BOARD OF COUNTY COMMISSIONERS

PALM BEACH COUNTY, FLORIDA

FACILITIES DEVELOPMENT AND OPERATIONS DEPARTMENT

PROCUREMENT & PROJECT IMPLEMENTATION GROUP

PROJECT NAME: Fire Station 40

PROJECT NUMBER: 16214

ADDENDUM NUMBER: ONE

DATE OF ISSUANCE: April 7, 2021

TO: Prospective Bidders

This addendum forms a part of the contract documents, modifies the original bid documents and shall be as binding as if contained therein.

This Addendum consists of two (2) pages and two (2) attachments.

CHANGE TO BID DATE(S):

1. Sealed Bids, consisting of the Primary Bid Documents, will be received by the

Board of County Commissioners, Palm Beach County, Florida, until 2:00 P.M. on May 5, 2021, (“Bid Due Date”) at Palm Beach County Facilities Development and Operations Department, Capital Improvements Division at 2633 Vista Parkway, West Palm Beach, Florida. The Bid Documents received by the Bid Due Date will be opened on the following day at 2:00 p.m. at a public meeting at the above address.

CHANGE TO ATTACHMENTS:

2. Delete Exhibit “1” and replace with the attached Exhibit “1R”.

3. Delete the following pages from Exhibit “2” and replace and/or insert with the attached pages, reference Exhibit “2R”:

1. Cover Sheet

2. G-1

3. ASP-1

4. LS-1

5. C-3

6. C-4

7. C-5

8. C-6

9. C-7

10. FLP1 of 2

11. FLP2 of 2

12. Signalization

Plan Key Sheet (Sheet T-1)

13. Signalization Plan (Sheet T-5)

14. A1.0

15. A2.0

16. A3.0

17. A4.0

18. A5.0

19. A5.1

20. A6.0

21. A6.1

22. A6.2

23. A7.0

24. A8.0

25. A9.0

26. A10.0

27. S-2.1

28. S-3

29. S-3.1

30. S-4

31. M0.1

32. M0.2

33. M0.3

34. M1.0

35. M2.0

36. M3.0

37. M4.1

38. M4.2

39. M5.1 (New)

40. P0.1

41. P2.0

42. P2.1

43. P3.0

44. P3.1

45. FP0.1

46. FP1.0

47. FP2.0

48. E0.1

49. E1.0

50. E2.0

51. E2.1

52. E2.2

53. E2.3

54. E3.0

55. E4.0

56. E4.1

57. E5.0

58. E6.1

ADD1-2

CHANGE TO SPECIAL CONDITIONS

4. Insert SC 12 SCOPE OF WORK, as follows:

SC 12 SCOPE OF WORK

12.1 The Geotechnical Report is included in Exhibit “1R”. Contractor to verify whether an engineer will be retained for the Site Lighting Foundation after review of the Geotechnical Report.

12.2 Flow test will be provided to the winning bidder at a later date.

12.3 Contractor to provide a temporary construction fence to secure construction site.

IT IS REQUIRED THAT THIS ADDENDUM NO. ONE (1), AND ANY PREVIOUSLY

ISSUED ADDENDUM(S), BE SIGNED IN THE ACKNOWLEDGMENT OF RECEIPT

BELOW, AND ATTACHED TO THE BID FORMS AND BECOMES PART OF BID

FORMS AND CONTRACT DOCUMENTS.

ACKNOWLEDGMENT OF RECEIPT: _____________________________________

END OF ADDENDUM

Palm Beach County Fire Rescue

Fire Station No. 40

Architects Project No. 18.031

Palm Beach County Project No. 16214

14 December 2020

100% Construction Documents

Specifications

Stephen L. Boruff, AIA, Architects + Planners, Inc.

901 Northpoint Parkway, Suite 101 West Palm Beach, Florida 33407

Phone: (561) 471-8520 Fax: (561) 471-8539

EXHIBIT "1R"

Architect’s Project No. 18-031 Palm Beach County Project No. 16214

PROJECT INFORMATION 000001-1

DOCUMENT 00 00 01 – PROJECT INFORMATION

PROJECT NAME & LOCATION OWNER

Palm Beach County Fire Rescue Palm Beach County Fire Station No. 40 Capital Improvements Division Westlake, Florida 2633 Vista Parkway

West Palm Beach, Florida 33411 Contact: Sunil Jagoo, Project Manager

Phone: 561-233-0271 Fax: 561-233-0270 e-mail: SJagoo@pbcgov.org

ARCHITECT STRUCTURAL ENGINEER

Stephen L. Boruff Nelo Robert Freijomel, Project Architect Phillip J. Rizzo, P.E.

Stephen Boruff, AIA O’Donnell, Naccarato, Mignogna and Jackson Architects + Planners, Inc. 1655 Palm Beach Lakes Boulevard 901 Northpoint Parkway, Suite 101 Suite 204 West Palm Beach, Florida 33407 West Palm Beach, Florida 33401 Phone: 561-471-8520 Phone: 561-835-9994 Fax: 561-471-8539 Fax: 561-835-8255 e-mail: nelo@sba-arch.com e-mail: prizzo@onmj.net

MECHANICAL ENGINEER ELECTRICAL ENGINEER

Keith Lorinos Jason Stinchcomb Johnson, Levinson, Ragan, Davila, Inc. Johnson, Levinson, Ragan, Davila, Inc.

1450 Centrepark Drive 1450 Centrepark Drive West Palm Beach, Florida 33401 West Palm Beach, Florida 33401 Phone: 561-689-2303 Phone: 561-689-2303 Fax: 561-689-2302 Fax: 561-689-2302 e-mail: klorinos@jlrdinc.com e-mail: jstinchcomb@jlrdinc.com

SITE/CIVIL ENGINEER LAND PLANNER / LANDSCAPE ARCHITECT

Frederick Roth, P.E. Alex Ahrenholz Michael B. Schora & Associates, Inc. Cotleur & Hearing 1850 Forest Hilld Blvd 1934 Commerce Lane Suite 206 Suite 1 West Palm Beach, FL 33406 Jupiter, FL 33458 Phone: 561-968-0080 Phone: 561-747-6336 Email: froth@schorah.com e-mail: aahrenholz@cotleur-hearing.com

END OF SECTION 00 00 01

mailto:SJagoo@pbcgov.org mailto:nelo@sba-arch.com mailto:prizzo@onmj.net mailto:klorinos@jlrdinc.com mailto:jstinchcomb@jlrdinc.com mailto:froth@schorah.com mailto:aahrenholz@cotleur-hearing.com

Architect’s Project No. 18-031 Palm Beach County Project No. 16214

TABLE OF CONTENTS 000010-1

1REV1 – BUILDING DEPT. COMMENT RESPONSES 02 APRIL 2021

TABLE OF CONTENTS

TO THE

PROJECT MANUAL FOR

PALM BEACH COUNTY FIRE RESCUE

FIRE STATION NO. 40

PALM BEACH COUNTY, FLORIDA

Architect’s Project No. 18-031 Palm Beach County Project No. 16214

Architect’s Project No. 18-031 Palm Beach County Project No. 16214

TABLE OF CONTENTS 000010-2

1REV1 – BUILDING DEPT. COMMENT RESPONSES 02 APRIL 2021

THE CONTRACTOR IS REQUIRED TO COMPARE THIS PROJECT MANUAL WITH THE TABLE OF

CONTENTS BELOW FOR COMPLETENESS.

