WRWWTF Admin Building Electrical BODR Final Draft and Appendicies.pdf

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WRWWTF Admin Building Electrical BODR Final Draft

Western Region Wastewater Treatment Facility

Electrical Basis of Design Report

Prepared for

Palm Beach County Water Uti l i t ies Department

Palm Beach County , Flor ida

February 2026

Western Region Wastewater Treatment Facility Electrical Basis of Design Report Table of Contents ii

DRAFT for review purposes only. Use of contents on this sheet is subject to the limitations specified at the end of this document.

Western Region Wastewater Treatment Facility

Electrical Basis of Design Report

Prepared for

Palm Beach County Water Uti l i t ies Department

Palm Beach County , Flor ida

February 2026

This is a dra f t and is not int end ed to be a f ina l representat ion of the work done or rec ommendat ions made by Brown and Ca ldwel l .

I t shou ld not b e re l ied upon; c onsu l t the f ina l repor t .

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WRWWTF Admin Building Electrical BODR Final Draft

Table of Contents

List of Figures .............................................................................................................................................. v

List of Tables ............................................................................................................................................... v

List of Abbreviations .................................................................................................................................. vi

1. Project Overview .............................................................................................................................. 1-1

1.1 Project Scope Limitations ..................................................................................................... 1-1

1.2 Project Background .............................................................................................................. 1-1

1.3 Project Scope ........................................................................................................................ 1-3

1.4 Existing WRWWTF ................................................................................................................. 1-4

2. Design Criteria ................................................................................................................................. 2-1

2.1 Overview ................................................................................................................................ 2-1

2.2 Site Civil Design .................................................................................................................... 2-1

2.2.1 Existing Site Conditions and Survey ....................................................................... 2-1

2.2.2 Site Layout and Improvements .............................................................................. 2-2

2.2.3 Stormwater and Erosion Control Management ..................................................... 2-2

2.2.4 Flood Plain .............................................................................................................. 2-2

2.3 Zoning .................................................................................................................................... 2-2

2.3.1 Design Criteria ........................................................................................................ 2-2

2.3.2 Site Plan Review and Approval Process................................................................. 2-3

2.4 Structural Design .................................................................................................................. 2-3

2.4.1 Structural Project Scope ......................................................................................... 2-3

2.4.2 Codes and Standards ............................................................................................. 2-4

2.4.3 Materials ................................................................................................................. 2-5

2.4.4 Design Loads .......................................................................................................... 2-6

2.4.5 Geotechnical Information ....................................................................................... 2-8

2.4.6 Frost Depth ............................................................................................................. 2-9

2.4.7 Design Criteria and Serviceability Considerations ................................................ 2-9

2.5 Architectural Design........................................................................................................... 2-10

2.5.1 Architectural Approach ........................................................................................ 2-10

2.5.2 Design Criteria ..................................................................................................... 2-10

2.6 Building Components ........................................................................................................ 2-12

2.7 Applicable Building Codes: ................................................................................................ 2-12

2.8 Building Mechanical/HVAC Design ................................................................................... 2-13

2.8.1 General ................................................................................................................. 2-13

2.8.2 Codes and Standards .......................................................................................... 2-13

2.8.3 Overall HVAC Design Criteria ............................................................................... 2-13

2.8.4 System Description .............................................................................................. 2-15 iv

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WRWWTF Admin Building Electrical BODR Final Draft

2.8.5 Plumbing Systems ............................................................................................... 2-16

2.8.6 Fire Protection Systems ....................................................................................... 2-16

2.9 Process Mechanical Design .............................................................................................. 2-17

2.10 Instrumentation and Control Design ................................................................................. 2-17

2.10.1 General ................................................................................................................. 2-17

2.10.2 Codes and Standards .......................................................................................... 2-17

2.10.3 Instrumentation and Controls Improvements .................................................... 2-17

2.11 Electrical Design ................................................................................................................ 2-18

2.11.1 General ................................................................................................................. 2-18

2.11.2 Codes and Standards .......................................................................................... 2-18

2.11.3 Design Criteria ..................................................................................................... 2-19

2.11.4 Existing Site Conditions and Electrical Distribution Systems............................. 2-20

2.11.5 Low Voltage Switchgear and Low Voltage Switchboard ..................................... 2-30

2.11.6 Recommendations for Main Distribution Equipment in the New Main Electrical

Building ................................................................................................................ 2-37

2.11.7 Emergency Diesel Generator Requirements and Recommendations ............... 2-38

2.11.8 Proposed Electrical Improvements ..................................................................... 2-41

2.11.9 New Miscellaneous Electrical Improvements ..................................................... 2-42

3. Equipment Access ........................................................................................................................... 3-1

3.1 Access Plan for Maintenance and Replacement of Equipment ......................................... 3-1

3.1.1 Types and Frequency of Access ............................................................................. 3-1

4. Constructability ............................................................................................................................... 4-1

