flagler Palm Coast Vehicle Maintenance Shop Page 4 of 4

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VICINITY MAP

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NOT TO SCALE

AutoCAD SHX Text NOTICE OF LIABILITY: This survey is certified to those individuals shown on the face thereof. Any other use, benefit or reliance by any other party is strictly prohibited and restricted. Surveyor is responsible only to those certified and hereby disclaims any other liability and hereby restricts the rights of any other individual or firm to use this survey, without express written consent of the surveyor.

AutoCAD SHX Text DESCRIPTION (PER DOC NO. 99000790): Reserved Parcel E-2 and Reserved Parcel D-1, according to the Subdivision Plat Laguna Forest-Section 64, Seminole Woods at Palm Coast, as recorded in Map Book 18, Pages 36 through 42, of the Public Records of Flagler County, Florida. Less and Except Official Records Book 467, Pages 006-007 Palm Coast Utility Corp. Legal Description: A parcel of Land lying in Government Section 19, Township 12 South, Range 31 East, begin a portion of Reserved Parcel "E-2", of the Subdivision Plat Laguna Forest Section-64 Palm Coast, records in Map Book 18, Pages 36 through 42, of the Public Records of Flagler County, Florida, being more particularly described as follows: A Point of Reference being the Northwest boundary corner of said Subdivision Plat Laguna Forest Section-64, thence South 13°42'47" East along the Easterlyright of way line of Belle Terra Boulevard (60' R/W) a distance of 153.76 feet to a point being the Northwest corner of Reserved Parcel "E-2" and the Point of Beginning of the herein described parcel, thence North 88°59'26" East along the Northerly line of Reserved Parcel "E-2" a distance of 71.76 feet,thence departing said line South 13°42'47" East a distance of 50.00 feet, thence South 78°17'13" West a distance of 70.00 feet, thence North 13°42'47"West along said Easterly right of way line of Belle Terra Boulevard a distance of 65.78 feet to the Point of Beginning.

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%%UFL ARNG PALM COAST FLEET MAINTENANCE SHOP

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%%OPALM COAST, FLORIDA

AutoCAD SHX Text P:\66972 FL ARNG Palm Coast Fleet Maintanace Shop\Deliverable\2021-11-12 Plam Coast Fleet Maintanence\66972001C.dwg

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REVISION DATE

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SOUTHEASTERN SURVEYING

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AND MAPPING CORPORATION

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OF

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BY

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SHEET NUMBER 1 OF 3

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NOT VALID WITHOUT SHEETS 1 THROUGH 3

AutoCAD SHX Text Boundary & Topographic Survey

AutoCAD SHX Text FL ARNG Palm Coast Fleet Maintanence Shop Palm Coast, FloridA

AutoCAD SHX Text October 29, 2021

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AR

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AutoCAD SHX Text Mead & Hunt, Inc.