GENERAL NOTE: WHERE APPLICABLE THE BASIS OF DESIGN MATERIAL/PRODUCT HAS BEEN

LISTED. ALTERNATE MANUFACTURERS WITH “EQUAL” CHARACTERISTICS WILL NEED TO BE

SUBMITTED FOR REVIEW & APPROVAL PRIOR TO BID SUBMISSION. THE EXCEPTION TO THIS WILL

BE SPECIFICATION SECTIONS NOTED WITH NO ALTERNATE ALLOWED.

DIVISION 00 00 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

000000 COVER

000001 PROJECT INFORMATION

000010 TABLE OF CONTENTS

DIVISION 02 00 00 – EXISTING CONDITIONS

020600 DEMOLITION

022010 GEOTECHNICAL DATA

DIVISION 03 00 00 - CONCRETE

030816 CONCRETE CONTROL & TESTING

031100 CONCRETE WORK

032000 CONCRETE REINFORCING

033000 CAST-IN-PLACE CONCRETE

033300 ARCHITECTURAL CONCRETE

DIVISION 04 00 00 - MASONRY

042200 CONCRETE UNIT MASONRY

DIVISION 05 00 00 - METALS

051200 STRUCTURAL STEEL FRAMING

053100 STEEL DECKING

054110 LIGHT GAUGE STEEL FRAMING AND PREFABRICATED STEEL ROOF TRUSSES

055000 METAL FABRICATIONS

DIVISION 06 00 00 - WOOD, PLASTICS, AND COMPOSITES

061053 MISCELLANEOUS ROUGH CARPENTRY

064023 INTERIOR ARCHITECTURAL WOODWORK

DIVISION 07 00 00 - THERMAL AND MOISTURE PROTECTION

0716001 POLYMER MODIFIED CEMENT WATERPROOFING1

072100 THERMAL AND SOUND ATTENUATION INSULATION

072119 FOAMED-IN-PLACE INSULATION (ICYNENE)

072140 FOAMED-IN-PLACE MASONRY INSULATION

0727251 FLUID-APPLIED MEMBRANE AIR AND VAPOR BARRIER1

0727261 FLUID-APPLIED FLASHING MEMBRANE1

074100 STANDING SEAM METAL ROOFING

075216 STYRENE-BUTADIENE-STYRENE (SBS) MODIFIED BITUMINOUS MEMBRANE ROOFING

076200 SHEET METAL FLASHING AND TRIM

078413 PENETRATION FIRESTOPPING

079200 JOINT SEALANTS

DIVISION 08 00 00 - OPENINGS

081113 HOLLOW METAL DOORS AND FRAMES

Architect’s Project No. 18-031 Palm Beach County Project No. 16214

TABLE OF CONTENTS 000010-3

1REV1 – BUILDING DEPT. COMMENT RESPONSES 02 APRIL 2021

081416 FLUSH WOOD DOORS

083113 ACCESS DOORS & FRAMES

083980 FOUR FOLD METAL DOORS

084113 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

087111 FINISH HARDWARE

088000 GLAZING

089000 LOUVERS AND VENTS

DIVISION 09 00 00 – FINISHES

090600 PAINT, COLOR AND MATERIALS FINISH SCHEDULE

092216 NON-STRUCTURAL METAL FRAMING

092400 PORTLAND CEMENT PLASTERING

092900 GYPSUM BOARD

093000 TILING

095113 ACOUSTICAL PANEL CEILINGS

096513 RESILIENT BASE AND ACCESSORIES

096536 STATIC-CONTROL RESILIENT FLOORING

096623.16 EPOXY-RESIN TERRAZZO FLOORING

096813 TILE CARPETING

097300 SEAMLESS EPOXY FLOORING

099113 EXTERIOR PAINTING

099123 INTERIOR PAINTING

DIVISION 10 00 00 - SPECIALTIES

101400 INTERIOR AND EXTERIOR SIGNAGE AND GRAPHICS

1021161 PLASTIC SHOWER COMPARTMENTS1

102600 WALL AND DOOR PROTECTION

102800 TOILET AND BATH ACCESSORIES

104413 FIRE EXTINGUISHER CABINETS

104416 FIRE EXTINGUISHERS

105115 METAL GEAR LOCKERS

107500 FLAGPOLES

DIVISION 11 00 00 - EQUIPMENT

114000 FOOD SERVICE AND LAUNDRY EQUIPMENT

DIVISION 12 00 00 - FURNISHINGS

124813 ENTRANCE FLOORING GRID SYSTEM

DIVISION 14 00 00 – CONVEYING EQUIPMENT

NOT USED

DIVISION 21 00 00 - FIRE SUPPRESSION

210000 WET SPRINKLER SYSTEM

DIVISION 22 00 00 - PLUMBING

220001 PLUMBING SYSTEMS

220200 BASIC MATERIALS AND METHODS FOR PLUMBING

220500 COMMON WORK RESULTS FOR PLUMBING SYSTEMS

220523 VALVES FOR PLUMBING PIPING

220529 HANGERS AND SUPPORTS FOR PLUBMING PIPING AND EQUIPMENT

220576 FACILITY DRAINAGE PIPING CLEANOUTS

220577 FACILITY PLUMBING DRAINS AND ACCESSORIES

Architect’s Project No. 18-031 Palm Beach County Project No. 16214

TABLE OF CONTENTS 000010-4

1REV1 – BUILDING DEPT. COMMENT RESPONSES 02 APRIL 2021

220700 PLUMBING INSULATION

221100 POTABLE WATER SYSTEMS

221116 DOMESTIC WATER PIPING

221117 DISINFECTION OF DOMESTIC WATER LINES

221313 SOIL, WASTE AND VENT SYSTEMS

221316 SANITARY DRAIN, WASTE AND VENT PIPING

221700 PUMPS FOR PLUMBING SYSTEMS

223300 ELECTRIC DOMESTIC WATER HEATERS

DIVISION 23 00 00 - HEATING VENTILATING AND AIR CONDITIONING

230500 GENERAL PROVISIONS

230501 PIPE AND PIPE FITTINGS

230529 HANGERS AND SUPPORTS

230548 VIBRATION ISOLATION

230553 IDENTIFICATION

230593 TESTING, ADJUSTING AND BALANCING (TAB) OF HEATING, VENTILATING & AIR

CONDITIONING (HVAC) SYSTEMS

230595 TESTS – PIPING SYSTEMS

230713 DUCT INSULATION

230716 PIPE AND EQUIPMENT INSULATION

232313 REFRIGERATION PIPING AND ACCESSORIES

233100 DUCTWORK

233300 DUCTWORK ACCESSORIES

233400 FANS AND KITCHEN HOOD

233713 GRILLS, REGISTERS, DIFFUSERS, LOUVERS

234000 AIR FILTERS

237300 AIR HANDLING UNITS

238126 DUCTLESS DX SPLIT SYSTEM

238128 AIR COOLED CONDENSING UNITS

DIVISION 25 00 00 – INTERGRATED AUTOMATION

255000 ENERGY MANAGEMENT AND CONTROL SYSTEM

