volume 01 sb-architects #21438 project manual · building permit submittal statement of compliance...

Volume 01 SB-Architects #21438 PROJECT MANUAL

ONE St. Petersburg BUILDING PERMIT SUBMITTAL

for

The Kolter Group LLC 701 South Olive Avenue, Suite 104

West Palm Beach, Florida 33401 October 07, 2015

This Page Left Blank Intentionally

SB Architects, Inc. ONE St. Petersburg

October 07, 2015 Building Permit Submittal TITLE PAGE 00 0100-1

SECTION 00 0100 TITLE PAGE

OWNER

The Kolter Group LLC 701 South Olive Avenue, Suite 104 West Palm Beach, Florida 33401

ARCHITECT

SB ARCHITECTS 2333 Ponce de Leon Blvd., Suite 100

Coral Gables, Florida 33134 Phone (305) 856-2021

Fax (305) 856-0854

LANDSCAPE CONSULTANTS

Intuitive Design Group 4247 SW High Meadows Ave

Palm City, Florida 34990 Phone (772) 220 9711

CIVIL CONSULTANT

George F Young, Inc. 299 Dr. Martin Luther King Jr. St. N.

St. Petersburg, Florida 33701 Phone (727) 822 4317

STRUCTURAL CONSULTANT

McNAMARA SALVIA Structural Engineers One Biscayne Tower

2 South Biscayne Blvd. Suite 3795 Miami, Florida 33131 Phone (305) 579 5765

MECHANICAL/ELECTRICAL/FP TELECOM CONSULTANT

HNGS Engineers 4800 SW 74th Court

Miami, Florida 33155 Phone (305) 270 9935

LIGHTING CONSULTANT

Craig Roberts Associates, Inc. 4230 Avondale Avenue, Suite 202

Dallas, Texas 75219 Phone (214) 526 6470

POOL CONSULTANT

AdAu Aquatic Engineering, LLC 14884 Indigo Lake Drive Naples, Florida 34119 Phone (239) 784 3839

CODE/LIFE SAFETY CONSULTANT

SLS Consulting, Inc. 2801 Florida Avenue, Suite 18

Miami, Florida 33133 Phone (786) 536 7611


October 07, 2015 Building Permit Submittal STATEMENT OF COMPLIANCE 00 0103-1

SECTION 00 0103 STATEMENT OF COMPLIANCE

PART 1 - GENERAL 1.1 RELATED DOCUMENTS

A. To the best of my knowledge the Plans and Specifications comply with the applicable minimum building codes and the applicable fire-safety standards as determined by the local authority in accordance with this Section and 633 Florida Statutes.

PART 2 - PRODUCTS – Not Used

PART 3 - EXECUTION – Not Used

END OF SECTION 00 0103


October 07, 2015 Building Permit Submittal NON-ASBESTOS CERTIFICATION 00 01014-1

SECTION 00 0104 NON-ASBESTOS CERTIFICATION

PART 1 - GENERAL 1.1 CERTIFICATION STATEMENT

A. To the best of my knowledge these Contract Documents do not contain any asbestos containing materials intended for use in construction.

PART 2 - PRODUCTS – Not Used

PART 3 - EXECUTION – Not Used



October 07, 2015 Building Permit Submittal TABLE OF CONTENTS 00 0110-1

SECTION 00 0110 TABLE OF CONTENTS

VOLUME 01 DIVISION 00 PROCUREMENT AND CONTRACTING REQUIREMENTS 00 0000 Cover 00 0100 Title Page 00 0103 Statement of Compliance 00 0104 Non-Asbestos Certification 00 0110 Table of Contents 00 3000 Available Information DIVISION 01 GENERAL REQUIREMENTS 01 1100 Summary of Work 01 2513 Product Substitution Procedures 01 3233 Pre-Construction Video Recordings 01 3300 Submittal Procedures 01 4200 Reference Standards and Definitions 01 6100 Product Requirements DIVISION 02 EXISTING CONDITIONS Not Used DIVISION 03 CONCRETE 03 3000 Concrete (Site Work) 03 0580 Underslab Vapor Retarder 03 3000 Concrete Work 03 3501 Concrete Floor Sealer 03 3800 Post-Tensioned Structural Concrete 03 4500 Plant Cast Architectural Precast Concrete 03 5216 Lightweight Aggregate Insulating Concrete 03 5414 Cement Based Underlayment 03 6000 Grout 03 7000 Mass Concrete DIVISION 04 MASONRY 04 2210 Reinforced Concrete Unit Masonry 04 4300 Marble DIVISION 05 METALS 05 1200 Structural Steel 05 5000 Metal Fabrications 05 5100 Metal Stairs 05 5202 Aluminum Handrails and Railings 05 5203 Steel Handrails and Railings 05 7300 Ornamental Handrails and Railings



DIVISION 06 WOOD, PLASTICS, AND COMPOSITES 06 0500 Common Work Results for Wood, Plastics, and Composites 06 1000 Rough Carpentry 06 2023 Interior Finish Carpentry 06 6116 Solid Surfacing Fabrications DIVISION 07 THERMAL AND MOISTURE PROTECTION 07 1300 Sheet Waterproofing 07 1414 Fabric Reinforced Hot Fluid Applied Waterproofing 07 1614 Acrylic Modified Cementitious Waterproofing 07 1700 Bentonite Waterproofing 07 1800 Traffic Coatings 07 2100 Thermal Insulation 07 2119 Foamed-In-Place Insulation 07 4213 Metal Wall Panels 07 4243 Composite Wall Panels 07 4480 Green Wall System 07 5404 Fully Adhered Thermoplastic Membrane Roofing 07 5900 Electronic Leek Detection 07 6000 Flashing and Sheet Metal 07 8100 Applied Fireproofing 07 8400 Firestopping Systems 07 9000 Joint Protection DIVISION 08 OPENINGS 08 1100 Metal Doors and Frames 08 3100 Access Doors and Panels 08 3213 Sliding Aluminum-Framed Glass Doors 08 3324 Overhead Coiling Fire Doors 08 3326 Overhead Coiling Grilles 08 4100 All Glass Entrances 08 4113 Aluminum Entrances and Storefronts 08 5113 Aluminum Windows 08 7100 Finish Hardware 08 8000 Glazing 08 9100 Louvers



DIVISION 09 FINISHES 09 2216 Non-Structural Metal Framing 09 2303 Veneer Plaster on Masonry 09 2304 Veneer Plaster on Gypsum Wall Board 09 2423 Portland Cement Stucco 09 2513 Acrylic Plaster Finish System 09 2900 Gypsum Board 09 3000 Tiling 09 5100 Acoustical Ceilings 09 6515 Resilient Wall Base 09 6623 Epoxy Floor Coating 09 6813 Carpet Tile 09 9000 Painting DIVISION 10 SPECIALTIES 10 1400 Signage 10 2113 Plastic Laminate Faced Toilet Partitions 10 2114 Stainless Steel Toilet Compartments 10 2213 Wire Mesh Partitions 10 2223 Operable Partitions 10 2813 Toilet Accessories 10 2815 Residential Bath Accessories 10 2819 Glass Shower Doors 10 4400 Fire Protection Specialties 10 5113 Metal Lockers 10 5523 Postal Specialties 10 5723 Wire Storage Shelving 10 7114 Aluminum Exterior Hurricane Panels DIVISION 11 EQUIPMENT 11 1312 Dock Levelers 11 1313 Dock Bumpers 11 2423 Window Washing Systems DIVISION 12 FURNISHINGS 12 2000 Window Treatments (Not yet included) 12 3400 Manufactured Plastic Laminate Clad Casework 12 3530 Residential Casework 12 3640 Stone Countertops 12 9300 Site Furnishings 12 9900 Building Accessories DIVISION 13 SPECIAL CONSTRUCTION Not Used DIVISION 14 CONVEYING EQUIPMENT 14 2000 Elevators 14 9150 Chutes



VOLUME 02 DIVISION 15: MECHANICAL 15010 General Provisions 15023 Codes and Standards 15045 General Completion 15047 Identification 15051 Mechanical Support Devices 15060 Pipe and Pipe Fittings 15080 Piping Specialties 15100 Valves 15140 Pumps 15161 Vibration Isolation 15180 Mechanical System Insulation 15250 Water Treatment 15300 Domestic Hot Water Storage Tank 15401 Water Supply Piping System 15402 Domestic Hot Water System 15404 Soil and Waste Piping 15405 Roof Drainage System 15406 Gas Piping System 15450 Plumbing Fixtures and Trim 15501 Automatic Fire Sprinkling System 15530 Standpipe and Fire Hose Station 15605 Fuel Handling System 15683 Cooling Towers-Steel Casing 15703 Condenser Water Piping System 15772 Package Water Cooled A/C Units (Condo Type) 15817 Duct Heaters-Electrical 15820 Fans 15840 Ductwork-Low Velocity/Medium Velocity 15842 Ductwork 15880 Air Filtration Equipment 15901 Firefighters Smoke Control System 15907 Testing and Balancing 15920 Motor Speed Control



DIVISION 16: ELECTRICAL 16010 Basic Electrical General Requirements 16023 Codes and Standards 16101 Raceways and Conduit 16105 Outlet, Pull and Junction Boxes 16120 Wire and Cable 16140 Wiring Devices 16150 Motor Power and Control Wiring 16425 Switchboard 16440 Disconnect Switches 16452 Grounding 16460 Dry-Type Transformers 16465 Transient Voltage Surge Suppression 16466 Busway 16470 Panelboards 16472 Meter Centers 16475 Overcurrent Protective Devices 16495 Automatic Transfer Switch 16525 Exterior Lighting 16620 Standby Emergency Generator 16670 Lightning Protection System 16721 Life Safety/Fire Alarm/Voice System 16740 Telephone Raceway Systems 16781 Special Systems DIVISION 22 PLUMBING 22 1113 Water Distribution Systems 22 1313 Site Sanitary Sewage System DIVISION 31 EARTHWORK 31 2110 Site Clearing 31 2211 Rough Grading 31 2222 Excavation 31 2223 Backfilling 31 2225 Trenching 31 2230 Base Courses 31 2242 Stabilized Subgrade 31 2280 Erosion and Sedimentation Control 31 3116 Soil Treatment 31 6329 Drilled Concrete Piers and Shafts (Not yet included) DIVISION 32 EXTERIOR IMPROVEMENTS 32 1216 Asphaltic Concrete Surface Course 32 2512 Pavement Marking and Accessories DIVISION 33 Utilities 33 4100 Site Storm Sewerage Systems



VOLUME 03 26 0060 Schedules for Lighting

• Lighting Equipment Schedule

END OF SCTION 00 0110


October 07, 2015 Building Permit Submittal AVAILABLE INFORMATION 00 3000-1

SECTION 00 3000 AVAILABLE INFORMATION

PART 1 - GENERAL

1.1 DESCRIPTION

A. Reports made available and copied in the Project manual are for convenience only, and shall not be considered part of the Contract Documents.

B. Smoke Control Rational Analysis Report by SLS Consulting, Inc.

1. Report attached is the latest information available from the Owner. 2. Report dated July 09, 2015 and updated September 14, 2015

C. Wind Tunnel Report by BMT FLUID MECHANICS

1. Report attached is the latest information available from the Owner. 2. Report dated October 09, 2015

PART 2 - PRODUCTS

2.1 Not Used

PART 3 - EXECUTION

3.1 Not Used


SLS Consulting, Inc. 2801 Florida Avenue, Suite 18 Miami, Florida 33133 www.slsfire.com

ONE ST. PETERSBURG SMOKE CONTROL RATIONAL ANALYSIS REPORT ST. PETERSBURG, FLORIDA Prepared For: SB Architects 2333 Ponce de Leon Blvd. #1000 Coral Gables, Florida 33145

July 9, 2015 Updated Sept. 14, 2015

SLS #661 © 2015 SLS Consulting, Inc. All Rights Reserved.