AutoCAD SHX Text SURVEYOR'S REPORT: 1. Utility locations if shown hereon are based on field location of markings by utility company representatives, surface features and construction plans Utility locations if shown hereon are based on field location of markings by utility company representatives, surface features and construction plans furnished to the surveyor. Additional sub-surface utilities may exist that have not been field located. 2. Easements or rights of way that appear on recorded plans or that have been furnished to the surveyor by others have been incorporated into this drawing Easements or rights of way that appear on recorded plans or that have been furnished to the surveyor by others have been incorporated into this drawing with appropriate notation. Other easements may be discovered by a search of the Public Records. 3. Minimum Horizontal Accuracy for this survey is in accordance with the STANDARDS OF PRACTICE set forth by the Board of Professional Surveyors and Minimum Horizontal Accuracy for this survey is in accordance with the STANDARDS OF PRACTICE set forth by the Board of Professional Surveyors and Mappers in Chapter 5J-17 requirements of Florida Administration Code. The map and measurement methods used for this survey meet or exceed this requirement. The dimensions shown hereon are in United States survey feet and decimals thereof. 4. This survey does not determine ownership of the lands shown hereon. This survey does not determine ownership of the lands shown hereon. 5. Underground foundations have not been located. Underground foundations have not been located. 6. Survey map and report or the copies thereof are not valid without the original signature and seal or the electronic signature and seal of a Florida Licensed Survey map and report or the copies thereof are not valid without the original signature and seal or the electronic signature and seal of a Florida Licensed Surveyor and Mapper, and if shown hereon is in compliance with Florida Administrative Code 5J-17.062 and Florida Statute 472.025. 7. Features shown by symbol as indicated in the legend are not to scale. Features shown by symbol as indicated in the legend are not to scale. 8. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. 9. Bearings shown hereon are based on the Easterly right of way line of Belle Terre Boulevard being North 13 43'15" West. Bearings and distances shown Bearings shown hereon are based on the Easterly right of way line of Belle Terre Boulevard being North 13°43'15" West. Bearings and distances shown Bearings and distances shown hereon are measured unless otherwise noted. 10. Vertical information shown hereon refers to positional accuracy meets National Geodetic Survey (NGS) Third Order, Class Two, specifically 1:5,000, verified by Vertical information shown hereon refers to positional accuracy meets National Geodetic Survey (NGS) Third Order, Class Two, specifically 1:5,000, verified by redundant measurements. . 11. Horizontal positions for all features shown on the map are relative to North American Datum of 1983 (NAD83), 2007 adjustment, State Plane Coordinate Horizontal positions for all features shown on the map are relative to North American Datum of 1983 (NAD83), 2007 adjustment, State Plane Coordinate System, Florida East Zone. Positional accuracy meets National Geodetic Survey (NGS) Third Order, Class One, specifically 1:10,000, verified by redundant East Zone. Positional accuracy meets National Geodetic Survey (NGS) Third Order, Class One, specifically 1:10,000, verified by redundant Zone. Positional accuracy meets National Geodetic Survey (NGS) Third Order, Class One, specifically 1:10,000, verified by redundant measurements. . 12. This Survey was performed without benefit of an abstract, title search, title opinion or title commitment. A title search may reveal additional information This Survey was performed without benefit of an abstract, title search, title opinion or title commitment. A title search may reveal additional information affecting the parcel as shown. 13. Improvements and Topographic features shown hereon are limited to areas per specific instructions of the client. Improvements and Topographic features shown hereon are limited to areas per specific instructions of the client. 14. Right of Way information shown hereon was determined by found monumentation, recorded plats, and information obtained on the Flagler County Property Right of Way information shown hereon was determined by found monumentation, recorded plats, and information obtained on the Flagler County Property Appraisers web site. 15. The above described parcel contains 55.83 acres, more or less.The above described parcel contains 55.83 acres, more or less.

AutoCAD SHX Text JORGE C DIAZ, PSM Registered Land Surveyor Number 7171

AutoCAD SHX Text 6500 All American Boulevard Orlando, Florida 32810-4350 (407) 292-8580 e-mail: info@southeasternsurveying.com Certification Number LB2108

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SHEET 2

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SHEET 3

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BELLE TERRE BOULEVARD

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LAGUNA FOREST TRAIL

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RESERVED PARCEL E-3

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RESERVED PARCEL D-1

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RESERVED

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PARCEL C-4

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KEY MAP

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RESERVED PARCEL E-3

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EXECUTIVE AIRPORT DRIVE

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SHEET 1 COVER & KEY MAP SHEETS 2 & 3 BOUNDARY & TOPOGRAPHIC DETAILS

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SHEET LAYOUT

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= REINFORCED CONCRETE PIPE

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RCP

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= POLYVINYL CHLORIDE PIPE

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PVC

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-OHL-

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= OVERHEAD UTILITY LINE

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= MAP BOOK

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= OFFICIAL RECORDS BOOK

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= LICENSED BUSINESS

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LB

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= INVERT

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= RADIUS

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= LENGTH

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= CHORD

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= DELTA

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= CHORD BEARING

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= TRAVERSE POINT

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TRAV.PT.