DIVISION 26 00 00 - ELECTRICAL

260000 SCOPE OF WORK

260126 TESTING

260500 BASIC ELECTRICAL MATERIALS AND METHODS

260501 CODES, FEES, AND STANDARDS

260513 WIRES & CABLES

260526 GROUNDING

260529 HANGARS AND SUPPORTS

260533 RACEWAYS

260534 BOXES

260553 ELECTRICAL SYSTEMS IDENTIFICATION

260900 ELECTRICAL CONTROLS AND RELAYS

260923 LIGHTING CONTROLS

262416 CIRCUIT BREAKER PANELBOARDS

262716 ELECTRICAL CABINETS AND ENCLOSURES

262726 WIRING DEVICES

262800 OVERCURRENT PROTECTIVE DEVICES

262816 ENCLOSED SWITCHES AND CIRCUIT BREAKERS

262817 CIRCUIT & MOTOR DISCONNECTS

262840 MOTOR CONTROL

262923 ADJUSTABLE FREQUENCE (VARIABLE SPEED) DRIVE UNITS

Architect’s Project No. 18-031 Palm Beach County Project No. 16214

TABLE OF CONTENTS 000010-5

1REV1 – BUILDING DEPT. COMMENT RESPONSES 02 APRIL 2021

263513 STANDBY POWER GENERATOR SYSTEM

263623 AUTOMATIC TRANSFER SWITCH

264100 LIGHTNING PROTECTION FOR STRUCTURES

265113 INTERIOR LIGHTING

265200 EMERGENCY LIGHTING EQUIPMENT

DIVISION 27 00 00 - COMMUNICATIONS

270500 TELEPHONE AND DATA RACEWAY SYSTEM

270640 GENERAL MULT-MEDIA STANDARD (PBC SECTION)

274171 GENERAL CABLE TV SYSTEMS STANDARD (PBC ESS SECTION)

DIVISION 28 00 00 - ELECTRONIC SAFETY AND SECURITY

281300 ACCESS CONTROL SYSTEM (PBC SECTION)

283100 FIRE DETECTION AND ALARM GUIDELINES (PBC SECTION)

DIVISION 31 00 00 - EARTHWORK

313116 TERMITE CONTROL

SEE ENGINEERS SPECIFICATIONS FOR REMAINDER OF DIVISION 31 - EARTHWORK

DIVISION 32 00 00 – EXTERIOR IMPROVEMENTS

323300 SITE FURNISHINGS

SEE ENGINEERS SPECIFICATIONS FOR REMAINDER OF DIVISION 32 – EXTERIOR

IMPROVEMENTS

DIVISION 33 00 00 – UTILITIES

SEE ENGINEERS SPECIFICATIONS FOR REMAINDER OF DIVISION 33 – UTILITIES

DIVISION 40 00 00 – PROCESS INTERCONNECTIONS

402116 GASOLINE PROCESS PIPING

402123 FUEL OIL PROCESS PIPING

END OF TABLE OF CONTENTS

Architect’s Project No. 18-031 Palm Beach County Project No. 16214

TABLE OF CONTENTS 000010-6

1REV1 – BUILDING DEPT. COMMENT RESPONSES 02 APRIL 2021

Architect’s Project No. 18-031

Palm Beach County Project No. 16214

DEMOLITION 020600 - 1

SECTION 02 06 00 – DEMOLITION

PART 1 - GENERAL

1.1 SUMMARY

A. Provide all labor, materials, tools, fabrications, reinforcement, equipment and services for demolition as specified herein and or as shown, detailed, scheduled, implied, required or otherwise indicated to provide a complete and proper installation.

B. Completely coordinate with Work of all other trades.

C. Related Work

1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, shall govern work of this Section.

1.2 DESCRIPTION OF WORK

A. This Contractor shall include the careful removal of all designated salvage or waste materials and debris from the building property, and temporary protection from infiltration of construction dust run off, and solid erosion into adjacent areas. This also includes, but may not be limited to, the following items:

1. Protect against damage and nuisances, both on-site and off-site. Protect and hold the Owner harmless from all suits and legal costs arising from this Work.

2. Provide, erect and maintain barricades, fences, planking, scaffolding, bridging, lights, warning signs and guards as necessary for the protection of persons, buildings, streets, sidewalks, and property adjoining the project site.

B. All demolition work shall comply with the latest edition of NFPA 241 – Standard for Safeguarding Construction, Alteration, and Demolition Activities.

1.3 JOB CONDITIONS

A. This contractor shall inspect job conditions prior to starting Work and his starting constitutes approval of conditions.

B. The Owner assumes no responsibility for actual condition of items or structures affected by demolition work.

1.4 RELATED WORK SPECIFIED IN OTHER SECTIONS

A. Relocation of existing pipes, conduits, ducts or other mechanical, plumbing and electrical Work shall be by the respective trades and divisions.

1.5 PROTECTION

Architect’s Project No. 18-031

Palm Beach County Project No. 16214

DEMOLITION 020600 - 2

A. Provide temporary barricades and other forms of protection as required to protect general public from injury due to site Work.

1.6 DAMAGES

A. Promptly repair damages caused to adjacent facilities by demolition Work at no cost to Owner.

1.7 TRAFFIC

A. Conduct all construction operations and debris removal in a manner to ensure minimum interference with existing drives, walks, and other adjacent occupied or used facilities.

1.8 UTILITY SERVICES

A. Maintain existing utilities indicated to remain, keep in service, and protect against damage during demolition operations.