ONE ST. PETERSBURG – ST. PETERSBURG, FLORIDA SLS #661 SMOKE CONTROL RATIONAL ANALYSIS REPORT Sept 14, 2015

Page 2 of 41 SLS CONSULTING, INC. – ONE ST. PETERSBURG

TABLE OF CONTENTS

INTRODUCTION ........................................................................................................................... 3

APPLICABLE CODES AND STANDARDS ............................................................................... 4 PROJECT DESCRIPTION ........................................................................................................ 5

DESIGN OBJECTIVES ................................................................................................................. 7 DESIGN METHOD ........................................................................................................................ 7

STAIR PRESSURIZATION SYSTEMS ..................................................................................... 8 ELEVATOR HOIST WAY PROTECTION .................................................................................. 9

PRESSURIZED ELEVATORS ............................................................................................... 9 ELEVATOR LOBBY ............................................................................................................. 10

PARKING GARAGE MECHANICAL VENTILATION REQUIREMENTS ................................. 10 VERTICAL OPENINGS CODE COMPLIANCE APPROACH .................................................. 10

ENGINEERING ANALYSIS ........................................................................................................ 11 SECTION 909 RATIONALITY CONSIDERATIONS ................................................................ 14

STACK EFFECT (FBC §909.4.1) ........................................................................................ 14 TEMPERATURE EFFECT OF FIRE (FBC §909.4.2) .......................................................... 16 WIND EFFECTS (FBC §909.4.3) ........................................................................................ 17 HVAC SYSTEMS (FBC §909.4.4) ....................................................................................... 18 CLIMATE (FBC §909.4.5) .................................................................................................... 19 DURATION OF OPERATION (FBC §909.4.6) .................................................................... 19

SYSTEM IMPLEMENTATION REQUIREMENTS ...................................................................... 20 FIRE & SMOKE BARRIER CONSTRUCTION (FBC §909.5) ................................................. 20

FIRE AND SMOKE BARRIER CONSTRUCTION ............................................................... 20 LEAKAGE AREAS ............................................................................................................... 20 BUILDING SMOKE ZONES ................................................................................................ 21

EQUIPMENT (FBC §909.10) ................................................................................................... 22 DUCTS ................................................................................................................................ 22 EQUIPMENT, INLETS AND OUTLETS ............................................................................... 22 AUTOMATIC DAMPERS ..................................................................................................... 22 SMOKE CONTROL FANS ................................................................................................... 23

POWER SYSTEMS (FBC §909.11) ........................................................................................ 23 DETECTION AND CONTROL SYSTEMS (FBC §909.12) ...................................................... 25

FIRE ALARM SYSTEM ....................................................................................................... 25 FIRE FIGHTER SMOKE CONTROL PANEL (FBC §909.16) .............................................. 26 CONTROL AIR TUBING (FBC §909.13) ............................................................................. 27

MARKING AND IDENTIFICATION (FBC §909.14) ................................................................. 27 CONTROL DIAGRAMS (FBC §909.15) .................................................................................. 27 SYSTEM RESPONSE TIME (FBC §909.17) ........................................................................... 27 SPECIAL INSPECTION AND TEST REQUIREMENTS (FBC §909.18) ................................. 28

SUMMARY OF RESULTS .......................................................................................................... 28 APPENDIX A – CONCEPTUAL SMOKE CONTROL SEQUENCE OF OPERATION MATRIX 30 APPENDIX B - SMOKE CONTROL TESTING SCENARIOS & ACCEPTANCE TESTING ...... 31 APPENDIX C – SMOKE CONTROL CALCULATIONS ............................................................. 38



INTRODUCTION This report outlines the design concept for the smoke control systems within the proposed One St. Petersburg Building in St. Petersburg, Florida. This report is intended to serve as the project’s Smoke Control Rational Analysis report required by Section 909.4 of the Florida Building Code1 and the understood requirements of the City of St. Petersburg Fire Department indicated during a meeting with SLS Consulting, Inc. The basis of the smoke control systems design has been derived based on the requirements established within the 2010 Edition of the Florida Building Code (FBC) under which the building has been designed and permitted. The smoke control systems will utilize nationally recognized performance based numerical calculations and the results of a project specific multi-zone complete airflow network computer model (CONTAMW) to demonstrate the design concept of the smoke control systems is compliant with the applicable codes. It is noted that SLS Consulting, Inc.’s role on the project has been limited to preparation of the project’s Smoke Control Rational Analysis. The project’s fire protection/life safety code compliance approach beyond that associated with the smoke control system has been established by the project’s architect of record (SB Architects).

1 Based on direction from the project team, it is understood that the Fourth Edition of the Florida Building Code (FBC) will serve as

the applicable code for the project. It is noted that at this time the Fifth Edition of the Florida Building Code (FBC) has been adopted and will go into effect on June 30, 2015.



APPLICABLE CODES AND STANDARDS The following are the major fire protection and life safety codes and standards, which are applicable to this project and which have been used in developing this Smoke Control Rational Analysis report:

• Building Code2

o Florida Building Code, Fourth (2010) Edition (FBC)

• Fire Code o Florida Fire Prevention Code, Fifth Edition (FFPC)

• Mechanical Code o Florida Building Code – Mechanical, Fourth Edition (FBC-M)

• Other Major Applicable Standards: o NFPA 13, Standard for the Installation of Sprinklers, 2010 Edition o

NFPA 72, National Fire Alarm Code, 2010 Edition



PROJECT DESCRIPTION The proposed One St. Petersburg project located in St. Petersburg, Florida will be a mixed-use residential tower to be located at 100 First Avenue – North in the City of St. Petersburg, Florida. The predominant use of the building consists of Use Group R-2, Residential occupancy (no transient use) as well as other supporting uses which include Use Group A-3 (meeting rooms and assembly amenity spaces), use Group A-4 (pool deck), Use Group S-2 (parking), Use Group B (administrative offices and rooms with occupant loads less than 50 people) and Use Group M (mercantile spaces) The building is anticipated to be 446-feet tall and include 253 condominium units located on the Second through 42nd Floors of the building. The main Lobby for the building will be located to the Northeastern side of the property. There is a parking garage within the building located to the Western side of the property on the First through Sixth Floors with a pool deck and outdoor amenity spaces sitting atop the building. Retail liner units are located on the Northern and Southern sides of the building on 1st Avenue North and Central Avenue respectively. The current proposed scope of work is considered to be Stage I of the project with Stage II consisting of a future hotel tower. The project is intended to be designed and constructed under the requirements of the Fourth (2010) Edition of the Florida Building Code (FBC) and the Fifth Edition of the Florida Fire Prevention Code. Below is a basic description of the fire protection and life safety systems that serve the building.

• Construction Type: The building will be provided with a construction type that is minimally of Type 1A, Noncombustible Protected construction (No Reductions) as required by Table 503 and Table 601 of the FBC.

• Means of Egress Systems: The vertical means of egress within the building consists of five (5) exit stairs designed as smokeproof enclosures in accordance with Section 909.20.5 of the Florida Building Code (FBC).

• Smoke Control Systems: The active smoke control systems used in the project will include; two (2) pressurized exit stair enclosures in accordance with Section 909.20.5 of the Florida Building Code (FBC), two (2) pressurized elevator hoistways in accordance with Section 708.14.2 of the Florida Building Code (FBC), one (1) elevator hoistway protected by lobbies in accordance with Section 708.14.1 of the Florida Building Code (FBC), floor-to-floor smoke control in the zone of fire origin (ZOFO) which provides pressurization of the floors immediately above and below the floor of fire incidence (FOI) and a slight negative on the floor of fire incidence (FOI). Refer to latter sections of this report for additional discussion.



• Sprinkler & Standpipe Systems: Based on the fire protection system drawings

prepared by the project’s engineer of record (HNGS Engineering) the building will be protected throughout with sprinkler protection and be provided with standpipes as required by the FBC. While not related to smoke control, it is understood that the City of St. Petersburg Fire Department does not allow the use of pressure reducing valves (PRV) on standpipe connections; however PRV’s are permitted on sprinkler control valves on each floor of the building.

• Parking Garage: Based on review of the architectural and engineering drawings, the parking garage (Levels 2 through 6) will be open providing these parking garage tiers with natural ventilation in accordance with Chapter 4 of the Florida Building Code – Mechanical (FBC-M) and NFPA 88A, Standard for Parking Structures. It is noted that Level 1 of the parking garage will require mechanical ventilation, as described later in this report.

• Fire Alarm System: Based on the fire alarm drawings prepared by the project’s engineer of record (HNGS Engineering), the building will be provided with an emergency/voice communication system as required by Section 403.4.3 of the FBC. While not relative to the smoke control systems within the building, it is noted that the City of St. Petersburg Fire Department requires that five (5) floors be placed into alarm as part of the fire alarm sequence of operation. These floors are required to include the following: floor of exit discharge (intended to prevent occupants from entering the building), the floor of fire incidence (FOI), two (2) floors below the floor of fire incidence (FOI) and one floor above the floor of fire incidence.

• Emergency Responder Radio Coverage: Based on the electrical drawings prepared by the engineer of record (HNGS Engineering) the building will be provided with emergency responder radio coverage as required by the Florida Building Code (FBC) and the Florida Fire Prevention Code (FFPC). While not related to the smoke control systems within the project, it is noted that the City of St. Petersburg Fire Department has indicated that the fire department will require only fire fighter phone jacks to be provided and will not utilize emergency responder radio coverage systems. It is noted that these systems are required to be provided by the Florida Building Code (FBC) and the Florida Fire Prevention Code (FFPC).



DESIGN OBJECTIVES

The goal of this analysis and intent of the FBC requirements is to prevent the migration of smoke beyond the floor of incidence within the building thereby providing a tenable environment for evacuation or relocation of occupants beyond the floor of incidence. A secondary objective is to provide a smoke-free staging area for fire fighters on floors below the floor of incidence (FOI).

DESIGN METHOD The smoke control systems within One St. Petersburg Building have been designed in accordance with the requirements of the 2010 Edition of the Florida Building Code. Additionally, as part of this Smoke Control Rational Analysis, the following resources have been used to gather data and used to develop a comprehensive engineering analysis:

• Principles of Smoke Management by James Klote and James Milke;

• Section 4, Chapter 12 Smoke Control included within the 3rd Edition of the

Society of Fire Protection Engineers (SFPE) Handbook of Fire Protection Engineering;

• 3rd Edition of the SFPE Reference Manual for the Principles and Practice of Engineering Examination in Fire Protection Engineering;

• Section 18.3 of the 20th Edition of the National Fire Protection Association (NFPA) Fire Protection Engineering Handbook.

• NFPA 92A, Standard for Smoke Control Systems Utilizing Barriers and Pressure Differentials (Utilized for response time and testing purposes only, the design requirements of NFPA 92A are not applicable per the FBC and the FFPC).

Each floor of the building is considered a dedicated smoke zone and are to be coordinated with the fire alarm and sprinkler zones. Following is a summary of the conceptual features of the smoke control systems within the building.



STAIR PRESSURIZATION SYSTEMS Stairs serving floors more than 75-feet above the lowest level of fire department vehicle access have been designed as smoke proof enclosures in accordance with Section 909.20.5 of the FBC. Stairways have be pressurized to a minimum of 0.05-inches of water gauge and a maximum of 0.35-inch of water gage in the shaft relative to the building measured with all stairway doors closed under maximum anticipated stack pressures as measured on the floor of incident. It is noted that it is the understanding of SLS Consulting, Inc. that the City of St. Petersburg Fire Department will test the smoke control system with the door on the floor of fire incidence (FOI) one-quarter open, two (2) floors below one-quarter open, one floor above the floor of fire incidence (FOI) one quarter open and the exit discharge door 100% open; as a result a shaft that provides for multiple injection points and increased the sizes of stair pressurization fans accordingly as well as provided variable frequency drives (VFD’s). This concept applies for the two (2) stairs serving the building tower as shown in red in the image below.

Figure 1 - One St. Petersburg Pressurized Exit Stairs

Mechanical supply air is provided into the stair shafts by dedicated fans. The exit doors on all levels are provided with adjustable door sweeps (¼-inch to ¾-inch range) from the stair shaft to assist in providing the required pressure differentials.