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= SOUTHEASTERN SURVEYING

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SSMC

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& MAPPING CORPORATION

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= NORTH AMERICAN VERTICAL DATUM

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NAVD

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= IDENTIFICATION

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ID

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%%ULEGEND & ABBREVIATIONS:

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= PLAT

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= DEED

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= CHAINLINK FENCE

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= CALCULATED

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= SOIL BORING

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= IRON ROD

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= NAIL & DISC

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= CONCRETE MONUMENT

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VAULT

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TN

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= AIR CONDITIONING

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= BACKFLOW PREVENTER

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= CLEANOUT

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= FIRE HYDRANT

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= FLAT GRATE INLET

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= HAND HOLE

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= DRAINAGE MANHOLE

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= MITERED END SECTION

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= YARD DRAIN

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= BURIED TELEPHONE PEDESTAL

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= SIGN

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= TRAFFIC SIGN

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= TANK

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= CHORD BEARING

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= SOIL BORING

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SB

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= POWER POLE

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= LIGHT POLE

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= ELECTRICAL FIXTURE

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= ELECTRICAL FIXTURE

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= SANITARY VALVE

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= MONITORING WELL

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AS SHOWN

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= GAS MAIN

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= POINT OF CURVATURE

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= POINT OF TANGENCY

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= NON-TANGENT

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= POST/BALLARD

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= FLAG

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= POINT OF REFERENCE

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= POINT OF BEGINNING

P.O.B.

RESERVED PARCEL E-2 SUBDIVISION PLAT LAGUNA FOREST-SECTION 64, SEMINOLE WOODS AT PALM COAST PLAT BOOK 18, PAGES 36-42

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LAGUNA FOREST TRAIL

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PER PLAT BOOK 18, PAGES 36-42

AutoCAD SHX Text RESERVED PARCEL E-3 SUBDIVISION PLAT LAGUNA FOREST-SECTION 64, SEMINOLE WOODS AT PALM COAST PLAT BOOK 18, PAGES 36-42

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BELLE TERRE BOULEVARD

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80.00' RIGHT OF WAY

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PER PLAT BOOK 18, PAGES 24-35

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WEST RIGHT OF WAY LINE

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EAST RIGHT OF WAY LINE

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CENTERLINE

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60.00' RIGHT OF WAY

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SOUTH RIGHT OF WAY LINE

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NORTH RIGHT OF WAY LINE

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CENTERLINE

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FOUND 5/8" IRON ROD STEPHENSON LB 6422

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FOUND 5/8" IRON ROD ILLEGIBLE

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FOUND 5/8" IRON ROD STEPHENSON LB 6422 (0.16'S)

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EDGE OF PAVEMENT

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EDGE OF PAVEMENT

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HEADWALL

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FOUND 5/8" IRON ROD STEPHENSON LB 6422 (0.22'S)

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FOUND 5/8" IRON ROD STEPHENSON LB 6422

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FOUND 5/8" IRON ROD ILLEGIBLE

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FOUND 5/8" IRON ROD NO ID

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FOUND 5/8" IRON ROD ILLEGIBLE

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P.O.B. NORTHWEST CORNER OF RESERVED PARCEL "E-2" FOUND 5/8" IRON ROD ILLEGIBLE

AutoCAD SHX Text P.O.R. NORTHWEST CORNER OF RESERVED PARCEL "E-2" FOUND 4"X4" CONCRETE MONUMENT WITH "X"-CUT STAMPED "ITTRAYON" (1.63'S,0.69'E)

AutoCAD SHX Text SUBDIVISION PLAT LAGUNA FOREST-SECTION 64 SEMINOLE WOODS AT PALM COAST MAP BOOK 18, PAGES 36-42

AutoCAD SHX Text N88°59'26"E 727.17'(P)

AutoCAD SHX Text N79°46'55"E169.64'(P)

AutoCAD SHX Text N70°34'23"E120.19'(P)

AutoCAD SHX Text N16°07'54"E165.41'(P)

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AutoCAD SHX Text N88°59'26"E 3108.35'(C)

AutoCAD SHX Text N88°59'26"E 550.00'(P)

AutoCAD SHX Text S01°00'34"E125.00'(P)

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CONCRETE CURB & GUTTER

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CONCRETE CURB & GUTTER

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HEADWALL

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CONCRETE VALLEY CURB

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CONCRETE CURB & GUTTER

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FIN WAY (F)

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LESS AND EXCEPT PER ORB 467, PAGES 6-7

AutoCAD SHX Text S13°42'47"E 153.76'(D)

AutoCAD SHX Text N13°42'47"W65.78'(D)

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NORTHERLY LINE OF RESERVED PARCEL "E-2"

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EASTERLY RIGHT OF LINE BELLE TERRE BOULEVARD

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SET 5/8" IRON ROD SSMC LB 2108