B. Do not interrupt existing utilities serving adjacent occupied or used facilities, except when authorized in writing by authorities having jurisdiction. Provide temporary services during interruptions to existing utilities, as acceptable to governing authorities.

1.9 ENVIRONMENTAL CONTROLS

A. Use water sprinkling, temporary enclosures, and other suitable methods to limit dust and dirt rising and scattering in air to lowest practical level. Comply with governing regulations pertaining to environmental protection.

B. Do not use water when it may create hazardous or objectionable conditions such as ice, flooding and pollution.

1.10 PROHIBITIONS

A. No burning shall be permitted.

B. No on-site sale of removed items shall be permitted. Removed items may be sold by the Contractor as long as the full credit for sold items and materials is passed on to the Owner.

C. No explosives shall be permitted.

PART 2 - PRODUCTS

Not Applicable

PART 3 - EXECUTION

3.1 NOTICES

Architect’s Project No. 18-031

Palm Beach County Project No. 16214

DEMOLITION 020600 - 3

A. The Contractor shall give notice to all municipalities, utility companies and other authorities before removing poles, transformers, wire, conduits, piping, or other equipment owned by them which will interfere with the Work.

B. All existing utilities shall be left capped in a legal manner.

3.2 DISPOSAL

A. The Contractor shall be responsible for the legal disposal of excess and demolition materials in an area or areas away from the jobsite without incurring, now or ever, any liability against the Owner.

3.3 ADJUST AND CLEAN

A. Upon completion of the Work, the Contractor shall remove all barricades, materials, debris, rubbish, tools and equipment, leaving the grounds clean and in a condition acceptable to the Owner.

END OF SECTION 02 06 00

Architect’s Project No. 18-031

DEMOLITION 020600 - 4

Architect’s Project No. 18-031

Palm Beach County Project No. 16214

GEOTECHNICAL DATA 022010-1

SECTION 02 20 10 – GEOTECHNICAL DATA

PART 1 - GENERAL

1.1 REQUIREMENTS INCLUDED

A. A subsurface investigation and report has been prepared specifically for this site and the Work required.

B. This subsurface investigation and report includes recommendations for the foundation system for the Work.

C. The complete investigation and report is herein provided for the information of all bidders as part of this Section.

D. This independent vendor has prepared this investigation and report which was obtained for the Architect for use in design.

E. Bidders should visit the site and acquaint themselves with the existing site conditions.

F. Bidders may, prior to bidding, make their own subsurface exploration of existing site conditions.

G. The successful bidder may, after contract award, make his own subsurface exploration of existing site conditions at his own expense.

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

Not Used

END OF SECTION 02 20 10

Architect’s Project No. 18-031

GEOTECHNICAL DATA 022010-2

May 7, 2019

Stephen Boruff AIA, Architects+ Planners, Inc.

901 Northpoint Parkway, Suite 100 West Palm Beach, Florida 33407

Attention: Mr. Steve Boruff, AIA

Re: Geotechnical Engineering Study

Boynton Beach Fire Station No. 40, Boynton Beach, Florida

TSF Project No. 7111-19-158

Dear Steve:

TIERRA SOUTH FLORIDA, INC. (TSF) is pleased to transmit our Geotechnical Engineering Services Report for the referenced project. This report includes the results of field exploration and laboratory testing, geotechnical recommendations for foundation and pavement subgrade design, as well as general site development.

We appreciate the opportunity to perform this Geotechnical Study and look forward to continued participation during the design and construction phases of this project. If you have any questions pertaining to this report, or if we may be of further service, please contact our office.

Respectfully submitted, TIERRA SOUTH FLORIDA, INC.

Maximo Peralta Alvarez, P.E. Ramakumar Vedula, P.E.

Geotechnical Engineer Principal Engineer FL. Registration No. 84213 FL. Registration No. 54873

MPA/KV:

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY

2.0 PROJECT INFORMATION

2.1 Project Authorization

2.2 Project Description

2.3 Purpose and Scope of Services

3.0 SITE AND SUBSURFACE CONDITIONS

3.1 Site Location and Description

3.2 Subsurface Conditions

3.3 Groundwater Information

3.4 Borehole Permeability (BHP) Test Results

4.0 EVALUATION AND RECOMMENDATIONS

4.1 Geotechnical Discussion

4.2 Site Preparation

4.3 Foundation Recommendations

4.4 Floor Slab Recommendations

4.5 Utilities

5.0 PAVEMENT RECOMMENDATIONS

6.0 CONSTRUCTION CONSIDERATIONS

6.1 Excavations

7.0 INSPECTIONS/QUALITY CONTROL TESTING

8.0 REPORT LIMITATIONS

APPENDIX - BOREHOLE PERCOLATION TEST RESULTS

BORING LOCATION PLAN– SHEET 1

SOIL PROFILES – SHEET 2 & 3

Fire Station No. 40 Tierra South Florida, Inc.

TSF File No. 7111-19-158

1.0 EXECUTIVE SUMMARY

A geotechnical exploration and evaluation of the subsurface conditions have been completed for the design and construction of the proposed Boynton Beach Fire Station No. 40 to be constructed in Boynton Beach, Florida.

Based on visual classifications underneath the existing topsoil, the subsurface condition encountered in the borings consisted of sandy soils followed by sandy limestone to de boring termination depth. Standard Penetration N-Values indicated the sandy soils to be in loose to medium dense conditions and the limestone to be in moderate hard condition. The groundwater was, typically, encountered at approximately 3.5 to 4 feet below the ground surface.

We found concrete debris on the Boring B-1 within 2 feet depth from ground surface, we recommend that all construction debris be removed prior to start of construction, so that the debris does not interfere with foundation construction and utility construction. All debris removal areas should be properly backfilled and compacted as discussed herein. We recommend test pits be performed to investigate the extension /or presence of debris.

The geotechnical study completed for the proposed construction confirms that the site will be suitable for the planned construction when viewed from a soil mechanics and foundation engineering perspective. After following proper site preparation procedures, the structure may be supported on shallow spread foundations and employ conventional slab-on-grade for the ground floors. Details related to site development, foundation design, and construction considerations are included in subsequent sections of this report.

The owner/designer should not rely solely on this Executive Summary and must read and evaluate the entire contents of this report prior to utilizing our engineering recommendations in preparation of design/construction documents.

TSF File No. 7111-19-158

2.0 PROJECT INFORMATION

2.1 Project Authorization

TSF has completed a geotechnical exploration for the proposed Fire Station No. 40 to be constructed in Boynton Beach, Florida. This geotechnical service was performed in accordance with TSF’s Proposal No. 1804-191 dated April 4, 2018 and subsequently authorized by Stephen Boruff AIA, Architects+ Planners, Inc.