ELEVATOR HOIST WAY PROTECTION Elevators connecting more than three (3) floors have been designed as protected hoist ways in accordance with Section 708.14.1 of the FBC and have been pressurized in accordance with the requirements of Section 708.14.2.1 of the FBC or have been provided with lobby enclosures at each floor in accordance with the requirements of Section 708.14.1 (as amended by Exceptions 1 & 5). The image below shows the pressurized elevator hoist-ways in blue and the elevator hoist-ways with lobby enclosures in orange.

Figure 2 - One St. Petersburg Elevator Smoke Control Approach

Orange = Lobby Enclosures / Blue = Pressurized Hoist-way

PRESSURIZED ELEVATORS The passenger elevator shafts (shown in blue above) and the associated machine room has been pressurized in accordance with Section 708.14.2.1 of the FBC as permitted in lieu of elevator lobbies by Section 708.14.1 Exception 6 of the FBC. As such, the elevator hoist-ways and the associate elevator machine room has been pressurized to a minimum of 0.10-inches of water column under maximum anticipated stack pressures as measured relative to adjacent occupied space on all floors. Within the One St. Petersburg project this pertains to the two (2) elevator hoist-ways (shown in blue above) which open directly into the building corridors. Mechanical supply air is provided into the stair shafts by dedicated fans. The fan capacities identified in this report have been determined based on an engineering analysis prepared by a registered design professional and allow the capacities to be reduced below 1,000 ft3/min (CFM) per door as required by Section 708.14.2.4.4 of the FBC.



ELEVATOR LOBBY The lone elevator (located near the end of the building corridor and shown in orange in the diagram on the previous page) has been designed to serve as the fire service access elevator, as required by Section 403.6.1 of the FBC. In accordance with Section 3007.4 of the FBC, this elevator is required to open directly into lobby enclosures (also shown in orange in the diagram) constructed with one (1) hour fire-resistance rated smoke barriers with UL labelled opening protectives (e.g. doors) that are also UL 1784 tested, Air Leakage Tests of Door Assemblies and Other Opening Protectives. In addition, any duct penetrations shall be protected by fire/smoke dampers.

HOIST WAY VENTING

As a Use Group R-2, Residential occupancy the elevator hoist-ways have been designed to have hoist-way venting in accordance with Section 3004 of the FBC located at the top of the hoist-way opening directly to the exterior. Unless smoke is detected within the hoist-way, this vent is also used to balance the pressure differentials within the hoist way, this vent should be normally closed. If an active smoke control system is utilized within the hoist-way, then this vent within the building. PARKING GARAGE MECHANICAL VENTILATION REQUIREMENTS The first floor of the parking garage within the One St. Petersburg project is required to be mechanically ventilated in accordance with Chapter 4 of the Florida Building Code – Mechanical and NFPA 88A, Standard for Parking Structures, which requires that a minimum ventilation rate of 1.0 CFM per square foot be provided. It is noted that the parking garage ventilation fans are considered to be part of the building’s smoke control systems and should be provided with the following; emergency power, automatic control from the fire alarm system and manual control from the fire-fighter smoke control panel. Where carbon monoxide detectors are used, they shall be monitored by the building’s fire alarm system. VERTICAL OPENINGS CODE COMPLIANCE APPROACH There is only one unprotected vertical opening within the One St. Petersburg project, which is classified as a “convenience opening” (within the lobby space) and is designed in accordance with all criteria in Section 708.2 Exception 7 of the FBC, and Section 8.6.9.2 of the FFPC.



ENGINEERING ANALYSIS The following methodology, established by nationally recognized practices, has been used to determine the minimum required airflows necessary to provide pressurization to stairwell and elevator shafts consistent with the requirements of Section 909 of the FBC.

CALCULATION METHODOLOGY VALIDATION Equation #1 is used to calculate the feasibility of determining the calculation/analysis methods permitted to be used in the evaluation of requires stair and elevator shaft pressurization systems. Recognized engineering analysis methods acknowledge that “hand” calculations are valid up to a certain building height and that beyond that point a CONTAMW model (or other evaluation method) would be required to account for variables impacting stair and elevator pressurization systems.

Equation 1 - ASHRAE/SFPE 1 – Height Limit of Pressurized Shafts - Complex (Eqn 10.19 of Principles of Smoke Management)

Where:

Hm Km ∆pmax

∆pmin

TO TB ASB ASO

Height limit (feet)

Constant (0.131) Maximum allowable pressure difference between and shaft and building (inches of H2O). The maximum allowable pressure differential for a stair shaft is 0.25- inches of H2O per Section 708.14.2.1 of the FBC. Minimum allowable pressure difference between an

elevator shaft and building (inches of H2O). The minimum allowable pressure differential for a stair shaft is 0.10-inches of H2O per Section 708.14.2.1 of the FBC. Absolute temperature of outside air (oR) Absolute temperature of building air (oR)

Flow area between stairwell and building (ft2) Flow area between building and outside (ft2)



Where the flow area between the shaft and the building (ASB), is significantly smaller than the flow area between the building and the outside (ABO), the height limit equation can be simplified to the following equation.

Equation 2 - Height Limit of Pressurized Stairwells – Simplified (Eqn 10.19 of ASHRAE/SFPE Principles of Smoke Management – Page 145)

Where:

Hm Calculated to be a maximum allowable 480-feet for stairs & 240-feet for elevators.

Km Constant (0.131) ∆pmax

∆pmin

0.35 inches of H2O per Section 909.20.5 of the FBC for stairs & 0.25inches of H2O per Section 708.14.2.1 of the FBC for elevators

0.05 inches H2O per Section 909.20.5 of FBC for stairs & 0.10-inches of H20 per Section 708.14.2.1 of the FBC for elevators.

TO 48oF outside air temperature (winter extreme), 95oF air temperature (summer extreme)

TB 70oF inside air temperature2 The use of traditional hand calculations included within the SFPE Handbook for Fire Protection Engineers and the Principals of Smoke Management are not valid. “Hand” calculations would be considered acceptable up to 240-feet for an elevator shaft. As a result, a multizone airflow and contaminant transport analysis computer model (CONTAMW) has been developed for the project to adequately complete a smoke control rational analysis (the results of which are included in this report).

CONTAMW BACKGROUND

CONTAMW is a computer program developed by the National Institute of Standards and Technology (NIST). The program is a multizone indoor air quality and ventilation analysis program that is useful in a variety of applications. For smoke management purposes, the program can be used to help calculate room-to-room airflows and pressure differences induced by mechanical and natural ventilation forces.

2 As a conservative assumption, the temperature of the stairwell air has been replaced with the temperature of the building air. In

cases where the stairwell temperature is between the building temperature and the outside temperature, the resulting height limit determined by the equation would be conservative.



Using CONTAMW requires a qualified individual to develop and input project specific parameters which include; drawing building components (e.g. structural components, interior/exterior walls, stairs, elevators, ducks, shafts, etc.), identifying and describing zones inside and outside the building, entering flow paths and associated performance data (e.g. leakage paths, floor/ceilings, doors, exterior walls, interior walls, roofs, barometric relief dampers, doors, supply and exhaust fans, etc.) and inputting other data such as ambient conditions, door sizes, wind pressures, temperature, wind pressures, etc. Upon completing project specific inputs, data can be analyzed and used to determine the minimum required airflows required to pressurize exit stairs and elevator hoist ways. For the theoretical data supporting CONTAMW refer to NISTIR 7251 CONTAM User Guide and Program Description. CONTAMW was used to model the One St. Petersburg Building’s smoke control design concepts and obtain the minimum fan sizes for stair, elevator and corridor pressurization systems. The results have been calculated based for both summer and winter conditions in order to determine the most severe conditions with respect to satisfying the above identified basis of design performance objectives. Assuming a 5-pounds door closer force, the door opening force is demonstrated to be below 30-pounds for the largest 3’0” x 8’0” doors used in exit stairs, per the following equation:

F Total door opening force (lbf) FR Force to overcome the door closer (lbf) Kd Coefficient (5.20) ∆P

Pressure difference across the knob (inches of H2O) W Door width (3-feet) A Door area (24 ft2) D Distance from the door known to the knob side of the door (0.25-

feet) As determined by the CONTAMW model for the One St. Petersburg, the maximum pressure differential across a door is less than 0.35-inches of H2O and confirmed to be less than the door forces permitted by Section 1008.1.3 of the FBC. Leakage areas used in the project’s CONTAMW model have been taken from the FBC as well as from Principles of Smoke Management, Tables 6.2 and 6.3. Due to consideration that actual leakage areas cannot be predicted, conservative estimates have been made in order to ensure that sufficient air quantities can be provided. It is expected that adjustments will be made in the field as required to ensure that

Where:



acceptable door opening forces and leakage areas are maintained, in order to assist in this process variable frequency drive (VFD) controls have been provided on stair and elevator pressurization fans and relief dampers have been provided on stair and elevator hoistways. The CONTAMW model for this project is used as a tool for estimating the required fan sizes necessary to meet the design pressure differentials across smoke boundaries. The pressure differentials calculated by CONTAMW are adequate for engineering purposes, but do not reflect actual measurements that will be taken in the field. Adjustments to fan speed, door sweeps and relief dampers in the field during the building commissioning and testing will be required to comply with the design intent. The generated abridged outputs from the One St. Petersburg Building CONTAMW model have been included in Appendix C of this report for reference purposes. Results have been analyzed by SLS Consulting, Inc. and confirmed to meet the project’s basis of design and performance objectives. SECTION 909 RATIONALITY CONSIDERATIONS

STACK EFFECT (FBC §909.4.1) Section 909.4.1 of the FBC requires that the maximum probable normal and reverse stack effects will not adversely affect with the capabilities of the smoke control systems within the building. The stack effect creates vertical airflow within building shafts as a result of air density differences due to the temperatures of the interior and exterior air.

• Normal Stack Effect: Occurs when cold outside air creates an upward

movement of warmer air within the building. (Winter)

• Reverse Stack Effect: Occurs when warm outside air creates a downward movement of cooler air within the shafts of the building. (Summer)

This phenomenon is visually depicted in the figure below.



Figure 3 - Image of Normal Stack Effect3

Stack effect becomes more pronounced as the height of a space increases and as the temperature differential between the space of interest and the exterior becomes greater. In South Florida, the greatest temperature differentials occur during the winter and generally the calculation results, which assume winter temperatures, dictate the minimum required airflow rates within a stair or elevator shaft. The pressure difference due to stack effect is calculated using the following equation as recognized be the American Society of Heating and Refrigerating and Air Conditioning Engineers (ASHRAE) and the Society of Fire Protection Engineers (SFPE).

Equation 3 - Stack Effect Calculation (Eqn. 2 SFPE HB Section, Chapter 12 Page 4-276)

Where:

∆P Stack effect pressure (in H2O). KS Constant (7.64) To Absolute temperature of outside air (oR) TS Absolute temperature of stairwell air (oR)

3 Figure taken from http://www.esource.com/BEA/hosted/Xcel/BS_04.html.



h Distance above the neutral plane CONTAMW models the impact of stack effect taking into consideration ambient and interior building temperatures, wind data, altitude and elevation inputs and uses the Law of Conservation of Mass in combination with Bernouli’s fluid flow approximation to determine the flow rates and pressure differences across points between identified zones within the CONTAMW model. Within this smoke control rational analysis prepared by SLS Consulting, Inc. the stack effect in shafts is directly calculated by CONTAMW and is mitigated through pressurization of major shafts. Models for both summer and winter have been developed. Local temperature data taken from the National Climatic Data Center for St. Petersburg, Florida was used as an input into CONTAMW:

• Extreme Peak Temperature: 95oF

• Extreme Low Temperature: 48oF It is noted that the stack effect differential measured from floor to floor is considered negligible. Appendix C of this report contains the modeling output generated for the One St. Petersburg Building and confirms the proposed smoke control systems have accounted for the potential impacts of stack effect for both the winter and summer extreme environments. Additionally, the stack effect and varying impacts during differing environmental conditions have been taken into account as the stair shafts have been provided with relief vents and fans controlled by variable speed drives.