5. Permitting ........................................................................................................................................ 5-1

6. Opinion of Probable Construction Cost .......................................................................................... 6-1

6.1 Opinion of Probable Construction Cost ................................................................................ 6-1

6.2 Schedule ............................................................................................................................... 6-1

7. Limitations ....................................................................................................................................... 7-1

Appendix A: BODR Drawings................................................................................................................... A-1

Appendix B: Electrical Technical Memorandum .................................................................................... B-1

Appendix C: Basis of Estimate ................................................................................................................ C-1 v

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WRWWTF Admin Building Electrical BODR Final Draft

List of Figures

Figure 1-1. Proposed Main Electrical Building Site Plan ....................................................................... 1-2

Figure 1-2. Proposed DIW Electrical Building Site Plan ........................................................................ 1-3

Figure 1-3. WRWWTF Site and FEMA Firm Maps .................................................................................. 1-5

Figure 2-1: ASHRAE Climate Design Condition 2021......................................................................... 2-14

Figure 2-2: Existing Site Plan with FPL Services and Electrical Room Locations .............................. 2-20

Figure 2-3: Main Switchboard MSB-2 in the Main Generator Building No.2..................................... 2-22

Figure 2-4: Main Generator in the Main Generator Building No.2 .................................................... 2-23

Figure 2-5: MTM-1 Outdoor Switchboard near Deep Injection Well (DIW) Pump Station ................. 2-24

Figure 2-6: DIW MCC Building (SWBD-IWA and SWBD-IWB) .............................................................. 2-25

Figure 2-7: DIW MCC Building (PLC Panel and IWHA Panel) .............................................................. 2-26

Figure 2-8: Operations Building MCC Room (MCC-1 in the middle of the room) .............................. 2-28

Figure 2-9: Operations Building MCC Room (MCC-2 and MCC-3)...................................................... 2-28

Figure 2-10: Generator No.1 Building – MSB-1 and Outdoor Rated Generator ............................... 2-30

Figure 2-11: Switchgear and Switchboard Front View ....................................................................... 2-31

Figure 2-12: Typical Metal-Enclosed Switchgear Front View ............................................................. 2-33

Figure 2-13: Section View of Switchgear ............................................................................................ 2-33

Figure 2-14: Arc Resistant Switchgear with Arc Plenum .................................................................... 2-35

Figure 2-15: Arc Quenching Switchgear.............................................................................................. 2-36

Figure 2-16: Arc Quenching Device and Arc Flash Relay ................................................................... 2-36

List of Tables

Table 2-1. Dead Loads ........................................................................................................................... 2-7

Table 2-2. Florida Building Code Design Criteria ................................................................................ 2-12

Table 2-3. Fire-Resistance Rating Requirements for Building Elements Type II - Table 601 ........... 2-13

Table 2-4. Typical Codes and Standards for Fire Protection .............................................................. 2-16

Table 2-5. Generator Vendor Offerings ............................................................................................... 2-38

Table 3-1. Types and Frequency of Access ............................................................................................ 3-1

Table 5-1. Anticipated Permits ............................................................................................................... 5-1

Table 6-1. Preliminary Opinion of Probable Construction Costs ........................................................... 6-1 vi

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WRWWTF Admin Building Electrical BODR Final Draft

List of Abbreviations

AACE Association for the Advancement of Cost

Engineering

AASHTO American Association of State Highway and Transportation Officials

ACH Air Changes per Hour

ANSI American National Standards Institute

AQD arc quenching device

BC Brown and Caldwell

BMP Best Managements Practices

BODR Basis of Design Report

CRRWF Century Village Reclaimed Facility cf Cubic Feet cfm cubic feet per minute

CMU Concrete Masonry Unit

DCS Distributed Control System

DEF diesel exhaust fluid

DIW deep injection well

EAF Exhaust Air Fan

ECRWRF East Central Regional Water Reclamation

Facility

EL Elevation

EPSC Erosion Prevention and Sediment Control

FBC Florida Building Code fc foot candle

FEMA Federal Emergency Management Agency

FFE Finish Floor Elevation

FIRM Flood Insurance Rate Maps

FIT Flow Indicating Transmitter

FM Force Main ft Feet

FRP Fiberglass Reinforced Plastic

GFI Ground Fault Interrupting

GPD Gallons per Day

GPH Gallons per Hour

GPM Gallons per Minute

H2S hydrogen sulfide

HDPE high-density polyethylene

HHD DSMS

Herbert Hoover Dike Dam Safety

Modification Study hp horsepower

I&C Instrumentation and Controls

ILA Interlocal Agreement kW kilowatt lb pound

MCC Motor Control Center

MG Million Gallons mgd Million Gallons per Day

MRWSA Mandatory Reclaimed Water Service Area

M-T-M Main-Tie-Main

MOPO Maintenance of Plant Operations

NAVD North American Vertical datum

NEC National Electrical Code

NEMA National Electrical Manufacturers

Association

NFPA Nation Fire Protection Association

NPDES National Pollutant discharge elimination system

NTP Notice to Proceed

O&M Operation and Maintenance

PBC Palm Beach County

PBCWUD Palm Beach County Water Utilities

Department pcf pounds per cubic foot

PER Preliminary Engineering Report

PFD Process Flow Diagrams

P&IDs Process and Instrumentation Diagrams

PLC Programmable Logic Controller

POR Preferred Operating Region (as for a pump per ANSI/HI 9.6.3)