2.2 Project Description

Our understanding of the project is based on general information obtained from Stephen Boruff AIA, Architects+ Planners, Inc, as well as Site Plans indicating the proposed building. We understand that the proposed construction will include 5,500 square feet, one-story fire station and associated parking and driveway. Loading information has not been provided at this time. However we assume that maximum column and wall loads will be on the order of 150 kips and 2.5 kip per linear feet and floor slab will be 125 psf. It is also assumed that the site is at design grade.

The geotechnical recommendations presented in this report are based on the available project information, building location, and the subsurface materials described in this report. If any of the noted information is incorrect, please inform TSF in writing so that we may amend the recommendations presented in this report if appropriate and if desired by the client. TSF will not be responsible for the implementation of its recommendations when it is not notified of changes in the project.

2.3 Purpose and Scope of Services

The purpose of this study was to explore the subsurface conditions at the site which is currently accessible to enable an evaluation of acceptable foundation and pavement systems for the proposed construction. This report briefly outlines the testing procedures, describes the site and subsurface conditions, and presents geotechnical recommendations for foundation design and general site development.

Our scope of services included drilling a total of five (5) Standard Penetration Test (SPT) borings to a depth of about 25 feet from ground surface, a total of seven (7) Auger boring to a depth of about 10 feet from ground surface, performing two (2) Borehole Permeability (BHP) tests to a depth of 10 feet, plus the preparation of this geotechnical report.

This report briefly outlines the testing procedures, presents available project information, describes the site and subsurface conditions, and presents geotechnical recommendations regarding the following:

- Foundation soil preparation requirements.

- Foundation types, depths, allowable bearing capacities, and an estimate of potential settlement.

TSF File No. 7111-19-158

- Pavement Subgrade Design Recommendations.

- Comments regarding factors that may impact construction and performance of the proposed construction.

The scope of services did not include an environmental assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for information purposes only.

TSF File No. 7111-19-158

3.0 SITE AND SUBSURFACE CONDITIONS

3.1 Site Location and Description

The project site is located at the approximate 4698-45000 White Feather trail in Boynton Beach, Florida. At the time of field exploration, the area was observed to be fairly level. The site is currently vacant and cover by grass.

3.2 Subsurface Conditions

Review of the “Soil Survey of Palm Beach County, Florida”, prepared by the United States Department of Agriculture (USDA) Soil Conservation Service (SCS), indicates the site is mapped as Myakka- Urban Land Complex.

Subsurface conditions at the site were explored with engineering borings located as shown on the Boring Location Plan, Sheet 1 in the Appendix. The study included the drilling of five (5) Standard Penetration Test (SPT) borings to a depth of about 25 feet, seven (7) auger boring and performing two (2) Borehole Permeability (BHP) tests to a depth of 10 feet. The soil test boring profiles are presented on Sheet 2 & 3 in the Appendix. Samples of the in-place materials were recovered at frequent intervals using a standard split spoon driven with a 140-pound hammer freely falling 30 inches (the SPT after ASTM D 1586). Samples of the in-place soils were returned to our laboratory for classification by a geotechnical engineer, in general accordance with the Unified Soil Classification System (ASTM D 2487).

At the time of our field exploration, based on visual classifications underneath the existing topsoil, the subsurface condition encountered in the borings consisted of sandy soils followed by sandy limestone to de boring termination depth. Standard Penetration N-Values indicated the sandy soils to be in loose to medium dense conditions and the limestone to be in moderate hard condition. The groundwater was, typically, encountered at approximately 3.5 to 4 feet below the ground surface.

The above subsurface description is of a generalized nature intended to highlight the major subsurface stratification features and material characteristics. The boring logs should be reviewed for specific information at individual boring locations. These records include soil descriptions, stratifications, and penetration resistances. The stratifications shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations.

The stratifications represent the approximate boundary between subsurface materials, and the actual transition may be gradual. Water level information obtained during field operations is also shown on the boring logs. The samples that were not altered by laboratory testing will be retained for 30 days from the date of this report and then will be discarded.

3.3 Groundwater Information

Groundwater levels were measured in the borings when first encountered. The groundwater was, typically, encountered at approximately 3.5 to 4 feet below the ground surface. Groundwater levels

TSF File No. 7111-19-158 are expected to fluctuate with seasonal fluctuations. We expect the groundwater to, typically, fluctuate within about 2 feet from where it was encountered during the drilling operation.

In general, the seasonal high groundwater level is not intended to define a limit or ensure that future seasonal fluctuations in groundwater levels will not exceed the estimated levels. Post-development groundwater levels could exceed the normal seasonal high groundwater level estimate as a result of a series of rainfall events, changed conditions at the site that alter surface water drainage characteristics, or variations in the duration, intensity, or total volume of rainfall. We recommend that the Contractor determine the actual groundwater levels at the time of the construction to determine groundwater impact on his or her construction procedures.

3.4 Borehole Permeability (BHP) Test Results

Two (2) BHP test were performed using the usual open-hole, constant head methodology per South Florida Water Management District Standard. The holes were 10 feet deep, and were drilled with a solid stem auger so that soil samples could be retrieved for visual classification by an engineer. The borings were completed as open well with gravel pack (6-20 silica sand). The well screen slot widths were 0.020 inches. Water from the drill rig tank was then pumped into the open well, and the amount of water required maintaining constant head was recorded.

The results of our field permeability tests are attached in the Appendix.

TSF File No. 7111-19-158

4.0 EVALUATION AND RECOMMENDATIONS

4.1 Geotechnical Discussion

The geotechnical study completed for the proposed construction confirms that the site will be suitable for the planned construction when viewed from a soil mechanics and foundation engineering perspective. After following proper site preparation procedures as recommend Section 4.2 in this report, the structure may be supported on shallow spread foundations with an allowable bearing pressure of 3,000 pounds per square foot (psf) and employ conventional slab-on-grade for the ground floors.

We found concrete debris on the Boring B-1 within 2 feet depth from ground surface, we recommend that all construction debris be removed prior to start of construction, so that the debris does not interfere with foundation construction and utility construction. All debris removal areas should be properly backfilled and compacted as discussed herein. We recommend test pits be performed to investigate the extension /or presence of debris.

Recommendations for the geotechnical aspects of site preparation, foundation design and related construction are presented in the following sections of this report.