TEMPERATURE EFFECT OF FIRE (FBC §909.4.2) Section 909.4.2 of the FBC requires that the potential effects that fire temperatures and their associated impacts on proposed smoke control systems be taken into account as part of the Smoke Control Rational Analysis. In the event of a fire, the temperatures associated with the fire, plume, ceiling jet and effluents create a buoyancy force within fire compartments due to the reduced density of high temperature smoke. It is well documented that in buildings protected throughout by automatic sprinkler systems with standard ceiling heights that the effects of buoyancy are negligible based on consideration of sprinkler activation. The effects of temperatures associated with fires have been taken into consideration in the design of the smoke control systems as smoke control equipment has been enclosed in two (2) hour fire resistance rated construction and the building is protected



throughout by automatic sprinklers designed in accordance with NFPA 13, Standard for the Installation of Sprinklers (2010).

WIND EFFECTS (FBC §909.4.3)

Section 909.4.3 of the FBC requires that the effects of wind be taken into consideration as part of the project’s Smoke Control Rational Analysis. General Discussion: As noted in Section 4, Chapter 12 Smoke Control (Page 4-277) of the Society of Fire Protection Engineering Handbook of Fire Protection Engineering, “Frequently in fires, a window breaks in the fire compartment. If the window is on the leeward side of the building, the negative pressures caused by the wind vents the smoke from the fire compartment.” In this scenario, the smoke movement within the building is likely reduced. In the alternative scenario, if a window were to be broken on the windward side, the wind forces have the potential to negatively spread smoke on the floor of incidence. Unlike other areas of the country, exterior windows within buildings within South Florida are subject to enhanced impact resistance rating requirements, which negate the likelihood of a window being broken from the windward side. It is noted that the placement of intake and relief vents for smoke control systems have considered the impact of wind and the possibility of reintroduction of smoke into the mechanical systems of the Building. Wind Effects Analysis: Equation 5.23 of the Principles of Smoke Management is used to determine the pressure that wind exerts on the building surface.

€

Pw =12KCwρoUH

2

Where: Pw Pressure exerted on the building surface (inches of H20) K 0.0129 (dimensionless) Cw Pressure coefficient (dimensionless – applicable values shown

below) ρo Outside air density (0.075 lb/ft3) UH Wind velocity (feet per minute) (see below equation)

€

U =Uozzo

"

# $

%

& '

aHzH

"

# $

%

& '

a

Where: U Wind velocity (feet per minute) Uo Reference velocity (33-feet above grade) z Elevation of boundary layer at reference



zo Reference elevation (33-feet) H Height of Building (335-feet) zH Elevation of boundary layer (700 feet – determined by Figure 5.14 of

Principles of Smoke Management) a Wind exponent (0.10 for coastal urban terrain - determined by

Figure 5.14 of Principles of Smoke Management) With respect to the approximate dimensions of the project The values for Cw vary according to the angle of the wind and the dimensions of the building and have been determined in accordance with Table 5.3 of the Principles of Smoke Management based on the dimensional characteristics of the building.

Wind Angle (degrees)

Cw for Surface

A (Windward Side)

B (Leeward Side)

C (Right Side – to Windward)

D (Left Side – to Windward)

0o +0.7 -0.4 -0.7 -0.7 90o -0.5 -0.5 +0.8 -0.1

Local temperature data from the National Climatic Data Center of the NOAA for St. Petersburg, Florida was used as input into CONTAMW to consider the adverse effects of wind on the performance of smoke control systems within the Building. Two and a half times the mean maximum wind speed (averaged over a typical year) of 9 miles per hour (2.5 times = 22.5 mph) was used in the modeling, in favor of the maximum gusting wind speed of 116 mph that would be expected to occur only intermittently during the course of the year. The CONTAMW model for the One St. Petersburg has taken the effect of wind into account between the ambient zone and the building interior.

HVAC SYSTEMS (FBC §909.4.4) Section 909.4.4 of the FBC requires that the effects of HVAC systems be taken into consideration as part of the project’s Smoke Control Rational Analysis as HVAC systems frequently transport smoke during building fires. Within the proposed building, the HVAC systems within the residential corridors on the floor of incidence will be shut down to prevent the transport of smoke throughout the building. As noted in Section 4, Chapter 12 Smoke Control (Page 4-277) of the Society of Fire Protection Engineering Handbook of Fire Protection Engineering, “Although shutting down the HVAC system prevents it from supplying air to the fire, it does not prevent smoke movement through the supply and return ducts, air shafts, and other building openings due to stack effect, buoyancy, or wind.” In order to prevent migration of smoke through the HVAC system, the corridors on the floors immediately above and below



floor of incidence have been designed to maintain a minimum pressure differential of 0.05-inches of water column. The corridors within the residential floors One St. Petersburg Building have been designed to pressurize the floor above and below the floor of fire incidence in order to maintain a 0.5-inches of water column pressure differential between the floor of incidence and other floors within the Building. Modeling to determine airflows was completed using the project’s CONTAMW model.

CLIMATE (FBC §909.4.5) Section 909.4.5 of the FBC requires that the effects of climate be taken into consideration as part of the project’s Smoke Control Rational Analysis. As shown in the calculations section of this report, the effects of climate have been taken into consideration as part as part of the project’s Smoke Control Rational Analysis and local climatic data for St. Petersburg, Florida (wind speed, relative humidity, temperature, etc.) have been taken into account by the project’s CONTAMW model.

DURATION OF OPERATION (FBC §909.4.6) Section 909.4.6 of the FBC requires that the duration of operation of the proposed smoke control systems be taken into consideration as part of the project’s Smoke Control Rational Analysis and requires that the proposed smoke control systems operate for a minimum of 20-minutes or 1.5 times the calculated egress time, whichever is less. The proposed smoke control systems within the One St. Petersburg Building are connected to the building’s emergency power system and are capable of running for more than two (2) hours.



SYSTEM IMPLEMENTATION REQUIREMENTS

FIRE & SMOKE BARRIER CONSTRUCTION (FBC §909.5) The building’s smoke control system also heavily relies on the barriers within the building (e.g. walls, floors, doors, etc.) to prevent the migration of smoke beyond the zone of origin. Experience has demonstrated that properly designed passive construction have the ability to provide an inherent level of fire protection and life safety that is comparable to mechanical smoke control systems.

FIRE AND SMOKE BARRIER CONSTRUCTION

Building Element Fire Rating Requirement Opening Protection Requirement Residential Corridors 1-hour fire partitions 20-minute openings4 Fire Service Access Elevator Lobby 1-hour smoke barriers

45-minute openings (UL 1784) plus fire/smoke dampers at all ducted

penetrations. Stair & Exit Passageways 2-hour fire/smoke barriers 90-minute openings Floor/Ceiling Assemblies 2-hour fire/smoke barriers 90-minute openings Elevator Shafts and Machine Rooms 2-hour fire barriers 90-minute openings Other Elevator Lobbies Non-rated smoke partitions Non-Rated / UL1784 tested Other Shafts 2-hour fire/smoke partitions 90-minute openings As part of this analysis, it has been assumed that all stair doors will be provided with adjustable door sweeps with an undercut up to ¾-inch to provide additional airflow under stair doors. Additionally, for calculation and evaluation purposes, it has been assumed that door crack widths will be approximately 1/8-inch plus a modest safety factor.

LEAKAGE AREAS The design has assumed the following leakage factors based on the types of construction proposed consistent with the information provided Principles of Smoke Management page 98 (Klote & Milke). These leakage rates have been used and are less than the maximum allowable leakage rates included within Section 909.5 of the FBC based on the proposed methods of construction for the building. If during commissioning the shafts do not meet the minimum pressure differentials, it may be necessary to tighten the construction to better restrict air leakage from the shaft.

4 Openings are required to be protected in accordance with Section 715.4.3 (doors), Section 716 (ducts and air transfer openings)

and provided with approved/listed fire penetration protection. Openings, unless otherwise permitted by Chapter 7 of the FBC are required to be automatically self-closing.



2

It is noted that the leakage factors identified below represent conservative assumptions as they are based on average wall tightness and include assumptions for standard construction cracks (SFPE HB Table 4-12.1).

Building Element Leakage Factors Exterior Walls A/AW = 0.00010

Exit Enclosures A/AW = 0.00035 Floors and Roofs A/AF = 0.00050

Stairwell Doors 0.21 ft2 per door with 1/8-inch crack width & 0.32 ft2 per door with ¾-inch crack width5. 0.26 ft2 has been

used as a conservative calculation. Elevator Doors 0.55 ft2 per elevator door6

Where: A Total leakage area (ft ) AW Unit wall area of barrier (ft2) AF Unit wall area of roof area (ft2)

BUILDING SMOKE ZONES The One St. Petersburg Building has been designed to have the following smoke zones:

Smoke Zone Smoke Control Method Elevator Machine Rooms Active Smoke Control Zones Elevator Hoist Ways Active Smoke Control Zones Building Floors Active/Passive Smoke Control Zones Stair Enclosures (Eastern and Western Stairs) Active Smoke Control Zones Floor-to-Floor Passive Smoke Zones Loading Dock Natural ventilation per FBC-M It is noted that the First Floor of the Building is considered a passive smoke zone and no active smoke control systems have been provided on this floor as permitted by Section 909 of the FBC.

5 Reference Page 4-282 of Section 4, Chapter 12 Smoke Control of the Society of Fire Protection Engineers Handbook of Fire

Protection Engineering, 3rd Edition. 6 Reference Page 4-282 of Section 4, Chapter 12 Smoke Control of the Society of Fire Protection Engineers Handbook of Fire

Protection Engineering, 3rd Edition.



EQUIPMENT (FBC §909.10)

DUCTS

Section 909.10.2 of the FBC requires that duct materials and joints be capable of withstanding the probable temperatures and pressures to which they will be exposed. Ducts are required to be constructed and supported in accordance with the requirements of the FBC-M and should be leak tested by the Smoke Control Special Inspector to 1.5 times the maximum design pressure. Measured leakage should not exceed five-percent (5%) of the design flow. Additionally ducts are required to be enclosed in and supported by two (2) hour fire resistance rated construction. This leakage testing is required to apply to the duct located to the West of each stair that provides for multiple injection points.

EQUIPMENT, INLETS AND OUTLETS

Section 909.10.3 of the FBC requires that equipment be located so as not to expose uninvolved portions of the building to an additional fire hazard. Outside air inlets should be located so as to minimize the potential for introducing smoke and flame into the building. Exhaust outlets should be located so as to minimize reintroduction of smoke into the building and to limit exposure of the buildings to an additional fire hazard. Additionally, equipment and associated controls are required to be enclosed in two (2) hour fire resistance rated construction.

AUTOMATIC DAMPERS

Section 909.10.4 of the FBC requires that automatic dampers, regardless of their purpose for which they are installed within the smoke control system be listed and conform to the requirements of approved and recognized standards. Smoke/fire dampers are required to be connected to the smoke control system and monitored to verify position (open and/or close). Excessive pressures associated with stair shafts will be controlled by barometric relief dampers, which will be located by the project’s Mechanical Engineer of Record (HNGS Engineering). Barometric relief dampers within the building have been proposed to be located at the top of the four (4) pressurized exit stairs. As previously noted, the elevator hoist ways have been designed to have hoist way venting in accordance with Section 3004 of the FBC located at the top of the hoist way opening directly to the exterior and is assumed to be normally closed.



SMOKE CONTROL FANS The smoke control fans associated with the stair pressurization systems should comply with the following requirements established by Section 909.10.5 of the FBC and this Smoke Control Rational Analysis report:

• Smoke control fans should be provided with 1.5 times the number of belts

required for the design duty (minimum of two).

• Calculations and manufacturer fan curves should be provide to the Smoke Control Special Inspector for review and inclusion in the Smoke Control Special Inspection report for the project.

• Fans should be capable of operating within the fan curve at 30-percent (30%) above and 60-percent (60%) below the required air capacity with minimal adaptation.

• Motors driving smoke control fans should have a minimum service factor of 1.15. • It is recommended that the fans utilized within the building be provided with

variable frequency drives (VFD’s). Fans speeds upon final test and balance will be locked.

• Smoke Control fans and VFD’s should be enclosed and separated from all other equipment by two (2) hour rated construction.

POWER SYSTEMS (FBC §909.11) Per Section 909.11 of the FBC, the smoke control system is required to be provided with two (2) sources of power:

• Primary Power: Provided by the normal building power systems;

• Secondary Power: Provided by an approved standby power source

complying with Chapter 27 of the FBC. The following should be provided with standby power (FBC §3007.7): o Elevator equipment; o Elevator hoistway lighting o Elevator machine room ventilation and cooling equipment; o Elevator controller cooling equipment.