PPM parts per million

PPU positive pressure unit

PS Pump Station psf pounds per square foot psi pounds per square inch

PVC Polyvinyl Chloride

PW Potable Water

RW Reclaimed Water

RRWS Regional Reclaimed Water System

SAF Supply Air Fan vii

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WRWWTF Admin Building Electrical BODR Final Draft

SDL Superimposed Dead Loads sf square feet

SFHA Special Flood Hazard Area

SRWRF Southern Region Water Reclamation

Facility

TBD to be determined

TM Technical Memorandum

TDEC Tennessee Department of Environment &

Conservation

TVSS transient voltage surge suppression

ULDC Unified Land Development Code

UV Ultraviolet

V volt

VFD Variable Frequency Drive

VRF variable refrigerant flow

W watt

WRF Water Reclamation Facility

WRWWTF Western Region Wastewater Treatment

Facility

WSE Water Surface Elevation

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WRWWTF Admin Building Electrical BODR Final Draft

Section 1

Project Overview

The proposed electrical improvements at the Western Region Wastewater Treatment Facility

(WRWWTF) includes two major components detailed below:

• A new Main Electrical Building (located south of the existing Operations Building and west of Oxidation Basin No.1) consolidating the electrical equipment from the following electrical rooms/buildings:

o Existing Operations Building Electrical Room o Existing Electrical Building No.2.

o Existing Generator Building (including generator and fuel storage)

• A new Deep Injection Well (DIW) Electrical Building, located between the existing deep injection well (DIW) pump station and the DIW Pad, replacing the electrical equipment within the existing

DIW electrical building and consolidating the existing variable frequency drives (VFDs) DIW pump (presently positioned outside in unconditioned space) into the proposed building, complete with air-conditioning

1.1 Project Scope Limitations

The Project scope includes the design and construction of the following key components:

New Main Electrical Building:

• A new Main Electrical Building (located south of the existing Operations Building and west of Oxidation Basin No.1) consolidating the electrical equipment from the following existing electrical rooms/buildings:

o Existing Operations Building Electrical Room o Existing Electrical Building No.2.

o Existing Old Generator Building (generator and fuel storage included)

New DIW Electrical Building:

• A new Electrical Building (located between the existing DIW pump station and the DIW

Pad) replacing the electrical equipment within the existing DIW electrical building and consolidating the existing VFDs DIW pump (presently positioned outside in unconditioned space) into the propose building complete with air-conditioning.

No processes are included in this BODR.

1.2 Project Background

The existing Operations Building at the WRWWTF is no longer occupied. Palm Beach County

Water Utilities Department (PBCWUD) discovered water intrusion and mold in the existing

Operations Building. The mold remediation and subsequent repairs of the existing Operations

Building were significant and costly. In 2021, PBCWUD made the decision to replace the

Western Region Wastewater Treatment Facility Electrical Basis of Design Report Section 1

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WRWWTF Admin Building Electrical BODR Final Draft existing Operations building with a new operations/administration building located north of the existing Headworks just east of the existing main entry.

Palm Beach County issued a notice to proceed (NTP) for the design of the New Operations

Building on September 19, 2023. Immediately following the NTP, PBCWUD requested an updated opinion of probable construction cost (OPCC) that was originally developed by Brown and Caldwell (Corporation) (BC/Designer) in 2020. The result of this update was an OPCC that was significantly above PBCWUD’s allocated project budget. Subsequently, several revisions to the project scope were developed by the project team (BC/Designer and Wharton-

Smith/Design Builder) to better align the OPCC to PBCWUD’s allocated project budget. The following changes were identified as a result of that effort:

• Change the building design concept from the selected alternative to “Scheme C” as described in the WRWWTF Operations Building Evaluation Conceptual Design Report.

• Move the New Operations Building from the location identified in the WRWWTF Operations

Building Evaluation Conceptual Design Report to a new location north of the headworks facility, avoiding the relocation of the large diameter underground piping.

• Remove the demolition of the existing above ground storage tank.

• Remove the demolition of the existing Operations Building.

• Add a Basis of Design Report (BODR) for a second electrical building that will include the electrical equipment from the existing Operations Building Electrical Room and existing Electrical

Building No.2.