4.2 Site Preparation

To prepare for construction, we recommend that any topsoil, foundation remnants, debris, and existing vegetation including trees, roots, and any organic soils be removed in its entirety from the footprint of the proposed construction and wasted. Existing utilities, if any, should be removed from the building foot print area. The building footprint should be compacted with a self-propelled roller (Ingersoll-Rand SD-100D or equivalent) with at least 20 passes (with an operating vibration frequency of 31.5 Hz/1890 VPM and average speed of 1.4 mph) and until the subsoils achieve 95 percent of maximum dry density per ASTM D 1557 (Modified Proctor) to a depth of at least 12 inches below the existing grade. Unsuitable soil and material such as organics or muck if any encountered under the proposed construction should also be removed and replaced with properly compacted structural fill as recommended in this report. The soil densification should encompass the entire footprint of the structure plus a 10-foot wide perimeter that extends beyond the maximum lines of the superstructure.

Rolled subgrade should be visually observed for signs of pumping, weaving or other types of instability. Signs of such instability could be due to the existence of weak and/or compressible subsoils. Corrective action for this condition should include excavation of weak subsoils followed by replacement with clean granular fill compacted to 95 percent of the ASTM D 1557 maximum dry density. Structural fill used to raise the site to structure bottom levels should consist of clean sand and/or sand and gravel (ASTM D 2487), with a maximum of 12 percent passing the U.S. Standard No. 200 sieve. The structural fill should be placed in thin lifts (12-inch thick loose measure), near the optimum moisture content for compaction, and be compacted to at least 95 percent of maximum dry density (ASTM D 1557).

TSF File No. 7111-19-158

Near existing structures (within 50 feet), proofrolling should be performed in static mode. Ground vibrations induced by the compaction operations should be closely monitored to assess if there is a potential impact to the existing structures. Ground vibrations induced by the compaction operations should be closely monitored to assess if there is a potential impact to the existing buildings.

Following site preparation as discussed herein, the foundation areas should be excavated and the footing subgrade should be compacted with a heavy roller or at least a heavy plate compactor to the above mentioned 95% criteria. Unsuitable material or organic soils (if any) found at foundation bottoms should be removed and replaced with structural fill, as discussed above. In areas where footings bear at lower elevations (possibly close to or slightly below the water table) such as the truck well area, the footing excavation should be dewatered and the footing subgrade should be compacted in the dry with a heavy roller or at least a heavy plate compactor to the above mentioned 95% criteria to a depth of at least 12 inches below the existing grade. The footings should be formed and poured in-the-dry. Prior to placing the steel for the footings, the footing subgrade should be inspected by a TSF representative.

If additional structural fill is required to achieve design grade, each lift of compacted engineered fill should be tested by a representative of the geotechnical engineer prior to placement of subsequent lifts. The edges of compacted fill should extend 5 feet beyond the edges of buildings prior to sloping.

4.3 Foundation Recommendations

Conventional spread footings are generally most economical when the existing soil conditions allow them to be founded at shallow depths. Following completion of site preparation as discussed herein, we recommend supporting the planned structures on conventional spread foundations based in engineered fill and/or the surficial granular soils of the site. The footings may be designed and proportioned for a maximum bearing pressure of 3,000 pounds per square foot (psf). Footings widths and depths should follow, as a minimum, Florida Building Code guidelines when the geometry produces a bearing pressure less than the allowable.

Settlement of foundations based in the in-situ granular soils and/or engineered fill will occur as an elastic response of the soils to the building loads applied. For foundations that are based on soils prepared as discussed herein, we estimate that total and differential average foundation settlements should be on the order of 1 inch and ½ inch, respectively. In our opinion, these settlements are within the range considered tolerable for the type of structure planned. The settlement forecast is based on imposed soil bearing pressure of 3,000 pounds per square foot. Because the subsoils at the site are granular in nature, settlement should occur as the loads are applied to foundations and should essentially be complete by the time the building construction is finished.

Excavating equipment may disturb the granular bearing soil in foundation areas. The upper 12 inches of the footing subgrade should be compacted to achieve not less than 95 percent of the maximum dry density as determined by ASTM D 1557 immediately prior to reinforcing and concrete placement.

TSF File No. 7111-19-158

The site preparation and foundation excavations should be observed by a representative of TSF prior to steel or concrete placements to assess those foundation materials are capable of supporting the design loads and are consistent with the materials discussed in this report. Loose soil zones encountered at the bottom of the footing excavations should be removed to the level of medium dense soils or adequately compacted structural fill as directed by the geotechnical engineer.

4.4 Floor Slab Recommendations

Following stripping and surface soil preparation as described herein, the building pad area should be leveled and filled to subfloor elevation before placing concrete. Slab subgrade should consist of clean sand and/or sand and gravel (ASTM D 2487), with a maximum of 12 percent passing the U.S.

Standard No. 200 sieve, and compacted to at least 95 percent of maximum dry density per ASTM D 1557 (Modified Proctor) to a depth of at least 12 inches below the slab grade. Structural fill used to raise the site to floor slab bottom levels should consist of clean granular fill as described above. The structural fill should be placed in thin lifts (12-inch thick loose measure), near the optimum moisture content for compaction, and be compacted to at least 95 percent of maximum dry density (ASTM D 1557).

Our experience indicates that floor slabs constructed without a vapor barrier will often experience future problems associated with moisture and mildew. Therefore, we recommend interior floor slab subgrade soils be covered with a vapor barrier (such as visqueen, normally 6 mil thick) before constructing the slab-on-grade floor.

Slab-on-grade construction may be used for the ground floor slabs of the structure. The slabs should be adequately reinforced to carry the loads that are to be applied. The floor slab design, if based on elastic methods, should employ a modulus of subgrade reaction of 150 pounds per cubic inch (pci).

To help avoid potential problems with cracking because of differential loadings, the floor slabs should be liberally jointed and separated from columns and walls.

The friction factor between the soil and floor slabs should be taken as 0.35 without the vapor barrier.

A friction factor of 0.21 should be used for the vapor barrier-soil interface.

4.5 Utilities

All utilities should be installed per the requirements of the Civil Engineering drawings and specifications. When backfilling over utility lines, clean granular fill should be placed in no more than 6 to 12-inch thick loose lifts and compacted to at least 95% of the material’s maximum dry density as determined by the Modified Proctor Compaction Test (ASTM D 1557).

TSF File No. 7111-19-158

5.0 PAVEMENT RECOMMENDATIONS

The parking lot and driveway areas should be prepared and densified as indicated in the Site Preparation section of this report. Flexible pavement sections in this geographic area typically consist of an asphaltic concrete wearing course, limerock base course and a stabilized subgrade.

The following pavement component thickness could be utilized in the pavement design for light-duty truck. Final pavement recommendation should be provided by the Civil Engineer based on actual vehicular loading information.