The standby power source and its transfer switches should be located in a separate room from the normal power transformers and switch gear and should



be enclosed in a room constructed of not less than one (1) hour fire resistance rated construction directly ventilated to and from the exterior.

The emergency standby power system is required to comply with the requirements of NFPA 110 and is required to minimally be a Type 10, Class 2, Level 1 emergency power system capable of automatically transferring to standby power within 60 seconds. Elements of the smoke management system relying on volatile memories should be supplied with uninterruptable power sources (UPS) of sufficient duration to span a 15minute primary power interruption. Conditioners should suitably protect elements of the smoke control system susceptible to power surges, suppressors or other approved means (FBC §909.11.1).



DETECTION AND CONTROL SYSTEMS (FBC §909.12)

FIRE ALARM SYSTEM FIRE ALARM CONTROL PANEL The fire alarm within the building is required to be an emergency voice/alarm communication system per Section 403.6 of the FBC. As part of the smoke control system, the fire alarm control panel is required to be UUKL listed and listed in accordance with UL 864, Control Units and Accessories for Fire Alarm Systems. SMOKE DETECTION Passive smoke barriers should be actuated by approved spot type detectors listed for releasing service (FBC §909.12.2.2). Smoke detection should be provided as required by Section 907.1.12 of the FBC. For purposes of activating the Building’s smoke control systems, area smoke detection is minimally required in the following locations; within ten (10) feet of exit stairs, within corridors, within 22-feet of the centerline of an elevator hoist way door, within elevator machine rooms, within, where required for door releasing service. It is noted that other initiating devices as required by the FBC and the FFPC (e.g. sprinkler water flow, duct detectors, manual pull stations, etc.) are required to be provided within the One St. Petersburg Building. DUCT SMOKE DETECTORS Duct smoke detectors should be provided in the following locations as required by the FBC, FBC-M and NFPA 90A, Standard for the Installation of Air Conditioning and Ventilating Systems. If the duct smoke detectors are part of the smoke control system, a manual override should be provided at the fire fighter smoke control panel. All duct smoke detectors will be considered supervisory alarms and will not activate the mechanical smoke control sequence. CONTROL SYSTEMS Control systems for mechanical smoke control systems should include provisions for verification. Verification should include positive confirmation of actuation, testing, manual override, the presence of power downstream of all disconnects and ,through a pre-programmed weekly test sequence, report abnormal conditions audibly, visually and by printed report.



Dampers and automatic opening doors should be monitored using end switches and should be individually wired individually or in series or one signaling line (SLC) circuit with modules indicating actual damper position. The supervision should be indicated at the fire fighter’s smoke control panel, which must be UUKL listed for its use. All wiring, regardless of its voltage, should be fully enclosed in continuous raceways (FBC §909.12.1)

FIRE FIGHTER SMOKE CONTROL PANEL (FBC §909.16) Section 909.16 of the FBC requires that the fire fighter’s smoke control panel be located in the building’s fire command center (FCC). Section 909.16 of the FBC also requires that the fire fighter smoke control panel includes manual control or override of automatic control for mechanical smoke control systems and graphically depict the building arrangement and smoke control system zones served by the systems. The control capabilities and indicators should be as follows: • Status indicators for all smoke control equipment should be provided for all

smoke control equipment, annunciated by fan and zone and pilot-lamp type indicators on the fire fighter smoke control panel as follows: o WHITE – Fans, dampers and other operating equipment in their normal

status; o RED - Fans, dampers and other operating equipment in their off or closed

status; o GREEN - Fans, dampers and other operating equipment in their on or

open status; o YELLOW/AMBER - Fans, dampers and other operating equipment in their

fault status.

• Override capabilities should be provided over the complete smoke control system equipment within the building as follows: o ON-AUTO-OFF control over each individual piece of operating smoke

control equipment that can also be controlled from other sources within the building.

o ON-AUTO-CLOSE control over individual dampers relating to smoke control and that are also controlled from other sources within the building.

o ON-OFF or OPEN-CLOSE control over smoke control and other critical equipment associated with a fire or smoke emergency and that can only be controlled from the fire fighter’s smoke control panel.



It is noted that a fire fighter smoke control panel which graphically depicts the building and all smoke control related equipment is required to be provided. Combination panel units for fire alarm control and fire fighter smoke control (FACP/FFSCP) shall not be acceptable for use within the project.

CONTROL AIR TUBING (FBC §909.13) Control air tubing (if used) is required to comply with the requirements of Section 909.13 of the FBC. MARKING AND IDENTIFICATION (FBC §909.14) Section 909.14 of the FBC requires that the detection and control systems be clearly marked at all junctions, accesses and terminations. CONTROL DIAGRAMS (FBC §909.15) Section 909.15 of the FBC requires that identical control diagrams showing all devices in the system and identifying their location and function should be maintained current and kept on-file with the building department, the fire department and in the fire command center in a format and manner approved by the Fire Chief. SYSTEM RESPONSE TIME (FBC §909.17) Section 909.17 of the FBC requires that the smoke control activation should be initiated immediately after the receipt of an appropriate automatic or manual activation command. The smoke control system should active individual components (e.g. dampers and fans) in the sequence necessary to prevent physical damage to the fans, dampers, ducts and other equipment. The system response times for each component and their sequential relationships should be as follows:

• Initiation of Smoke Control Mode: 10-seconds (NFPA 92A §6.4.3.6.1); • Fans: 60-seconds maximum (NFPA 92A §6.4.3.6.3(1)) • Dampers: 75-seconds maximum (NFPA 92A §6.4.3.6.3(2)) • Failure to Receive Positive Confirmation of Actuation: 200-seconds

maximum (NFPA 92A §6.4.6.3).



SPECIAL INSPECTION AND TEST REQUIREMENTS (FBC §909.18) Section 909.18 of the FBC and the City of St. Petersburg Building Department requires that the building’s smoke control systems be tested by an approved Smoke Control Special Inspector who is a registered design professional who has expertise in fire protection engineering, mechanical engineering. The intent of the special inspector is to confirm the installation and acceptance testing of the smoke control system complies with the project’s Smoke Control Rational Analysis report, the permitted Construction Documents and the test scenarios, which are to be developed by the Special Inspector and approved by the City of St. Petersburg Building and Fire Departments. Upon completion of the acceptance testing process, the Smoke Control Special Inspector should provide a complete testing report that includes identification all devices by manufacturer, nameplate data, design values, measured values and identification tag or mark (FBC § 909.18.8.3).

SUMMARY OF RESULTS

Smoke Control Summary

Stair Pressurization

Systems (#1 & #2)

Elevator Pressurization

Systems (#1/#2 and #3)

Elevator Lobbies (Fire Service Elevator)

Floor-to-Floor Smoke Control System

Stair 1, 32,000 CFM provided by means of multiple injection points (At the top and at Level 3). Stair 2, 21,000 CFM provided by means of multiple injection points (At the top and at Level 3).

Elevators 1 and 2, 70,000 CFM provided by means of multiple injection points (50,000 the top and 20,000 at Level 3). Elevator 3, 42,000 CFM provided by means of multiple injection points (30,000 the top and 12,000 at Level 3)

Elevator lobby in accordance with Section 708.14.1 of the Florida Building Code (FBC).

2,000C FM Exhaust on Floor of Incidence and 2,000 CFM Per Floor of Pressurization of the Floors Above and Below

Parking Garage:

The parking garage (First Floor only) within the One St. Petersburg project is to be mechanically ventilated in accordance with Chapter 4 of the FBC-M and NFPA 88A. 1.0 CFM/ft2 is required to be provided and made part of the building’s smoke control system as outlined in this Smoke Control Rational Analysis report.

It is noted that the summary table included above has been provided for reference purposes only and have been based on the proposed smoke control fan sizes, which have been confirmed to be acceptable by the detailed analysis and calculations included within Appendix C of this Smoke Control Rational Analysis report. Balancing the smoke control system is the responsibility of a certified Test and Balance company. Please do not hesitate to contact us with any additional questions.



Very Truly Yours, SLS CONSULTING, INC.

Michael Sheehan, P.E. Principal/Project Director MPS/cds SLS #661rp091415_SLS 661 One St. Petersburg - Smoke Control Rational Analysis Report



APPENDIX A – CONCEPTUAL SMOKE CONTROL SEQUENCE OF OPERATION MATRIX (A conceptual smoke control sequence of operation has been included in Appendix A for

reference purposes. A detail smoke control sequence of operation is required to be provided by the Mechanical Engineer of Record or the project’s Smoke Control Special

Inspector during the construction phase of the project.)

Response →

Initiating Device ↓

HVAC Fan Shut Down

Close/Open Related Smoke Zone

Dampers/ Doors

Activate Floor-to-Floor

Pressure Differential

System

Area Smoke Detectors

Each Floor within 10ft of Exit Stair & Corridors ⊗ ⊗ ⊗ ⊗

⊗ ⊗

Elevator Lobbies & Machine Rooms ⊗ ⊗ ⊗ ⊗ ⊗ ⊗ Carbon Monoxide Detectors

⊗

Other Smoke Detectors on Floor of Incidence ⊗ ⊗ ⊗ ⊗

⊗ ⊗

Duct Smoke Detectors

Supply Air ⊗

Return Air ⊗

Sprinkler/Waterflow

Each Floor Level ⊗ ⊗ ⊗ ⊗ ⊗ ⊗ Manual Controls

Fire Fighter Smoke Control Panel/Fire Alarm Control Panel ⊗ ⊗ ⊗ ⊗ ⊗ ⊗ ⊗

Act

ivat

e St

air

Pre s

suriz

atio

n

Syst

ems

(2 )

Act

ivat

e

Park

ing

G

arag

e

Vent

ilatio

n

Act

ivat

e

Hoi

stw

ay

Pres

suriz

atio

n

Syst

ems

(2)

Clo

se E

leva

tor

Lobb

y on

FO

I



APPENDIX B - SMOKE CONTROL TESTING SCENARIOS & ACCEPTANCE TESTING (The development of Smoke Control Testing Scenarios and Acceptance Testing will be

the responsibility of the project’s Smoke Control Special Inspector as required by Section 909.18 of the FBC.)



Prior to commissioning the smoke control system, detailed smoke control testing scenarios are required to be developed by the project’s Smoke Control Special Inspector as required by Section 909.18.8 of the Florida Building Code (FBC) and are required to be reviewed with the City of St. Petersburg Building and Fire Department.

SUBMITTALS & REVIEWS Three (3) complete smoke control system submittals should be submitted to the project’s Smoke Control Special Inspector for review prior to the purchasing equipment and the start of the commissioning process. The Smoke Control Special Inspector should review all submittals for conformance to the requirements of the applicable codes, this Smoke Control Rational Analysis Report and the permitted Construction Documents.

PRE-COMMISSIONING INSPECTIONS The following inspections should be performed by the project’s Smoke Control Special Inspector prior to and during the installation of smoke control systems within the Building. • Automatic Dampers: Verify that automatic dampers installed within the smoke

control systems are listed to conform to the requirements of approved recognized standards. Verify that fire dampers are labeled for use in dynamic systems as required by Section 909.10.4 of the FBC.

• Identification and Documentation: Verify that charts, drawings and other documents identifying and locating each component of the smoke control system, and describing its proper function and maintenance requirements have been provided and provide this information as part of the Smoke Control Special Inspectors report which will be filed to the Building Official as required by Section 909.18.8.3.1 of the FBC.

• Fan Belts: Verify that belt driven fans have at least 1.5 times the number of belts

required for the design duty, but not less than two (2) belts as required by Section 909.10.5 of the FBC..

• Marking and Verification: Verify that the equipment, detection and control

systems are clearly marked at all junctions, accesses and terminations. Junction boxes, cover plates and conduit couplings may be color coded as an acceptable means of infrastructure identification.

• Stair Integrity: Inspect walls, partitions, floors and ceilings of barriers along with

gaps around doors (gasketing is required) for obvious and unusual openings that could adversely affect the smoke control system’s performance.