The above changes were accepted by PBCWUD and are reflected in Amendment No.1. The last bullet point (listed above) is the focus of this BODR.

Figure 1-1. Proposed Main Electrical Building Site Plan

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Figure 1-2. Proposed DIW Electrical Building Site Plan

1.3 Project Scope

The scope of services documented in this report consists of the following:

• Development of a BODR to document the findings of the tasks herein and establish scope for subsequent preliminary and detailed design phases.

• Development of sketches and preliminary drawings to depict the proposed electrical improvements and associated project components.

The primary components of the Project scope consist of the following:

New Main Electrical Building:

• A new Main Electrical Building (located south of the existing Operations Building and west of

Oxidation Basin No.1) consolidating the electrical equipment from the following existing electrical rooms/buildings:

− Existing Operations Building Electrical Room

− Existing Electrical Building No.2.

− Existing Old Generator Building (generator and fuel storage included)

New DIW Electrical Building:

• A new Electrical Building (located between the existing DIW pump station and the DIW Pad) replacing the electrical equipment within the existing DIW electrical building and consolidating the existing VFDs DIW pump (presently positioned outside in unconditioned space) into the propose building complete with air-conditioning.

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WRWWTF Admin Building Electrical BODR Final Draft

Palm Beach County Unified Land Development Code (ULDC), Article 18 – Flood Damage Prevention, Chapter B – Section 3.D requires critical facilities within a Special Flood Hazard Area (SFHA) to be constructed three (3) feet above the Federal Emergency Management Agency (FEMA) base flood elevation or above the FEMA 500-year flood elevation, whichever is higher. Although the ULDC does not apply to the WRWWTF site since: (i) the site is within the City of Belle Glade city limits and does not fall within PBC’s jurisdiction, and (ii) the WRWWTF is not within a SFHA as shown on the FIRM

Panel 12099C0454F with an effective date of Oct 5, 2017. To comply with the intent of PBC’s ULDC requirement and account for potential future grant requirements particularly related to resiliency, this BODR has assumed electrical equipment and associated electrical buildings should be constructed to a minimum elevation of 19 feet in the North American Vertical datum of 1988

(NAVD88)..The finished floor of the Main and DIW electrical buildings should be confirmed and validated during future design phases against criteria such as: (i) specific grant requirements, (ii)

PBCWUD requirements and (iii) and current local, state and federal requirements.

1.4 Existing WRWWTF

The Western Region Wastewater Treatment Facility (WRWWTF) is a 6.5 million gallons per day (mgd) wastewater treatment plant located at 2055 W. Canal Street in Belle Glade, Florida. The WRWWTF is owned and operated by Palm Beach County Water Utilities Department (PBCWUD) and treats wastewater from the Cities of Belle Glade and South Bay. The WRWWTF lies within the City of Belle

Galde, Florida and is not in a Special Flood Hazard Area (SFHA) see Figure 1-3, WRWWTF Site and

FEMA FIRM Maps. The WRWWTF underwent a major upgrade in 1996 during which significant improvements were made to the electrical power distribution system. Since 1996, PBCWUD has performed several upgrades focused on improving treatment; however, the electrical power distribution system remains relatively untouched. Therefore, the majority of the power distribution system is reaching 29 years old.

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Figure 1-3. WRWWTF Site and FEMA Firm Maps

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WRWWTF Admin Building Electrical BODR Final Draft

Section 2

Design Criteria

This section provides design criteria for the Project. The design criteria represented in this section will form the basis on which the final design of the Project is developed.

2.1 Overview

The electrical improvements at WRWWTF will be designed to: (i) replace aging infrastructure that is towards the end of its useful life, (ii) meet the intent of local building guidelines with respect to flood management/protection and (iii) improvement overall electrical system performance, reliability and safety. The design will consist of two (2) new electrical buildings described as follows:

• A new Main Electrical Building located south of the existing Operations Building and west of

Oxidation Basin No.1 consolidating the electrical equipment from several existing rooms/buildings

• A new DIW Electrical Building (located between the existing DIW pump station and the DIW Pad) replacing the electrical equipment within the existing DIW electrical building and consolidating the existing VFDs DIW pump (presently positioned outside in unconditioned space) into the propose building complete with air-conditioning.

An allocation of 25% additional space will be allocated in each electrical building to account for unforeseen needs and future expansion. Additionally, the finished floor of each electrical building will be set at an elevation of 19.00 feet NAVD to maintain compliance with the PBC’s ULDC.

2.2 Site Civil Design

2.2.1 Existing Site Conditions and Survey

The area between the existing Maintenance Building and the former Operations Building has been designated for the new Electrical Building. This location will require a driveway connection to the existing driveway serving the Operations Building, positioned east of the current roadway. The new

Generator will be installed west of this location. Appendix A – Civil Drawings illustrates the proposed placement of both the Electrical Building and the Generator. The Generator will be situated west of the existing roadway, near the property line, beneath existing power transmission lines. The finished floor elevation for both structures shall be set at 19.00 feet NAVD88.