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PC

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AutoCAD SHX Text RESERVED PARCEL E-2 SUBDIVISION PLAT LAGUNA FOREST-SECTION 64, SEMINOLE WOODS AT PALM COAST PLAT BOOK 18, PAGES 36-42

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NO IMPROVEMENTS LOCATED IN THIS AREA

AutoCAD SHX Text N88°59'26"E 1816.61'(P)

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FOUND IRON ROD NO ID (4.13'S,0.35'E)

AutoCAD SHX Text 6500 All American Boulevard Orlando, Florida 32810-4350 (407) 292-8580 e-mail: info@southeasternsurveying.com Certification Number LB2108

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SEE SHEET 1 FOR NOTES, LEGEND AND DESCRIPTION.

AutoCAD SHX Text 66972001C

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SHEET NUMBER 2 OF 3 2 OF 3 OF 3 3 NOT VALID WITHOUT SHEETS 1 THROUGH 33

AutoCAD SHX Text Boundary & Topographic Survey

AutoCAD SHX Text FL ARNG Palm Coast Fleet Maintanence Shop Palm Coast, FloridA

AutoCAD SHX Text October 29, 2021

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AR

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GRAPHIC SCALE

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SEE SHEET 3

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LOT 1, BLOCK 35

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LOT 9, BLOCK 26

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18" RCP

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9" PVC

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24" RCP

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30" RCP

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30" RCP

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12" PVC

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15" RCP

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15" RCP

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15" RCP

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ELECTRICAL

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SOIL BORING TABLE

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30" RCP

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36" RCP

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18" RCP

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15" RCP

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GATE MOTOR

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1 STORY MAINTENANCE BUILDING

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SITE BENCHMARK

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SET 5/8" IRON ROD

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STAMPED "SSMC TRAV.PT."

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ELEVATION= 28.26

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LAGUNA FOREST TRAIL

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PER PLAT BOOK 18, PAGES 36-42

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60.00' RIGHT OF WAY

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SOUTH RIGHT OF WAY LINE

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NORTH RIGHT OF WAY LINE

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CENTERLINE

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1.6' CONCRETE CURB

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1.6' CONCRETE CURB

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1.6' CONCRETE CURB

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ASPHALT PAVEMENT

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ECS Florida, LLC Geotechnical Engineering Report Armed Forces Reserve Center – Palm Coast

41 Laguna Forest Trail, Palm Coast, Flagler County, Florida 32164

ECS Project Number 56:1473

October 14, 2021

October 14, 2021

Mr. David A. King, P.E.

Vice president Mead & Hunt, Inc.

4401 Eastport Parkway Port Orange, FL 32127

ECS Project No. 56:1473

Reference: Geotechnical Engineering Report

Armed Forces Reserve Center – Palm Coast 41 Laguna Forest Trail Palm Coast, Florida 32164

Dear Mr. King:

ECS Florida, LLC. (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our agreed-to scope of work. This report presents our understanding of the geotechnical aspects of the project along with the results of the field exploration and laboratory testing conducted, and our design and construction recommendations.

It has been our pleasure to be of service to Mead & Hunt, Inc. during the design phase of this project.

We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify the assumptions of subsurface conditions made for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us.

Respectfully submitted, ECS Florida, LLC.

Vinay Kumar Arebelli Robert W. Clark, P.E.

Geotechnical Staff Project Manager Senior Engineer VArebelli@ecslimited.com Registered Georgia No. 19985 RWClark@ecslimited.com

Robert W. Clark, State of Florida Professional Engineer, License No. 52210

This item has been digitally signed and sealed by Robert W. Clark on the date indicated here

Printed copies of this document are not considered Signed and sealed and the signature must be verified On any electronic copies

Digitally signed by Robert W Clark Date:

2021.10.14 15:40:34 -04'00'

Armed Forces Reserve Center – Palm Coast October 14, 2021 ECS Project No. 56:1473 Page i

TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Location/Current Site Use

2.2 Proposed Construction

3.0 FIELD EXPLORATION AND LABORATORY TESTING

3.1 Soil Survey Mapping

3.2 Subsurface Characterization

3.3 Groundwater Observations

3.3.1 Encountered Groundwater

3.3.2 Estimated Seasonal High Groundwater

3.4 Laboratory Testing

4.0 DESIGN RECOMMENDATIONS

4.1 Foundations

4.2 Slabs On Grade

4.3 Pavements

4.3.1 Flexible Pavement Recommendations

4.3.2 Rigid Pavement Recommendations

4.4 Stormwater Management Facilities

4.4.1 Soil Permeability Rate

4.4.2 Borrow Suitability

5.0 SITE CONSTRUCTION RECOMMENDATIONS

5.1 Subgrade Preparation

5.1.1 Stripping and Grubbing

5.1.2 Proofrolling

5.1.3 Temporary Groundwater Control

5.1.4 Subgrade Compaction

5.2 Earthwork Operations

5.2.1 Structural Backfill and Fill Soils

5.2.2 Foundation Areas

5.2.3 Flexible Pavement Areas

5.2.4 Rigid Pavement Areas

5.3 Utility Installations

5.4 General Construction Considerations

6.0 CLOSING

ECS Project No. 56:1473 Page ii

APPENDICES

Appendix A – Drawings & Reports

Figure 1 - Site Location Diagram Figure 2 - Field Exploration Diagram

Appendix B – Field Operations

Reference Notes for Boring Logs Subsurface Exploration Procedure: Standard Penetration Testing (SPT) Subsurface Exploration Procedure: Auger Boring Logs Auger logs

Appendix C – Laboratory Testing

Laboratory Testing Summary

ECS Project No. 56:1473 Page 1

EXECUTIVE SUMMARY

This Executive Summary is intended as a very brief overview of the primary geotechnical conditions that are expected to affect design and construction. Information gleaned from the Executive Summary should not be utilized in lieu of reading the entire geotechnical report.

Based on the results of our exploration, we consider the subsurface conditions at the site adaptable for support of the proposed structures on a properly designed conventional shallow foundation system with a maximum allowable bearing pressure of 2,500 psf.

Provided the site preparation and earthwork construction recommendations outlined in Section 5.0 of this report are performed, the parameters presented in Section 4.0 of this report may be used for foundation design.

We consider the subsurface conditions at the site favorable for support of a flexible and rigid pavement section when constructed on properly prepared subgrade soils as outlined in Section 5.0 of this report.

The fine sand (SP) and fine sand with silt (SP-SM) (Hardpan) encountered in the borings from 0.5 to 35 feet below ground surface are considered suitable for use as fill soil.

The borings encountered groundwater at depths varying from 6 to 6.5 feet below the existing ground surface at the time of our exploration. Groundwater control will be necessary in order to compact the existing soils and install shallow foundations. Temporary groundwater control measures will be required for deeper excavations, such as those typically required to install utilities.

We recommend that ECS be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. ECS should also be retained to perform the construction material testing and observations required for this project, to verify that our recommendations have been satisfied.

ECS Project No. 56:1473 Page 2

1.0 INTRODUCTION

The purpose of this study was to provide geotechnical information for the design of foundations, pavements, and stormwater management facilities for the Armed Forces Reserve Center. The project will include design and construction of a heavy vehicle maintenance building, additional storage, hazmat buildings along with associated paved parking spaces, drive areas and stormwater retention areas. The recommendations developed for this report are based on project information supplied by you.

Our services were provided in accordance with our Proposal No. 0956, dated March 23, 2021 and, as authorized by you on September 15, 2021, which includes our Master terms and conditions.

This report contains the procedures and results of our subsurface exploration and laboratory testing programs, review of existing site conditions, engineering analyses, and recommendations for the design and construction of the project.

The report includes the following items:

A brief review and description of our field and laboratory test procedures and the results of testing conducted.

A review of surface topographical features and site conditions.

A review of area and site geologic conditions.

A review of subsurface soil stratigraphy with pertinent available physical properties.

Final copies of our soil boring logs.

Recommendations for foundation design.

General recommendations for pavement design.

Evaluation and recommendations relative to groundwater control.

Recommendations for design and construction of stormwater management facilities.

Recommendations for site preparation and construction of compacted fills, including an evaluation of on-site soils for use as compacted fills.

ECS Project No. 56:1473 Page 3

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION/CURRENT SITE USE

The project site is located at 41 Laguna Forest Trail, Palm Coast, Flagler County, Florida. The site is bordered to the north by undeveloped parcel and a small 6 feet wide ditch, to the east and south by undeveloped parcels and west by Executive Airport Road. The general site location is shown below.