Elevator Hoistway Integrity: Inspect walls, partitions, floors and ceilings of barriers along with gaps around doors for obvious and unusual openings that could adversely affect the smoke control system’s performance.

• Ducts: Check ducts to verify that materials of duct material and construction are

as specified and are enclosed in two (2) hour fire resistance rated construction as required by Section

TESTING PROCEDURES

The following general testing procedures are to be followed by the project’s Smoke Control Special Inspector. It is noted that it is the responsibility of the Smoke Control Special Inspector to develop detailed testing scenarios, checklists and inspection forms. • Control Action & Priorities: Control action priorities as required by Section

909.16.3 of the FBC are required to be verified, most notably the following should be confirmed by the project’s Smoke Control Special Inspector.

o Verify that the fire fighter’s smoke control panel has priority over other building systems (e.g. energy management systems, etc.) as required by Section 909.16.3 of the FBC:

o Verify that the fire fighter’s smoke control panel functions in accordance with its design intent.

o Verify that doors, fans and dampers are configured properly and that the appropriate statute indication light is lit on the fire fighter’s smoke control panel as required by Section 909.16.1 of the FBC.

o Verify that each smoke control zone has been put into operation by the actuation of one automatic initiation device. Verify that each additional device within the zone (including sprinkler zones) has been programmed to the same sequence, but the operation of fan motors may be bypassed after the first few positive trials so as to prevent potential damage.

o Verify positive confirmation of actuation, testing and manual override.



o Verify control sequences throughout the system, including verification of override from the fire-fighter’s smoke control panel.

• Dampers/Doors: Verify that dampers and smoke doors have been tested for

function in their installed condition as required by Section 909.10.4 of the FBC.

• Detection Devices: Detection devices that are part of the smoke control system should be tested in accordance with NFPA 72, National Fire Alarm Code by the fire alarm control in their final condition. Field verification for compliance with Section 909 of the FBC should be performed by the Smoke Control Special Inspector. Smoke Control Ductwork: At various times during construction, verify duct leakage testing as required by Section 909.10.2 of the FBC (i.e. tested to 1.5 times the maximum design pressure with confirmation that not more than 5% leakage occurs).

• Fans: The following operational features of smoke control fans should be verified

by the project’s Smoke Control Special Inspector. o Verify that motors driving fans do not operate beyond their nameplate

horsepower as determined from the measurement of actual current draw and should be confirmed to have a minimum service factor of 1.15 as required by Section 909.10.5 of the FBC.

o Examine fans for confirmation of correct rotation. Verify measurements of voltage, amperage, revolutions per minute and belt tensions have been made.

o Verify proper operation of airflow sensors.

• Pressurized Stair Enclosure: The test procedures outlined below and in Appendix J of Principles of Smoke Management should be followed by the project’s Smoke Control Special Inspector.



o Perform/verify that barometrically controlled relief vents capable of discharging the prescribed amount of air, at the design pressure differential.

o Perform/verify that at least 0.05-inches of water column and a maximum of 0.35-inches of water column relative to the exit access door is provided. Door opening force should also be tested using a spring/fan belt type gauge.

• Pressurized Elevators: The test procedures outlined below and in Appendix I of

Principles of Smoke Management should be followed by the project’s Smoke Control Special Inspector. o Perform/verify that barometrically controlled relief vents capable of

discharging the prescribed amount of air, at the design pressure differential.

o Perform/verify that at least 0.10-inches of water column relative to the exit access door is provided. Door opening force should also be tested using a spring/fan belt type gauge.

• Response Times: Perform/verify control and actuation response times as

required by Section 909.17 of the FBC. Response time is measured from the time the equipment being tested is actually commanded to operate or shut down, as required. Protection of equipment through time delays or staging of state commands, as permitted by Code is allowed. Smoke Zone Boundaries: o Perform/verify that measurements using calibrated equipment have been

made of the pressure differences across smoke zone boundaries. Such measurements shall be conducted for each possible smoke control condition. Pressure testing of passive zones shall be done using portable fans.

o Verification of smoke zone boundary construction will be the Building and Fire officials’ responsibility.



o Based on discussions with the City of St. Petersburg Building and Fire Departments, cold smoke testing utilizing smoke bombs specified by the project’s mechanical engineer of record (HNGS Engineering) will be required to be used to verify that smoke does not migrate beyond the floor of incidence or get re-introduced into the building. It is noted that cold smoke testing is not intended to maintain tenability and is intended to demonstrate that smoke does not migrate beyond the floor of incidence.

• Emergency/Standby Power: Acceptance testing of the project’s smoke control

systems should be completed with emergency power and normal power for a minimum of two (2) hours. During one test started under normal conditions, the normal power should be shut off to determine the ability of the smoke control systems to operate under standby or other emergency power.

• Sequence of Operations: The conceptual sequence of operation related to smoke control functions included in this Smoke Control Rational Analysis report and the detailed sequence of operation included within the MEP’s drawings should be confirmed by the project’s Smoke Control Special Inspector.

FINAL INSPECTION REPORT

A final report should be compiled by the project’s Smoke Control Special Inspector as required by Section 909.18.8.3 of the FBC. The report shall include identification of all devices by manufacturer, nameplate data, design values, and identification tag or mark. The report shall be reviewed by the responsible registered design professional and when satisfied that the design intent has been achieved submitted to responsible design professional shall sign, seal and date the report with a statement that reads as follows:

“I have reviewed this report and by personal knowledge and on-site observation, certify that the smoke control system is in substantial compliance with the design intent and to the best of my understanding complies with the requirements of the Code.”



The final report will also be signed, sealed and dated by the Smoke Control Special Inspector and will be accompanied by certified test and balance professional’s report. A copy of the report should be submitted to the City of St. Petersburg Building Department, the City of St. Petersburg Fire Department and an identical copy should be maintained in an approved location at the Building.



APPENDIX C – SMOKE CONTROL CALCULATIONS (Full modeling results can be provided upon request. The analysis techniques are

consistent with those outlined within the Smoke Control Rational Analysis report. For reference purposes a summary document showing smoke control systems has been

included in Appendix C.)


October 07, 2015 Building Permit Submittal SUMMARY OF WORK 01 1100-1

SECTION 01 1100 SUMMARY OF WORK

PART 1 - GENERAL 1.1 SUMMARY

A. Contract Documents, dated October 07, 2015 were prepared by SB Architects, 2333 Ponce de Leon Blvd., Suite 100, Coral Gables, Florida, 33134.

1.2 CONTRACTS A. Contract Type: Construction Manager

1.3 ENVIRONMENTAL GOALS A. The Owner has established environmental goals for the Project, which are

general in nature. Notify Owner and Architect if conflicts arise between performance of the work and environmental goals.

B. Goals: 1. Select materials that use resources efficiently 2. Use construction practices that achieve the most efficient use of

resources and materials 3. Recycle or reuse job-site waste 4. Select materials with recycled-content 5. Select materials that can be recycled 6. Use construction equipment that achieves the most efficient use of water

and saves energy during the Work

PART 2 - PRODUCTS 2.1 MATERIALS

A. Permit Posting Board: Provide a permit posting board for posting all permits and other information requested by the Owner. Located in GC trailer/office for accurate record keeping.

PART 3 - EXECUTION (Not Applicable)


Project No. 431795

ONE St. Petersburg

St. Petersburg, Florida, USA

Wind Tunnel Testing

Cladding Pressure Study

May 1st, 2015

For

Kolter Urban LLC

BMT Fluid Mechanics Limited COMMERCIAL-IN-CONFIDENCE

Project 431795 Report 2 Release 2 3 of 42 431795rep2v2.docx

ONE St. Petersburg

St. Petersburg, Florida, USA

Wind Tunnel Testing

Cladding Pressure Study

Contents

1. Introduction 6

2. Methodology 7

3. Results 9

4. References 11

Tables 12

Figures 13

APPENDIX A. Compliance 28

APPENDIX B. Wind Analysis 31

APPENDIX C. Wind Tunnel & Model Details 34

APPENDIX D. Instrumentation and Experimental Technique 37

APPENDIX E. Pressure Measurement Results 41

APPENDIX F. Pressure Sensor Location Scheme 42



EXECUTIVE SUMMARY

Background

This report summarises the results of a schedule of small-scale boundary layer

wind tunnel studies conducted by BMT Fluid Mechanics Limited (BMT) to assess

the wind pressures relevant to the design of the cladding elements and cladding

systems for the proposed ONE St. Petersburg located in St. Petersburg, Florida,

USA.

A 1:300 scale wind tunnel model of the proposed development was constructed

for the purpose of conducting a wind tunnel study to measure the external

fluctuating wind pressures acting on the facades of the buildings.

The design pressures presented within this report are Ultimate Design Pressures

as per the requirements of the Florida Building Code (FBC 2014[1]). The Ultimate

design pressures are based on a wind speed of 145mph (3-sec gust wind speed

referenced to 33ft above ground over ASCE 7-10[2] Exposure C terrain) for a Risk

Category II (as stipulated by the design team, pertaining to a 700-year return

period).

The design wind speed has been used in conjunction with the use of the

directionality information derived for the extreme wind events within the region,

taking due account of statistical mixing where applicable.

The cladding pressures on the roof and facades of the proposed development

are presented as peak net 3-second gust cladding pressures, which incorporate

internal pressures in accordance with the requirements of the Florida Building

Code (FBC 2014[1]).

For architectural features of the proposed development, where both sides of

surfaces are exposed to the wind such as balconies, parapets, and canopies,

cladding pressures are assessed as peak differential 3-second gust pressures

(resulting net wind force).



Conclusions

The peak net and differential design pressures and suctions, relevant to the

design of the cladding elements and cladding systems of the proposed

development are as follows:

Net Design Pressures

Section Pmax Pmin

(psf) (psf)

Facades 100 -130

Rooftops 90 -140

Differential Design Pressures

Section Pmax Pmin

(psf) (psf)

Rooftop Parapets 130 -90

Canopies 50 -90


as per the requirements of the Florida Building Code (FBC 2014[1]). These

ultimate wind pressures should be used in conjunction with the appropriate load

combination factors specified within ASCE7-10[2] - Chapter 2: Combinations of

Loads.



ONE St. Petersburg St. Petersburg, Florida, USA Cladding Pressure Study

1. Introduction

1.1. Background

This report summarises the results of a schedule of boundary layer wind tunnel

studies conducted by BMT Fluid Mechanics Limited (BMT) and commissioned by

Kolter Urban LLC, to assess the wind pressures relevant to the design of the

cladding elements and cladding systems for the proposed ONE St. Petersburg,

located in St. Petersburg, Florida, USA.

1.2. Site / Building Details

1.2.1. Location / Surrounding Area

The One St. Petersburg development is located in the east side of St. Petersburg,

Florida, USA. The site is immediately bounded by 1st Avenue to the North, 1st

Street to the East, Central Avenue to the South and 2nd Street to the West.

The surrounding area consists of a mixture of low- to high-rise buildings to the

North, South and West side of the development. Approximately 700 ft to the East

to the site is the shore line of Tampa Bay

Figure 1.1 shows an aerial view of the site location and surrounding area.

1.2.2. Proposed Development

The proposed development consists of a 41-story residential tower and a 13-

story hotel sitting atop a garage. The residential tower is located on the east of

the development, and is approximately 475 feet tall. The current study focuses

on the residential tower and garage (which are considered structurally linked).



2. Methodology

2.1. Technical Standards

The technical standards pertaining to the execution of the relevant boundary

layer wind tunnel tests are fully compliant with the guidelines of the American

Society of Civil Engineers (ASCE) Manual of Practice No.67 for Wind Tunnel

Studies[3].

2.2. Details of Study

2.2.1. Code Compliance

Details of code compliance measures employed by BMT in this wind tunnel

testing campaign are presented in Appendix A.

2.2.2. Wind Profiles

Details of the wind analysis conducted for the site to determine wind properties

are presented in Appendix B.

2.2.3. Wind Tunnel Model

Details of the model scale and construction, along with the wind tunnel set-up

are included in Appendix C.