The Electrical Building will include a driveway with an approximate slope of 15%, providing access to the main electrical room entrance for County maintenance operations. Sidewalks will connect the new building entrances to the existing roadway. Similarly, the Generator will feature a sidewalk linking to the existing road, along with stairs integrated into new sidewalks for direct access to the main road (see Appendix A for reference).

Appendix A overlays the Electrical Building and Generator on the survey provided. This configuration, separating the two structures by the existing roadway, represents Concept A, one of two design alternatives developed for this project. Concept A is detailed in the Architectural Drawings. Concept B proposes a combined layout, placing both the Electrical Building and Generator on a single slab under one roof (refer to the Architectural Section for details).

Western Region Wastewater Treatment Facility Electrical Basis of Design Report Section 2

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WRWWTF Admin Building Electrical BODR Final Draft

The new Deep Injection Well (DIW) Electrical Building will be located south of the existing DIW pump station (see Appendix A). Two design concepts are presented in this report; however, Concept 2A minimizes site disruption and avoids interference with existing above-grade and underground utilities. This building will not require a driveway but will include two stairways connected to new sidewalks, ensuring access to the adjacent roadway.

2.2.2 Site Layout and Improvements

2.2.2.1 Site Yard Piping

Based on the as-built drawing information, no major yard piping modifications are necessary around the New Electrical Building and New Generator location. It is recommended that, through future design phases, a thorough and detailed subsurface utility investigation be completed for the area under and around the proposed improvements to identify potential unknown utilities and conflicts.

2.2.3 Stormwater and Erosion Control Management

2.2.3.1 Grading, Drainage, Detention, and Water Quality

The site’s paving, grading, and stormwater management is already being addressed under SFWMD

ERP 50-105561-P. The project proposed several stormwater management facilities to provide 30.72 ac-ft of treatment volume in order to treat 150% of the first 1” of rainfall from the 245.81 ac of project area, which also encompasses the proposed pump station. As such, no new stormwater treatment will be required.

2.2.3.2 Soil Erosion and Sediment Control Plans

This project will require stormwater pollution prevention plans to remain in compliance with the

National Pollutant discharge elimination system (NPDES). Erosion and sediment control plans may be needed at select stormwater inlets near the site location.

2.2.4 Flood Plain

The site falls within the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Maps

(FIRM) 12099C0454F. These maps indicated that the project site location falls into Flood Zone X and has no floodplains on site. According to the SFWMD ERP 50-105561-P, the finished floor elevation (FFE) of buildings located on the site property is to be 19.00 feet NAVD88. This agrees with the PBC Unified Land Development Code, as the FFE is 2 feet above the roadway crown elevation and 5.5 feet above the control elevation.

2.3 Zoning

2.3.1 Design Criteria

The subject site has a Future Land Use (Belle Glade) of Institutional and Zoning of Agriculture A-1

(Belle Glade). The subject site Is 19.67 acres at 2055 W. Canal Street S. in Belle Glade, Florida. It is an existing facility most recently approved for an Administrative Building placed close to the road and not affecting the function of the site. The existing administrative building was approved to be removed but could remain in place for the electrical component until a new alternative was developed as this aspect needed expansion and update. The site plan for these two additional electrical support facilities also includes an update to the Master Plan for the facility. The site plan shall include facilities and elements to be removed supporting the addition of two electrical support facilities.

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WRWWTF Admin Building Electrical BODR Final Draft

2.3.1.1 Water, Sewer, and Reclaimed Water

Property Owner to provide water via a 2-inch line to each of the new buildings. A reduced pressure zone (RPZ) backflow preventer shall be installed at each location to help with maintenance of the building.

Sewer and reclaimed water service connections are not needed since this location does not contain setbacks.

2.3.1.2 Parking

There are no expected changes to parking facilities which are scattered around the site to serve maintenance processes. The proposed modification does not increase the number of employees at the facility so there is no additional need for parking spaces.

2.3.1.3 Landscape

The proposed modifications of the addition of two electrical buildings do not require additional landscape on this industrial site. The proposed generator, sitting close to the property line, may require buffering from the adjacent land use.

2.3.2 Site Plan Review and Approval Process

While this facility is owned and operated by Palm Beach County, it physically exists in the jurisdiction of Belle Glade, Florida. The application will be a site plan modification to the recently approve Site and Master Plan:

• Justification Statement (History of the project and reasons for the request).

• Plans and number of modifications.

• Required forms and documentation as requested by the City of Belle Glade.

• Supporting documents which will include a modification to the Master Plan and a site plan plus drainage information (plans and statement).

• If considered minor, this will require a staff level administrative review.