Site Location

At the time of our exploration, site was developed with a couple 1-2 story concrete structures along with associated paved areas, parking spaces and stormwater retention areas. As an exception, the planned construction areas on the west and north of the existing building were covered with grass and brush with exposed sandy soils. A site survey was not available to our office at the time of this report preparation. However, based on publicly available information, we understand that the site is relatively level. Surface water was not observed near planned structural areas at the time of our exploration.

2.2 PROPOSED CONSTRUCTION

The following information explains our understanding of the planned development including proposed buildings and related infrastructure.

ECS Project No. 56:1473 Page 4

SUBJECT DESIGN INFORMATION / ASSUMPTIONS

# of Stories Maximum 1 story above grade

Usage Vehicle Maintenance and Storage Buildings

Framing Minor Masonry with concrete slab on grade (assumed)

Column Loads(1) 50 kips (Full Dead and Factored Live)

Wall Loads(1) 3 kips per linear foot (klf) maximum

Floor Loads(1) 150 pounds per square foot (psf) maximum

Fill and Cut Heights Assumed a maximum of 3 feet of fill and only minor cuts, from existing site grades

(1) If actual structural loads differ from these assumed loads ECS must be contacted immediately in order to revise building foundation recommendations and settlement calculations, as needed.

If actual project information varies from these conditions, then the recommendations in this report may need to be re-evaluated. We should be contacted if any of the above project information is incorrect so that we may reevaluate our recommendations.

ECS Project No. 56:1473 Page 5

3.0 FIELD EXPLORATION AND LABORATORY TESTING

Our exploration procedures are explained in greater detail in Appendix B including the insert titled Subsurface Exploration Procedures. Our scope of work included drilling 8 Standard Penetration Test (SPT) borings to depths ranging from 15 to 35 feet below the existing ground surface and 6 auger borings to a depth of 6 feet below the existing ground surface. Our borings were located with a handheld GPS unit/etc. and their approximate locations are shown on the Boring Location Diagram in Appendix A.

3.1 SOIL SURVEY MAPPING

Based on the Web Soil Survey for Alachua County, Florida, as prepared by the U.S. Department of Agriculture Natural Resource Conservation Service1, the predominant soil types existing within the site area are described in the following table.

Soil Survey Data

Soil ID Soil Type Typical Profile Hydrology

Hydrologic Soil

Classification

Estimated Seasonal

High Groundwater

Level(1)

Myakka- Myakka, wet, fine sands, 0 to 2 percent slopes

0 to 6 inches: fine sand 6 to 20 inches: fine sand

20 to 36 inches: fine sand 36 to 80 inches: fine sand

Poorly drained A/D 6 to 18

Cassia Fine Sand, 0 to 2 percent slopes

0 to 5 inches: fine sand 5 to 26 inches: fine sand

26 to 42 inches: fine sand 42 to 80 inches: fine sand

Somewhat poorly drained A 18 to 42

Udarents, moderately wet

0 to 3 inches: fine sand 3 to 31 inches: fine sand

31 to 80 inches: fine sand

Somewhat Poorly drained A/D 18 to 36

(1) Inches below ground surface at time of survey.

Soil Survey Map

1 Soil Survey of Volusia County, Florida. Soil Conservation Service, U.S. Department of Agriculture.

ECS Project No. 56:1473 Page 6

3.2 SUBSURFACE CHARACTERIZATION

The subsurface conditions encountered were generally consistent with published geological mapping. The following sections provide generalized characterizations of the soil strata. Please refer to the boring logs in Appendix B.

Subsurface Stratigraphy of Pavement Auger Borings

Approximate Depth Range (ft) Stratum Description

0 to 0.6 N/A Topsoil

0.6 to 8 I Fine Sand (SP) and Fine Sand with Silt (SP-SM) (Hardpan)

Subsurface Stratigraphy of SPT Borings

Approximate Depth Range

(ft) Stratum Description

Ranges of

SPT(1) N-values (bpf)

0 to 0.5 N/A Topsoil ---

0.5 to 35 I Very Loose to Dense Fine Sand (SP) and Fine Sand with Silt (SP-SM) (Hardpan) 2 to 38

Notes: (1) Standard Penetration Test.

A graphical presentation of the subsurface conditions is shown on the Subsurface Cross Section/Soil Profile Diagrams included in Appendix A.