2.2.4. Measurement and Analysis

The technical details relating to the fluctuating wind pressure measurements, on

which this analysis is based, are summarised in Appendix D. This gives details of

the instrumentation and scaling parameters that were used in the wind tunnel

tests and in the analysis of overall wind pressures.

2.2.5. Cladding Pressures

The wind pressures presented within this report are Ultimate Design Pressures as

per the requirements of the Florida Building Code (FBC 2014[1]). The design

pressures are based upon a wind speed of 145mph (being a 3-second gust

wind speed referenced to 33ft above ground over ASCE 7-10[2] Exposure C

terrain) for a Risk Category II (as stipulated by the design team, pertaining to a

700-year return period).

The cladding pressures on the roofs and facades of the proposed development

are presented as peak net cladding pressures, which incorporate internal



pressures in accordance with the requirements of the Florida Building Code (FBC

2014[1]). Details of the internal pressures applied within the current study are

included in Appendix D.

For architectural features of the proposed development, where both sides of the

surfaces are exposed to the wind, such as the balconies, parapets, and canopies,

cladding pressures are assessed as peak differential 3-second gust pressures

(resulting net wind force).


as per the requirements of the Florida Building Code (FBC 2014[1]). These

ultimate wind pressures should be used in conjunction with the appropriate load

combination factors specified within ASCE7-10[2] - Chapter 2: Combinations of

Loads.

2.2.6. Sign Convention

The sign convention chosen for the cladding pressures for the facades, balconies,

and parapets is such that a negative value indicates a load acting outwards from

measurement location (suction), while a positive value indicates a load acting

inwards (pressure).

The sign convention chosen for the cladding pressures for the roofs and canopies

is such that a negative value indicates a load acting upwards from measurement

location (suction), while a positive value indicates a load acting downwards

(pressure).

2.2.7. Wind Direction

The 0 wind direction has been chosen to coincide with the geographical North

(90 east, 180 south, 270 west). The wind direction denotes the direction,

which the wind is blowing from.



3. Results

3.1. Data Presentation

3.1.1. Summary Presentation

The wind pressures applicable to the design of the various cladding systems are

summarised as follows:

Tabulated local highest magnitudes of net and differential 3-second gust

cladding pressures and suctions for the proposed development (Tables 3.1

and 3.2).

Two dimensional rationalised block diagrams (in steps of 10 psf) showing

worst case peak net and differential 3-second gust cladding pressures

(maximum) and suctions (minimum) for the proposed development (Figures

3.1 to 3.12). They are also provided electronically in Appendix E.

3.1.2. Full Data Sets

Full measured data sets, from which the peak net and differential 3-second gust

cladding pressures have been derived, are given in electronic Appendix E. The

data sets are as follows:

Worst case net and differential pressures and suctions at each measurement

location for each wind direction.

3.1.3. Balconies

Recommended peak differential 3-second gust cladding design pressures for the

various balcony balustrades are shown in Figure 3.13.

3.2. Conversion Factors For 50-Year And 100-Year Return

Period Wind Speeds


as per the requirements of the Florida Building Code (FBC 2014[1]), being based

off a wind speed of 145mph (being a 3-second gust wind speed referenced to

33ft above ground over ASCE 7-10[2] Exposure C terrain) for a Risk Category II

(as stipulated by the design team, pertaining to a 700-year return period).



For conversion to a 50- or 100-year return period gust cladding pressures, it is

recommended that scaling factors of 0.73 and 0.81, respectively, are applied to

the design pressures presented in this report.



4. References

[1] Florida Building Code, Building, 5th Edition (2014)

[2] American Society of Civil Engineers (ASCE) Minimum Design Loads for

Buildings and Other Structures, ASCE 7-10

[3] American Society of Civil Engineers (ASCE) Manual of Practice No.67 for Wind

Tunnel Studies

[4] ESDU, Computer program for wind speeds and turbulence properties. Item

01008, ESDU International, London, 2006

[5] ARA Associated, 2013 “Hurricane Wind Study for Tampa, FL”.



TABLES

Table 3.1: Highest Local Maximum (positive) and Minimum (negative) Net 3-second Gust Cladding Pressures

Section Pmax Tap No. Wind Dir Pmin Tap No. Wind Dir (psf) (°) (psf) (°)

Tower Facades +100 1118 210 -130 209 120

Rooftops +90 1911 130 -140 1902 110

Table 3.2: Highest Local Maximum (positive) and Minimum (negative) Differential 3-second Gust Cladding Pressures

Section Pmax Tap No. Wind Dir Pmin Tap No. Wind Dir (psf) (°) (psf) (°)

Rooftop Parapets +130 1706 140 -90 1803 200

Canopies +50 122 300 -90 1916 210



Figures

Figure 1.1: Aerial view of the proposed site

By: D Hankin

Date: 28-Apr-15

Status:

Preliminary

Drawing no.:

431795-FIG-1

431795 ONE St Petersburg

Aerial view of the proposed development site

~5miles

N



Figure 1.2: Plan view of the proposed development

By: E. Hii

Date: 1-May-15

Status:

Preliminary

Drawing no.:

431795-FIG-

431795 – ONE St. Petersburg

0° North

180° South

90° East270° West

Plan View and Wind Direction Definition 1.2

Garage Tower



Figure 3.1: Peak Maximum (Positive) Net and Differential Cladding Pressures (3-second Gust) – from North

60ft

75ft45ft15ft

90ft30ft0m

Notes

1 All values presented are in psf.

2 All pressures stated are ultimate design pressures according to FBC 2014, Section 1609.

3 For architectural features of the proposed development, where both sides of surfaces are exposed to the

wind such as parapets, canopies and roofs, cladding pressures are assessed as peak differential pressures

(resulting net wind force). All other areas are assessed as peak net pressures, which incorporate internal

pressures.

4 Geometries presented are in full scale measurements in units of feet.


Peak Net & Differential Facades / Cladding Positive Pressures

North Elevation

431795

Pre lim inary

Author

Drawing T itle

Date

Project Nam e

Project No.

Status

Revision No.

EL : 4 76 ' - 8" TOS

LE VE L 4 4

E L: 44 6' - 1 0" TOS

LE VE L 4 3

EL : 4 35 ' - 0" TOS

LE VE L 4 2

EL : 4 23 ' - 4" TOS

LE VE L 4 1

EL : 4 11 ' - 8" TOSLE VE L 4 0

EL : 4 00 ' - 0" TOS

LE VE L 3 9

EL : 3 89 ' - 4" TOS

LE VE L 3 8

EL : 3 78 ' - 8" TOSLE VE L 3 7

EL : 3 68 ' - 0" TOS

LE VE L 3 6

EL : 3 57 ' - 4" TOS

LE VE L 3 5

EL : 3 46 ' - 8" TOSLE VE L 3 4

EL : 3 36 ' - 0" TOS

LE VE L 3 3

EL : 3 25 ' - 4" TOS

LE VE L 3 2

EL : 3 14 ' - 8" TOS

LE VE L 3 1

EL : 3 04 ' - 0" TOS

LE VE L 3 0

EL : 2 93 ' - 4" TOS

LE VE L 2 9

EL : 2 82 ' - 8" TOS

LE VE L 2 8

EL : 2 72 ' - 0" TOS

LE VE L 2 7

EL : 2 61 ' - 4" TOS

LE VE L 2 6

EL : 2 50 ' - 8" TOS

LE VE L 2 5

EL : 2 40 ' - 0" TOS

LE VE L 2 4

EL : 2 29 ' - 4" TOS

LE VE L 2 3

EL : 2 18 ' - 8" TOS

LE VE L 2 2

EL : 2 08 ' - 0" TOS

LE VE L 2 1

EL : 1 97 ' - 4" TOS

LE VE L 2 0

EL : 1 86 ' - 8" TOS

LE VE L 1 9

EL : 1 76 ' - 0" TOS

LE VE L 1 8

EL : 1 65 ' - 4" TOSLE VE L 1 7

EL : 1 54 ' - 8" TOS

LE VE L 1 6

EL : 1 44 ' - 0" TOS

LE VE L 1 5

EL : 1 33 ' - 4" TOSLE VE L 1 4

EL : 1 22 ' - 8" TOS

LE VE L 1 2

EL : 1 12 ' - 0" TOS

LE VE L 1 1

EL : 1 01 ' - 4" TOSLE VE L 1 0

E L: 90 ' - 0" TOS

L EV EL 9

E L: 80 ' - 0" TOS

L EV EL 8

E L: 68 ' - 0" TOS

L EV EL 7

E L: 58 ' - 0" TOS

L EV EL 6

E L: 48 ' - 0" TOS

L EV EL 5

E L: 38 ' - 0" TOS

L EV EL 4

E L: 28 ' - 0" TOS

L EV EL 3

E L: 18 ' - 0" TOS

L EV EL 2

E L: 0" TOS

L EV EL 1

ONE St Petersburg

North

South

EastWest

431795_ONE_St_P etersburg_FL_2DBD_PNet& Diff_M ax_v 004

004

Elvin Hii

05/01/2015

70 60

50

50

6080

70

40

30

30

60

60

40

60

70

50

50

40

50

40

40

50

40

50

40

4030

50



Figure 3.2: Peak Maximum (Positive) Net and Differential Cladding Pressures (3-second Gust) –from South

0m 30ft 90ft

15ft 45ft 75ft

60ft

Notes






pressures.




L EV EL 1

E L: 0" TOS

L EV EL 2

E L: 18 ' - 0" TOS

L EV EL 3

E L: 28 ' - 0" TOS

L EV EL 4

E L: 38 ' - 0" TOS

L EV EL 5

E L: 48 ' - 0" TOS

L EV EL 6

E L: 58 ' - 0" TOS

L EV EL 7

E L: 68 ' - 0" TOS

L EV EL 8

E L: 80 ' - 0" TOS

L EV EL 9

E L: 90 ' - 0" TOS

LE VE L 1 0EL : 1 01 ' - 4" TOS

LE VE L 1 1

EL : 1 12 ' - 0" TOS

LE VE L 1 2

EL : 1 22 ' - 8" TOS

LE VE L 1 4EL : 1 33 ' - 4" TOS

LE VE L 1 5

EL : 1 44 ' - 0" TOS

LE VE L 1 6

EL : 1 54 ' - 8" TOS

LE VE L 1 7EL : 1 65 ' - 4" TOS

LE VE L 1 8

EL : 1 76 ' - 0" TOS

LE VE L 1 9

EL : 1 86 ' - 8" TOS

LE VE L 2 0

EL : 1 97 ' - 4" TOS

LE VE L 2 1

EL : 2 08 ' - 0" TOS

LE VE L 2 2

EL : 2 18 ' - 8" TOS

LE VE L 2 3

EL : 2 29 ' - 4" TOS

LE VE L 2 4

EL : 2 40 ' - 0" TOS

LE VE L 2 5

EL : 2 50 ' - 8" TOS

LE VE L 2 6

EL : 2 61 ' - 4" TOS

LE VE L 2 7

EL : 2 72 ' - 0" TOS

LE VE L 2 8

EL : 2 82 ' - 8" TOS

LE VE L 2 9

EL : 2 93 ' - 4" TOS

LE VE L 3 0

EL : 3 04 ' - 0" TOS

LE VE L 3 1

EL : 3 14 ' - 8" TOS

LE VE L 3 2

EL : 3 25 ' - 4" TOS

LE VE L 3 3

EL : 3 36 ' - 0" TOS

LE VE L 3 4EL : 3 46 ' - 8" TOS

LE VE L 3 5

EL : 3 57 ' - 4" TOS

LE VE L 3 6

EL : 3 68 ' - 0" TOS

LE VE L 3 7EL : 3 78 ' - 8" TOS

LE VE L 3 8

EL : 3 89 ' - 4" TOS

LE VE L 3 9

EL : 4 00 ' - 0" TOS

LE VE L 4 0EL : 4 11 ' - 8" TOS

LE VE L 4 1

EL : 4 23 ' - 4" TOS

LE VE L 4 2

EL : 4 35 ' - 0" TOS

LE VE L 4 3

E L: 44 6' - 1 0" TOS

LE VE L 4 4

EL : 4 76 ' - 8" TOS

Revision No.

Status

Project No.