2.4 Structural Design

This section defines the basis of the structural design for the structural systems for Palm Beach

County WUD, WRWWTF Main Electrical Building and DIW Electrical Building. The purpose of the information presented herein is to establish structural design criteria, applicable codes and standards, design loads and design requirements to develop the structural systems for the project.

2.4.1 Structural Project Scope

The project scope includes the design and construction of several new structures including the Main

Electrical Building, standalone Generator and DIW Electrical Building. The following summarizes the design approach for each of these facilities.

2.4.1.1 Main Electrical Building

The main electrical building shall have an appropriately elevated operating level for flood protection.

To achieve this, a bathtub sub structure will be created using a sub slab at grade with perimeter walls that retain grade within the bathtub structure. The operating floor slab will cap the bathtub substructure at the necessary elevation. The building superstructure will be a combination of concrete columns and spandrel beams with masonry infill panels meeting the requirements of the

FBC. The flat roof will consist of precast solid or hollow core panels. Parapet walls above the roof

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WRWWTF Admin Building Electrical BODR Final Draft shall be masonry. The building will include metal stairs and landings to provide access from grade to the building operating level.

2.4.1.2 Generator

The standalone generator shall be supported on a CIP slab appropriately sized to also support associated access stairs and walkways. Top of slab elevation will be set such that generator enclosure floor is at the appropriate elevation for flood protection. As a portion of the fuel storage belly tank of the generator will be below the design flood elevation the generator anchorage will be appropriately designed to mitigate buoyant uplift forces.

2.4.1.3 DIW Electrical Building

The DIW electrical building shall also have an appropriately elevated operating level for flood protection. This electrical building will repeat the same structural system noted for the main electrical building. Access from grade will also be handled similarly to the main electrical building with metal stairs and landings.

2.4.2 Codes and Standards

The governing codes for the project are as indicated below. In no case will the strength, serviceability, or quality standards for materials and procedures be less than that required by the governing codes.

2.4.2.1 Governing Codes

The governing codes for this project are the Florida Building Code (FBC) Eighth Edition (2023) and the Palm Beach County (PBC) Code of Ordinances (Amendments to the FBC). In the event of a conflict between the guidelines in this document and the governing code or other relevant codes, stricter criteria will be followed. The design of specific systems and materials will adhere to the codes, specifications, and standards adopted by the governing code. If the governing code lacks specific direction, the referenced documents for each system and material will guide the design process.

2.4.2.2 Standards

The following codes will be used for design when and as specifically referenced herein.

• ASCE 7-22 Minimum Design Loads and Associated Criteria for Buildings and Other Structures with Supplements:

• AISC 360-16 Specification for Structural Steel Buildings

• Aluminum Design Manual 2020

• ACI 318-19 Building Code Requirements for Structural Concrete

• TMS 402-2016 Building Code Requirements for Masonry Structures

• ASTM Standards (As applicable)

• AWS D1.1: 2020 Structural Welding Code - Steel

• AWS D1.2: 2014 Structural Welding Code - Aluminum

• AWS D1.6: 2017 Structural Welding Code - Stainless Steel

• AASHTO Load and Resistance Factor Design (LRFD) Bridge Design Specifications, 10th Edition

• Concrete Reinforcing Steel Institute (CRSI) Design Handbook, 10th Edition

• MNL 120-17 Precast/Prestressed Concrete Institute (PCI) Design Handbook – Precast and

Prestressed Concrete

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WRWWTF Admin Building Electrical BODR Final Draft

2.4.3 Materials

2.4.3.1 Concrete

Concrete structural elements will be designed in accordance with the following, as appropriate.

• General structures: ACI 318

2.4.3.1.1 Material Properties

Design will be performed for concrete with the following minimum 28-day compressive strengths

(f’c).

• Structural concrete: 4,000 psi

• Precast concrete: 5,000 psi

• Flowable fill: non-excavatable 300 psi

• Flowable fill: excavatable 100 psi

Design will be performed for the strengths and properties of the following materials:

• Deformed reinforcing bars: ASTM A615, Grade 60

• Welded wire fabric, plain and deformed: ASTM A1064

2.4.3.2 Masonry

To ensure a continuous and stable load-bearing system, our design will encompass the size and layout of all load-bearing masonry elements, including exterior walls, bearing walls, shear walls, and lintels. Furthermore, the design of all load-bearing and non-load-bearing elements, such as partition walls and veneer, and their connections, will adhere to applicable criteria.

2.4.3.2.1 Codes and Standards

Design of masonry structures, elements, and details will be performed in accordance with the following from The Masonry Society (TMS).