TYPE OF

PAVEMENT

MATERIAL

DESCRIPTION

LAYER THICKNESS (INCHES)

PARKING

AREAS

DRIVEWAY

AREAS

Flexible Asphaltic Concrete 1.5 2.0

Base Course

(LBR = 100)

6 8

Stabilized Subgrade

(LBR = 40)

8 10

The base course materials in the pavements should consist of limerock, having a minimum Limerock Bearing Ratio (LBR) of 100. Base materials should meet the requirements presented in the latest revisions of the Florida Department of Transportation (FDOT) "Specifications for Road and Bridge Construction," Section 911 (limerock). The base course should be compacted to at least 98 percent of maximum dry density (AASHTO 180).

The subgrade should have a minimum LBR of 40. The stabilized subgrade should be compacted to at least 95 percent of maximum dry density (AASHTO 180).

If dumpsters are to be parked on the pavement, it is recommended that rigid concrete pavement be constructed. In addition, the apron utilized for unloading the dumpsters by heavy-duty trucks should also be provided with a rigid pavement. A minimum Portland concrete pavement thickness of 6 inches is recommended for the project if a rigid pavement is employed. The concrete should be reinforced to withstand the traffic loadings anticipated and should be jointed to reduce the chances for crack development. The minimum rigid pavement thickness recommended above is based upon concrete with an unconfined compressive strength of 3,500 psi and a modulus of rupture of 450 psi.

Actual pavement section thickness should be provided by the Design Civil Engineer based on traffic loads, volume, and the owner's design life requirements. The noted sections represent minimum thickness representative of typical local construction practices and, as such, periodic maintenance should be anticipated. All pavement materials and construction procedures should conform to FDOT, American Concrete Institute (ACI), or appropriate city/county requirements.

TSF File No. 7111-19-158

6.0 CONSTRUCTION CONSIDERATIONS

It is recommended that TSF be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. TSF cannot accept any responsibility for any conditions that deviate from those described in this report, nor for the performance of the foundation if not engaged to also provide construction observation and testing for this project.

6.1 Excavations

In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P.” This document was issued to better ensure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely adhered, the owner and the contractor could be liable for substantial penalties.

The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottoms. The contractor's "responsible person,” as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations.

We are providing this information solely as a service to our client. TSF does not assume responsibility for construction site safety or the contractor's or other parties’ compliance with local, state, and federal safety or other regulations.

TSF File No. 7111-19-158

7.0 INSPECTIONS/QUALITY CONTROL TESTING

During construction it is important that work be performed under qualified inspection to ensure proper procedures are followed. We will perform all foundation and earthwork related inspections, and reports will be prepared for your records and submission to the appropriate governmental agencies.

We can also perform testing services, soils, concrete and asphalt for compliance with project requirements.

TSF File No. 7111-19-158

8.0 REPORT LIMITATIONS

The recommendations submitted are based on the available subsurface information obtained by TSF and design details furnished by Stephen Boruff, AIA Architects & Planners, Inc. for the proposed project. If there are any revisions to the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, TSF should be notified immediately to determine if changes in the foundation recommendations are required. If TSF is not retained to perform these functions, TSF will not be responsible for the impact of those conditions of the project.

It is imperative that TSF, be present for observation and testing during construction in order to provide written confirmation (certifications) that the geotechnical engineering study report have been complied with.

The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed.

After the plans and specifications are more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated into the design documents. At that time, it may be necessary to submit supplementary recommendations.

This report has been prepared for the exclusive use of Stephen Boruff, AIA Architects & Planners, Inc. for the proposed Fire Station No. 40 to be constructed in Boynton Beach, Florida.

APPENDIX

Borehole Percolation Test Results Boring Location Plan – Sheet 1

Soil Profiles – Sheet 2 & 3

Test Date Diameter Depth of Depth to Groundwater Level Hydraulic Saturated Hole Average Location Performed Hole Casing Hole Below Ground Surface (Feet) Head, H2 Depth, Ds Flow Rate, Q

(Inches) (Inches) (Feet) Prior to Test During Test (Feet) (Feet) (gpm)

BHP-1 4/23/2019 6 4 10.0 3.9 0.0 3.9 6.1 1.60

BHP-2 4/23/2019 6 4 10.0 3.7 0.0 3.7 6.3 1.90

Note:

(1) The above hydraulic conductivity values represent an ultimate value. The designer should decide on the required factor of safety

(2) The hydraulic conductivity values were calculated based on the South Florida Water Management Districts's USUAL OPEN HOLE CONSTANT

HEAD percolation test procedure.

(3) Casing diameter was used for the calculation of hydraulic conductivity values.

(4) Soils at all locations noted as Light Brown Sand with USCS Classification of SP

(ft3/sec/ft2-ft Head) 1.07E-04

Hydraulic Conductivity (K)

1.34E-04

Summary of Borohole Permeability Test Results Fire Station No. 40

Boynton Beach, Florida

TSF Project No. 7111-19-158

NG

JO

RK

NTS

Sheet:

5/7/2019 11:24:23 AM J:\Tierra Documents\Projects\TSF 2019\7111-19-158.Fire Station No40 (Stephen Boruff)\7111-19-158_Splan_Sprofiles.DGNjoliva

7111-19-158

04-16-2019

ENGINEER OF RECORD:

PROJECT NUMBER:

SCALE:APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

53567

FLORIDA LICENSE NO.:

RAJ KRISHNASAMY, P.E.

Approximate Location of SPT Boring

BORING LOCATION PLAN

N

N T

S

RAJ KRISHNASAMY, P.E.

P.E. LICENSE NUMBER 53567

TIERRA SOUTH FLORIDA

2765 VISTA PARKWAY, S-10

WEST PALM BEACH, FL 33411

CERTIFICATE OF AUTHORIZATION 28073

BORING LOCATION PLAN AND SOIL PROFILES

B-2B-1

BHP-2

BHP-1

Approximate Location of BHP Test

BOYNTON BEACH, FLORIDA

B-4

B-3

B-5

AB-1

AB-2

AB-3

AB-4

AB-5

AB-6

AB-7

Approximate Location of Auger Boring

FIRE STATION No. 40

N

TOPSOIL

CRUSHED CONCRETE

DARK BROWN SAND (SP)

66/11"

RIG

HAMMER

DATE

BOR #

CME-55

Auto 4/23/2019 B-1 at Depth of 25ft Boring Terminated

N

TOPSOIL

RIG

HAMMER

DATE

BOR #

CME-55

Auto 4/23/2019 B-2 at Depth of 25ft Boring Terminated

N

TOPSOIL

LIGHT BROWN SAND (SP)