ECS Project No. 56:1473 Page 7

3.3 GROUNDWATER OBSERVATIONS

3.3.1 Encountered Groundwater

Groundwater levels were measured during our field exploration and are presented in our boring logs in Appendix B. Groundwater depths measured at the time of drilling ranged from 6 to 6.5 feet below the ground surface. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors.

3.3.2 Estimated Seasonal High Groundwater

The normal seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level.

Based on our interpretation of the site conditions, including the boring logs and Web Soil Survey, we estimate the normal seasonal high groundwater level at the boring locations to be at the depths shown on the Boring Logs. It is possible that groundwater levels may exceed the estimated normal seasonal high groundwater level as a result of significant or prolonged rains.

3.4 LABORATORY TESTING

Each sample was visually classified on the basis of texture and plasticity in accordance with ASTM D2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedures) and including USCS classification symbols, and ASTM D2487 Standard Practice for Classification for Engineering Purposes (Unified Soil Classification System (USCS)). After classification, the samples were grouped in the major zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated in parentheses along with the soil descriptions. The stratification lines between strata on the logs are approximate; in situ, the transitions may be gradual.

The laboratory testing consisted of selected tests performed on samples obtained during our field exploration operations. Classification and index property tests were performed on representative soil samples. Laboratory tests performed on selected samples included percent fine tests (ASTM D1140), moisture content tests (ASTM D2216) and organic fine Tests (ASTM D 2974).

We conducted laboratory falling head permeability tests in accordance with ASTM D5084-16a. The results of the permeability tests are included in Section 4.4. Note the permeability tests were performed with a remolded sample from our soil boring samples.

ECS Project No. 56:1473 Page 8

4.0 DESIGN RECOMMENDATIONS

4.1 FOUNDATIONS

Provided subgrades and structural fills are prepared as recommended in this report, the proposed structure can be supported by shallow foundations including column footings and continuous wall footings. We recommend the foundation design use the following parameters:

Design Parameter Column Footing Wall Footing

Minimum Width 24 inches 18 inches

Minimum Footing Embedment Depth (below slab or finished grade) 12 inches 12 inches

Estimated Maximum Total Settlement1 1 inch 1 inch

Estimated Maximum Differential Settlement2 Less than ½ inches between columns

Less than ½ inches over 50 feet

Net Allowable Bearing Pressure3 2,500 psf

Acceptable Bearing Soil Material Medium Dense Fine Sand (SP) – Stratum I or Compacted Fill

1. Based on assumed structural loads. If final loads are different, ECS must be contacted to update foundation recommendations and settlement calculations.

2. Based on maximum column/wall loads and variability in borings. Differential settlement can be re-evaluated once the foundation plans are more complete.

3. Net allowable bearing pressure is the applied pressure in excess of the surrounding overburden soils above the base of the foundation.

Depending on the final floor elevations of the buildings, we anticipate that most of the soils at the foundation bearing elevation are anticipated to be suitable for support of the proposed structure, after prepared in accordance with Section 5.0 of this report. The bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the modified Proctor maximum dry density (ASTM D 1557) to a depth of at least one foot below foundation bearing levels.

For turn down slabs and interior wall footings the minimum width should also be 18 inches, however the sloped transition portion of the turn-down may be included when determining the footing width. Even though the maximum allowable soil bearing pressure may not be achieved, these width recommendations should control the size of the foundations.

4.2 SLABS ON GRADE

The floor slabs can be constructed as a slab-on-ground, provided the site is prepared as outlined in Section 5.0. A minimum clearance of 2 feet is recommended between the estimated seasonal high groundwater table and the bottom of the floor slab. It is recommended the floor slab bearing soils be covered with an impervious membrane to reduce moisture entry and floor dampness. A 6-mil thick plastic membrane is commonly used for this purpose. Care should be exercised not to tear large sections of the membrane during placement of reinforcing steel and concrete. In addition, we recommend that a minimum separation of two feet be maintained between the finished floor levels and the estimated normal seasonal high groundwater level.

Subgrade Modulus: Provided the placement of structural fill per the recommendations discussed herein, the slab may be designed assuming a modulus of subgrade reaction, k1 of 150 pci (lbs/cu.

inch). The modulus of subgrade reaction value is based on a 1 ft by 1 ft plate load test basis.