• Concrete masonry: TMS 402

2.4.3.2.2 Design Strengths

Design will be performed for the specified strengths and properties of the following materials:

• Masonry Units:

− Concrete masonry units ASTM C90, Type I (1900 psi min)

• Mortar and Grout:

− Mortar ASTM C270, Type M (1800 psi)

− Grout ASTM C476, Fine Grout (2500 psi)

• Reinforcement:

− Deformed Bars ASTM A615, Grade 60

− Joint Reinforcing ASTM A1064

The specified compressive strength of masonry, f’m, will be as follows:

• Concrete masonry 2,000 psi

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2.4.3.3 Structural Metal

Design of structural metal systems, elements and details, will be performed, except as indicated below, for the applicable criteria. Design of the following structures and elements will be performed by the fabricator or vendor, in accordance with criteria provided in the contract documents.

• Access hatches

• Guardrails and handrails

• Grating

• Pre-engineered stairways and landings

• Castings, such as manhole covers and trench grates

• Piping, ductwork, and conduit hangers and supports

2.4.3.3.1 Codes and Standards

Design of metal structures and elements will be performed in accordance with the following:

• Structural and miscellaneous steel: AISC Specification

• Aluminum: AA ADM

• Welding, steel: AWS D1.1

• Welding, aluminum: AWS D1.2

• Welding, stainless steel: AWS D1.6

2.4.3.3.2 Design Strengths

Design will be performed for the specified strengths and properties of the following steel materials:

• Structural steel wide flange shapes: ASTM A992

• Other structural steel shapes; plate; and bars: ASTM A36

• Structural steel tubing: ASTM A500, Grade B

• Structural steel pipe: ASTM A53

• High strength steel bolts: ASTM F3125

• Anchor bolts and threaded rods: ASTM F1554 Grade 36

• Welding electrodes: AWS E70XX

2.4.4 Design Loads

In accordance with the governing code, occupancy, site and environmental effects, equipment, and processes, all pertinent loads and load combinations will be determined for the project. Suitable load combinations, allowable stresses, load factors, and safety factors (as necessary) will be established.

These criteria will be determined at the outset of preliminary design and validated at the commencement of final design.

2.4.4.1 Dead Loads

Design dead loads include weight of construction materials and permanent non-removable stationary items such as walls, floors, roofs, ceiling, stairways, framing, permanent partitions, finishes, cladding and any similarly incorporated architectural and structural items and fixed service equipment.

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Table 2-1. Dead Loads

Material Dead Load

1. Concrete 150 lb/ft3

2. Steel and Stainless Steel 490 lb/ft3

3. Masonry, CMU (concrete masonry units, 12-inch) 140 lb/ft2 (Grouted Solid), 70lb/ft2

4. Aluminum 170 lb/ft3

5. Wood (SYP) 40 lb/ft3

6. Structural Earth Fill 130 lb/ft3

2.4.4.2 Superimposed Dead Loads

Superimposed dead load (SDL) shall consist of an allowance for process piping, conduit and cable tray loads.

• Roofs (except electrical and control rooms): 10 psf

• Electrical and control room roofs: 30 psf

• Process area elevated concrete floor (unless noted otherwise): 50 psf

• Elevated grating floors: 20 psf

• Equipment platforms, walkways/catwalks: 10 psf

2.4.4.3 Live Loads

Live loads are loads produced by the use and occupancy of the building and include process equipment loads and associated concrete pads. Equipment loads and pads that obstruct the placement of the specified live load over their entire area do not have to be independently accounted for if they do not exceed the uniform design live load. Equipment loads shall be those listed on the specified equipment’s cut sheet multiplied by 1.5 to account for equipment weight variation, and potential mitigation of vibration. Vibration shall also be specifically considered in accordance with Section 2.4.7.3.

• Roofs: 20 psf

• Roof HVAC mechanical equipment areas: 150 psf

• Electrical and control room floor: 250 psf

• Elevated grating floors: 100 psf (foot traffic only)

• Stairs, landings and exit ways: 100 psf

• Equipment platforms, walkways/catwalks (other than exitways): 100 psf

• Truck access areas: AASHTO HL93 loading

− Use AASHTO Standard Specification for highway bridges for impact forces due to moving wheel loads.

2.4.4.4 Rain Loads

All roof structures and building frames will be adequately designed for the required rain loads. Due consideration will be given to increased loads from water accumulation due to roof deflections and water reaching secondary drainage elevations.

2.4.4.5 Wind Loads

The proposed structures for the water treatment facility/plant are designated as non-essential facilities in accordance with the governing code.

• Risk Category III.

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Minimum design wind loads are prescribed in ASCE 7 for the project location and shown below as ultimate and nominal design wind speeds. These speeds are determined based on a return period of 1700-years for the design storm for a Risk Category III structure. This corresponds to an annual exceedance probability of 0.000588. Wind loads will conform to the requirements of

FBC, ASCE 7 and PBC Code of Ordinances (Amendments to the FBC).