RIG

HAMMER

DATE

BOR #

CME-55

Auto 4/23/2019 B-3 at Depth of 25ft Boring Terminated

N

TOPSOIL

RIG

HAMMER

DATE

BOR #

CME-55

Auto 4/23/2019 B-4 at Depth of 25ft Boring Terminated

N

TOPSOIL

RIG

HAMMER

DATE

BOR #

CME-55

Auto 4/23/2019 B-5 at Depth of 25ft Boring Terminated

LIGHT GRAY SAND (SP)

LIGHT BROWN TO

WITH TRACE SHELL (SP)

LIGHT BROWN SAND

TRACE LIMEROCK (SP)

BROWN SAND WITH

TRACE LIMESTONE (SP)

OCCASIONALLY WITH

LIGHT GRAY SAND

LIGHT BROWN TO

WITH TRACE ORGANIC (SP)

DARK BROWN SAND

TRACE SHELL (SP)

OCCASIONALLY WITH

BROWN SAND

BROWN TO LIGHT

SANDY LIMESTONE

LIGHT BROWN

WITH TRACE ORGANIC (SP)

DARK BROWN SAND

TRACE SHELL (SP)

OCCASIONALLY WITH

BROWN SAND

BROWN TO LIGHT

SILTY SAND (SP-SM)

DARK BROWN SLIGHTLY

BROWN SAND (SP)

BROWN TO LIGHT

TRACE SHELL (SP)

OCCASIONALLY WITH

BROWN SAND

BROWN TO LIGHT

BROWN SAND (SP)

BROWN TO LIGHT

TRACE SHELL (SP)

OCCASIONALLY WITH

LIGHT BROWN SAND

SILTY SAND (SP-SM)

DARK BROWN SLIGHTLY

NG

JO

RK

NTS

Sheet:

5/7/2019 11:24:29 AM J:\Tierra Documents\Projects\TSF 2019\7111-19-158.Fire Station No40 (Stephen Boruff)\7111-19-158_Splan_Sprofiles.DGNjoliva

7111-19-158

05-01-2019

ENGINEER OF RECORD:

PROJECT NUMBER:

SCALE:APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

53567

FLORIDA LICENSE NO.:

RAJ KRISHNASAMY, P.E.

RAJ KRISHNASAMY, P.E.

P.E. LICENSE NUMBER 53567

TIERRA SOUTH FLORIDA

2765 VISTA PARKWAY, S-10

WEST PALM BEACH, FL 33411

CERTIFICATE OF AUTHORIZATION 28073

BORING LOCATION PLAN AND SOIL PROFILES

BOYNTON BEACH, FLORIDA

FIRE STATION No. 40

LEGEND

NOTES

ENCOUNTERED GROUNDWATER TABLE

EXISTING GROUND SURFACE

DENOTES DEPTH IN FEET FROM

NUMBERS TO THE LEFT OF BORINGS INDICATE

SPT VALUE FOR 12" PENETRATION.

N

Topsoil

Sand

Concrete

Limestone

25 LIMESTONE (SP)

WITH TRACE

LIGHT BROWN SAND

LIMESTONE (SP)

WITH TRACE

LIGHT BROWN SAND

D e p t h

(f e e t

D e p t h

(f e e t

LEGEND

NOTES

ENCOUNTERED GROUNDWATER TABLE

EXISTING GROUND SURFACE

DENOTES DEPTH IN FEET FROM

NUMBERS TO THE LEFT OF BORINGS INDICATE

SPT VALUE FOR 12" PENETRATION.

N

NG

JO

RK

NTS

Sheet:

5/7/2019 11:24:30 AM J:\Tierra Documents\Projects\TSF 2019\7111-19-158.Fire Station No40 (Stephen Boruff)\7111-19-158_Splan_Sprofiles.DGNjoliva

7111-19-158

05-01-2019

ENGINEER OF RECORD:

PROJECT NUMBER:

SCALE:APPROVED BY:

DATE:

DRAWN BY:

CHECKED BY:

53567

FLORIDA LICENSE NO.:

RAJ KRISHNASAMY, P.E.

RAJ KRISHNASAMY, P.E.

P.E. LICENSE NUMBER 53567

TIERRA SOUTH FLORIDA

2765 VISTA PARKWAY, S-10

WEST PALM BEACH, FL 33411

CERTIFICATE OF AUTHORIZATION 28073

BORING LOCATION PLAN AND SOIL PROFILES

BOYNTON BEACH, FLORIDA

TOPSOIL

BROWN SAND (SP)

DATE

BOR #

4/24/2019

AB-1

TOPSOIL

BROWN SAND (SP)

DATE

BOR #

4/24/2019

AB-2

TOPSOIL

DATE

BOR #

4/23/2019

AB-3

TOPSOIL

DATE

BOR #

4/24/2019

AB-4

TOPSOIL

BROWN SAND (SP)

DARK BROWN SAND (SP)

DATE

BOR #

4/23/2019

AB-5

TOPSOIL

DATE

BOR #

4/23/2019

AB-6

TOPSOIL

LIGHT GRAY SAND (SP)

LIGHT BROWN SAND (SP)

DATE

BOR #

4/23/2019

AB-7

Topsoil

Sand

Concrete

WITH TRACE SHELL (SP)

LIGHT GRAY SAND

WITH TRACE SHELL (SP)

LIGHT GRAY SAND

LIMEROCK (SP)

WITH FEW

OCCASIONALLY

BROWN SAND

WITH TRACE SHELL (SP)

LIGHT GRAY SAND

TRACE SHELL (SP)

OCCASIONALLY WITH

LIGHT GRAY SAND

LIGHT BROWN TO

SILTY SAND (SP-SM)

DARK BROWN SLIGHTLY

BROWN SAND (SP)

BROWN TO LIGHT

TRACE LIMESTONE (SP)

OCCASIONALLY WITH

BROWN SAND

BROWN TO LIGHT

WITH TRACE ORGANIC (SP)

DARK BROWN SAND

TRACE SHELL (SP)

OCCASIONALLY WITH

LIGHT GRAY SAND

LIGHT BROWN TO

SANDY LIMESTONE

LIGHT BROWN

WITH TRACE ORGANIC (SP)

DARK BROWN SAND

Limestone

FIRE STATION No. 40

D e p t h

(f e e t

D e p t h

(f e e t

D e p t h

(f e e t

D e p t h

(f e e t

PALM BEACH COUNTY

FIRE RESCUE STATION NO. 40

PALM BEACH COUNTY PROJECT NO. 16214

CONCRETE TESTING AND CONTROL PAGE-1

SECTION 03 08 16 - CONCRETE TESTING AND CONTROL

PART 1 - GENERAL

1.01 RELATED DOCUMENTS:

A. Drawings and general provisions of contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to work of this Section.

1.02 DESCRIPTION OF WORK:

A. This section includes the laboratory,…