ECS Project No. 56:1473 Page 9

4.3 PAVEMENTS

Based on the results of our exploration, we consider the subsurface conditions at the site favorable for support of a flexible or rigid pavement section when constructed on properly prepared subgrade soils as outlined in Section 5.0 of this report. Typical pavement sections used in northeast Florida are presented in the following sections. If requested, we can prepare a project-specific pavement design if specific traffic data is provided.

In general, heavy duty sections are areas that will be subjected to trucks, buses, or other similar vehicles including main drive lanes of the development. Light duty sections are appropriate for vehicular traffic and parking areas.

4.3.1 Flexible Pavement Recommendations

TYPICAL PAVEMENT SECTIONS

MATERIAL LIGHT DUTY HEAVY DUTY

Asphaltic Concrete Surface Course

(SP-9.5 or Type S) 1.5 inches 2 inches

Limerock Base 6 inches 8 inches

Stabilized Subgrade 12 inches 12 inches

Base and Subgrade: The limerock base course should have a minimum Limerock Bearing Ratio (LBR) of 100 and should be compacted to 98 percent of the modified Proctor maximum dry density (ASTM D 1557) value.

The subgrade material should have a minimum LBR of 40 and be compacted to 98 percent of the modified Proctor maximum dry density (ASTM D 1557) value.

4.3.2 Rigid Pavement Recommendations

Our recommendations for slab thickness for standard duty and heavy duty concrete pavements are based on a) subgrade soils densified to 98 percent of the modified Proctor maximum dry density (ASTM D 1557) b) modulus of subgrade reaction (k) equal to 200 pounds per cubic inch, c) a 20 year design life.

TYPICAL PAVEMENT SECTIONS

LIGHT DUTY HEAVY DUTY

Minimum Concrete Thickness 5 inches 6 inches

Maximum Control Joint Spacing 10 feet x 10 feet 12 feet x 12 feet

Recommended Sawcut Depth 1 ¼ inches 1 ½ inches

We recommend using concrete with a minimum 28-day compressive strength of 4,000 psi and a minimum 28-day flexural strength (modulus of rupture) of at least 600 pounds per square inch, based on 3rd point loading of concrete beam test samples. Layout of the sawcut control joints should form square panels. The joints should be sawed within six hours of concrete placement or

ECS Project No. 56:1473 Page 10 as soon as the concrete has developed sufficient strength to support workers and equipment. We recommend allowing ECS to review and comment on the final concrete pavement design, including section and joint details (type of joints, joint spacing, etc.), prior to the start of construction.

For further details on concrete pavement construction, please reference the “Guide to Jointing on Non-Reinforced Concrete Pavements” published by the Florida Concrete and Products Associates, Inc., and “Building Quality Concrete Parking Areas”, published by the Portland Cement Association.

4.4 STORMWATER MANAGEMENT FACILITIES

4.4.1 Soil Permeability Rate

Based on the laboratory permeability tests performed, the measured permeability rate and estimated unsaturated vertical and horizontal infiltration rates are presented in the following table below:

Laboratory Permeability Results

Boring Location Soil Type Test Depth

(feet)

Measured Laboratory

Permeability Rate (ft/day)

Estimated Horizontal

Permeability Rate – Kh (ft/day)

Estimated Vertical

Permeability Rate - Kv (ft/day)

B-7 SP-SM 6 to 8 3 4.5 3

B-8 SP 6 to 8 30 30 30

The measured permeability rates should not be construed to represent the actual pond exfiltration rates. For pond design calculations, we recommend an appropriate factor of safety be applied to the above horizontal/vertical permeability values.

4.4.2 Borrow Suitability

Based on the boring results and classification of the soil samples, the fine sands (SP) and fine sands with silt (SP-SM) encountered in the borings are considered suitable for use as fill soil. These soils were encountered in the borings from 0.5 feet to 35 feet below the existing ground surface. The soils containing surficial organic material will require removal and are unsuitable as structural fill.

The organic soils could be used in landscape berms.

Hardpan soils were encountered at many of the pond boring locations. Therefore, these soils may be encountered during pond excavation, typically as cemented sand. It should be anticipated that these soils may be difficult to excavate by normal methods.

It should be anticipated that the soils in the proposed pond areas below the groundwater level will…