• VULT = 180 miles per hour (mph)

• VASD = 140 mph

• Exposure = C

For each structure, the design will incorporate appropriate shape modification factors, account for uneven distributions, and consider orthogonal effects. The main wind force resisting systems

(MWFRS), along with their components and cladding, will be designed to withstand both internal and external forces. Increased allowable stresses or reduced load factors will be utilized as necessary.

2.4.4.6 Flood Loads

Building location shall be evaluated to determine if it is within the 100-yr flood plain per FEMA Flood

Insurance Rate Map (FIRM). Design shall be based on flood elevation relative to the final grade and finished floor elevation of the building above minimum flood requirements. In 2016, the U.S. Army

Corps of Engineers completed an evaluation known as the Herbert Hoover Dike Dam Safety

Modification Study (HHD DSMS). Based on this analysis, the U.S. Army Corps identified seven common inundation zones designed to illustrate areas that could be impacted. Failure of the dike at any location along the lakeside of a common inundation zone would flood the impacted area with at least one foot of water. Belle Glade, Florida, where the WRWWTF is located is under zone A which is subjected to at least one foot of water in the event of a breach in the Herbert Hoover Dike Dam. City of Belle Glade Building Department indicated that the WRWWTF is in Flood Zone X and the minimum finished floor elevation shall be at least 12 inches above the lowest adjacent road crown. Operating floor elevations will be provided at least 12 inches above the lowest adjacent road crown.

2.4.5 Geotechnical Information

Design considerations and criteria for this project will be based on the geotechnical investigation for the WRWWTF Operations Building, by Tierra South Florida, Inc (TSFGeo). The report is titled

Geotechnical Services, Proposed WRWWTF Operations Building, Belle Glade, Florida, TSFGeo File No.

7111-24-014. The report is dated March 8th, 2024

2.4.5.1 Geotechnical Design Criteria

The geotechnical report discusses a layer of organic soil located in the upper strata and recommended the operations building be supported by either a deep foundation system or complete removal and replacement of organic soils from the building footprint to utilize a shallow foundation system. Foundation design for the electrical buildings on this project will be evaluated based on the following criteria.

• Use of shallow foundations will require the complete removal of organic soils to a minimum average of 8 feet below existing grade. This removal will consist of the structure footprint plus 5 feet on each side. This will be required at both electrical buildings and the generator facility.

• Use of deep foundations is based on a 14” diameter auger cast pile with an average 20’ pile length. The pile length includes a minimum 5-foot embedment into competent limestone. These piles are expected to provide a compressive capacity of 35 tons.

− The main electrical building is estimated to require 20 piles with an additional 8 piles to support the ramp.

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− The generator facility is estimated to require 8 piles.

− The DIW electrical building is estimated to require 12 piles.

For additional information necessary for the design of each foundation option reference the geotechnical report.

2.4.5.2 Lateral Earth Pressure

Unless otherwise indicated, design of any subgrade walls shall use at-rest pressure. Where retaining wall design becomes excessive using at-rest pressure, the structural engineer may elect to use active pressure, taking into consideration the required wall movement necessary to establish the active condition. If required, passive pressure may be used in establishing a structure’s overall lateral stability to sliding but should not be used for sliding resistance for cantilever retaining walls, except when a key below the wall footing is utilized. When passive pressure is required for sliding resistance, the walls must be checked for this load condition.

Surcharge pressure, unless otherwise shown, will use a minimum of 2 feet of earth for walls where vehicular loads come within H/2 of the wall. Contact the geotechnical engineer for the surcharge pressure from large cranes located next to facilities to remove equipment.

2.4.6 Frost Depth

Palm Beach County, in Climate Zone 1A (hot-humid), has mild winters with no sustained ground freezing, making frost penetration negligible. Consequently, there is no frost depth requirement and foundation design will follow Florida Building Code and local amendments for footing depth, not frost considerations.

2.4.7 Design Criteria and Serviceability Considerations

2.4.7.1 Safety Factors

A safety factor of 1.5 should be used to resist overturning and sliding.

Safety factor against buoyant uplift shall be a minimum of 1.25 for 100-year flood elevation and

1.10 for maximum flood elevation.

Resistance to uplift includes the dead weight of the structure and the column of soil above the footing extension. With confirmation from the geotechnical engineer, a soil wedge may be used if necessary to resist uplift forces. The angle of the soil wedge from vertical shall be provided by the geotechnical engineer. The submerged weight of soil should be used below the water table. Use of side friction between soil and structure to resist buoyant uplift should be avoided.

2.4.7.2 Deflection

Maximum permissible deflections used for sizing structural elements shall be as follows:

• Floors, concrete: Per ACI 318

• Floors, structural metal framed L/360 (LL only)

• Grated access platforms: L/240 (LL only)

• Roofs: L/240 (LL only)

• Beams, lintels, or slabs supporting masonry: L/720

2.4.7.3 Vibration

The effects of vibrations caused by mechanical and process…