Project Nam e

Date

Drawing T itle

Author

Pre lim inary

ONE St Petersburg

South Elevation

West East

South

North

431795


004

Elvin Hii

05/01/2015

50

70

50 60 40

60

50

70

60

70

60

80

80

90

90

40

60

70

50

40 50

70 60

70

80

70

50

70

60

70

6060

60

50

80

90

10090

80

80

12

090

110

90



Figure 3.3: Peak Maximum (Positive) Net and Differential Cladding Pressures (3-second Gust) –from East

60ft

75ft45ft15ft

90ft30ft0m

Notes






pressures.




L EV EL 1

E L: 0" TOS

L EV EL 2

E L: 18 ' - 0" TOS

L EV EL 3

E L: 28 ' - 0" TOS

L EV EL 4

E L: 38 ' - 0" TOS

L EV EL 5

E L: 48 ' - 0" TOS

L EV EL 6

E L: 58 ' - 0" TOS

L EV EL 7

E L: 68 ' - 0" TOS

L EV EL 8

E L: 80 ' - 0" TOS

L EV EL 9

E L: 90 ' - 0" TOS

LE VE L 1 0EL : 1 01 ' - 4" TOS

LE VE L 1 1

EL : 1 12 ' - 0" TOS

LE VE L 1 2

EL : 1 22 ' - 8" TOS

LE VE L 1 4EL : 1 33 ' - 4" TOS

LE VE L 1 5

EL : 1 44 ' - 0" TOS

LE VE L 1 6

EL : 1 54 ' - 8" TOS

LE VE L 1 7EL : 1 65 ' - 4" TOS

LE VE L 1 8

EL : 1 76 ' - 0" TOS

LE VE L 1 9

EL : 1 86 ' - 8" TOS

LE VE L 2 0

EL : 1 97 ' - 4" TOS

LE VE L 2 1

EL : 2 08 ' - 0" TOS

LE VE L 2 2

EL : 2 18 ' - 8" TOS

LE VE L 2 3

EL : 2 29 ' - 4" TOS

LE VE L 2 4

EL : 2 40 ' - 0" TOS

LE VE L 2 5

EL : 2 50 ' - 8" TOS

LE VE L 2 6

EL : 2 61 ' - 4" TOS

LE VE L 2 7

EL : 2 72 ' - 0" TOS

LE VE L 2 8

EL : 2 82 ' - 8" TOS

LE VE L 2 9

EL : 2 93 ' - 4" TOS

LE VE L 3 0

EL : 3 04 ' - 0" TOS

LE VE L 3 1

EL : 3 14 ' - 8" TOS

LE VE L 3 2

EL : 3 25 ' - 4" TOS

LE VE L 3 3

EL : 3 36 ' - 0" TOS

LE VE L 3 4EL : 3 46 ' - 8" TOS

LE VE L 3 5

EL : 3 57 ' - 4" TOS

LE VE L 3 6

EL : 3 68 ' - 0" TOS

LE VE L 3 7EL : 3 78 ' - 8" TOS

LE VE L 3 8

EL : 3 89 ' - 4" TOS

LE VE L 3 9

EL : 4 00 ' - 0" TOS

LE VE L 4 0EL : 4 11 ' - 8" TOS

LE VE L 4 1

EL : 4 23 ' - 4" TOS

LE VE L 4 2

EL : 4 35 ' - 0" TOS

LE VE L 4 3

E L: 44 6' - 1 0" TOS

LE VE L 4 4

EL : 4 76 ' - 8" TOS

Revision No.

Status

Project No.

Project Nam e

Date

Drawing T itle

Author

Pre lim inary

431795

East Elevation

ONE St Petersburg

North

South

EastWest


004

Elvin Hii

05/01/2015

80

70

60

40

70

50

40

60

10

0

80

80 70

80

80

60

5070

70

60

90

100

70

8090

90

80

90130 120

7080

50

30

100

70

80

40

30

6050

90

70

50

6080

11090

60

60

40

80

40

30

50

50 60

100



Figure 3.4: Peak Maximum (Positive) Net and Differential Cladding Pressures (3-second Gust) –from West

60ft

75ft45ft15ft

90ft30ft0m

Notes






pressures.




431795

Pre lim inary

Author

Drawing T itle

Date

Project Nam e

Project No.

Status

Revision No.

EL : 4 76 ' - 8" TOS

LE VE L 4 4

E L: 44 6' - 1 0" TOS

LE VE L 4 3

EL : 4 35 ' - 0" TOS

LE VE L 4 2

EL : 4 23 ' - 4" TOS

LE VE L 4 1

EL : 4 11 ' - 8" TOSLE VE L 4 0

EL : 4 00 ' - 0" TOS

LE VE L 3 9

EL : 3 89 ' - 4" TOS

LE VE L 3 8

EL : 3 78 ' - 8" TOSLE VE L 3 7

EL : 3 68 ' - 0" TOS

LE VE L 3 6

EL : 3 57 ' - 4" TOS

LE VE L 3 5

EL : 3 46 ' - 8" TOSLE VE L 3 4

EL : 3 36 ' - 0" TOS

LE VE L 3 3

EL : 3 25 ' - 4" TOS

LE VE L 3 2

EL : 3 14 ' - 8" TOS

LE VE L 3 1

EL : 3 04 ' - 0" TOS

LE VE L 3 0

EL : 2 93 ' - 4" TOS

LE VE L 2 9

EL : 2 82 ' - 8" TOS

LE VE L 2 8

EL : 2 72 ' - 0" TOS

LE VE L 2 7

EL : 2 61 ' - 4" TOS

LE VE L 2 6

EL : 2 50 ' - 8" TOS

LE VE L 2 5

EL : 2 40 ' - 0" TOS

LE VE L 2 4

EL : 2 29 ' - 4" TOS

LE VE L 2 3

EL : 2 18 ' - 8" TOS

LE VE L 2 2

EL : 2 08 ' - 0" TOS

LE VE L 2 1

EL : 1 97 ' - 4" TOS

LE VE L 2 0

EL : 1 86 ' - 8" TOS

LE VE L 1 9

EL : 1 76 ' - 0" TOS

LE VE L 1 8

EL : 1 65 ' - 4" TOSLE VE L 1 7

EL : 1 54 ' - 8" TOS

LE VE L 1 6

EL : 1 44 ' - 0" TOS

LE VE L 1 5

EL : 1 33 ' - 4" TOSLE VE L 1 4

EL : 1 22 ' - 8" TOS

LE VE L 1 2

EL : 1 12 ' - 0" TOS

LE VE L 1 1

EL : 1 01 ' - 4" TOSLE VE L 1 0

E L: 90 ' - 0" TOS

L EV EL 9

E L: 80 ' - 0" TOS

L EV EL 8

E L: 68 ' - 0" TOS

L EV EL 7

E L: 58 ' - 0" TOS

L EV EL 6

E L: 48 ' - 0" TOS

L EV EL 5

E L: 38 ' - 0" TOS

L EV EL 4

E L: 28 ' - 0" TOS

L EV EL 3

E L: 18 ' - 0" TOS

L EV EL 2

E L: 0" TOS

L EV EL 1

ONE St Petersburg

North

South

EastWest

West Elevation


004

Elvin Hii

05/01/2015

50

80

4050 50

50

4040

50 60

80

30 70

80

50

40

60

5050

50

40

60

60

60

60

70 90

80

80

13070 70 100

8070 80

60 80 130

120

90

90

100



Figure 3.5: Peak Maximum (Positive) Net and Differential Cladding Pressures (3-second Gust) –from Top View

60ft

75ft45ft15ft

90ft30ft0m

West East

South

North

431795

Pre lim inary

Author

Drawing T itle

Date

Project Nam e

Project No.

Status

Revision No.

Top View

Notes






pressures.




ONE St Petersburg


004

Elvin Hii

05/01/2015

70

70

30

7080

40

40

40

50 60

30

5040

20

4020

90

9030



Figure 3.6: Peak Maximum (Positive) Net and Differential Cladding Pressures (3-second Gust) –Recesssed Areas

60ft

75ft45ft15ft

90ft30ft0m

Recess Area

Revision No.

Status

Project No.

Project Nam e

Date

Drawing T itle

Author

Pre lim inary

431795

North

South

EastWest

Notes






pressures.




ONE St Petersburg


004

Elvin Hii

05/01/2015

V W

UTSR

QP

B

N

M

L

K

J

I

A

H

G F

E

D C

60

KL

50

70

R9

2030

40

VWT U

40

Q P

60

S R

50

NM

GFE

20

HHL K

AD

3030

CBA

R1

R2 R3

R4 R5

R6 R7

R8



Figure 3.7: Peak Minimum (Negative) Net and Differential Cladding Pressures (3-second Gust) –from North

LE VE L 1 7EL : 1 65 ' - 4" TOS

LE VE L 1 8

EL : 1 76 ' - 0" TOS

LE VE L 1 9

EL : 1 86 ' - 8" TOS

LE VE L 2 0

EL : 1 97 ' - 4" TOS

EL : 2 08 ' - 0" TOS

LE VE L 2 2

EL : 2 18 ' - 8" TOS

LE VE L 2 3

EL : 2 29 ' - 4" TOS

LE VE L 2 4

EL : 2 40 ' - 0" TOS

LE VE L 2 5

EL : 2 50 ' - 8" TOS

LE VE L 2 6

EL : 2 61 ' - 4" TOS

LE VE L 2 7

EL : 2 72 ' - 0" TOS

LE VE L 2 8

EL : 2 82 ' - 8" TOS

LE VE L 2 9

EL : 2 93 ' - 4" TOS

LE VE L 3 0

EL : 3 04 ' - 0" TOS

LE VE L 3 1

EL : 3 14 ' - 8" TOS

LE VE L 3 2

EL : 3 25 ' - 4" TOS

LE VE L 3 3

LE VE L 3 4EL : 3 46 ' - 8" TOS

LE VE L 3 5

EL : 3 57 ' - 4" TOS

LE VE L 3 6

EL : 3 68 ' - 0" TOS

LE VE L 3 7EL : 3 78 ' - 8" TOS

LE VE L 3 8

EL : 3 89 ' - 4" TOS

LE VE L 3 9

EL : 4 00 ' - 0" TOS

LE VE L 4 0EL : 4 11 ' - 8" TOS

LE VE L 4 1

L EV EL 1

E L: 0" TOS

EL : 4 23 ' - 4" TOS

L EV EL 2

E L: 18 ' - 0" TOS

LE VE L 4 2

L EV EL 3

E L: 28 ' - 0" TOS

EL : 4 35 ' - 0" TOS

L EV EL 4

E L: 38 ' - 0" TOS

LE VE L 4 3

L EV EL 5

LE VE L 2 1

E L: 48 ' - 0" TOS

E L: 44 6' - 1 0" TOS

L EV EL 6

E L: 58 ' - 0" TOS

LE VE L 4 4

L EV EL 7

E L: 68 ' - 0" TOS

EL : 4 76 ' - 8" TOS

L EV EL 8

E L: 80 ' - 0" TOS

L EV EL 9

E L: 90 ' - 0" TOS

LE VE L 1 0EL : 1 01 ' - 4" TOS

EL : 3 36 ' - 0" TOS

LE VE L 1 1

EL : 1 12 ' - 0" TOS

LE VE L 1 2

EL : 1 22 ' - 8" TOS

LE VE L 1 4EL : 1 33 ' - 4" TOS

LE VE L 1 5

EL : 1 44 ' - 0" TOS

LE VE L 1 6

EL : 1 54 ' - 8" TOS

North Elevation

South

North

0m 30ft

Notes






pressures.


90ft

15ft 45ft 75ft

60ft

West East


Peak Net & Differential Facades / Cladding Negative Pressures

431795

431795 ONE St Petersburg_2D BD_P net&Diff_M in_v 003

Elvin Hii

05/01/2015

003Revision No.

Status

Project No.

Project Nam e

Date

Drawing T itle

Author

Pre lim inary

ONE St Petersburg

-90

-80

-70

-60

-110

-100

-50

-80

-60

-80

-80 -90

-10

0

-80

-80

-90

-10

0

-90

-70

-60 -90

-30

-11

0

-110

-90

-70

-80

-60

-13

0

-100

-11

0

-11

0

-80

-90

-70 -60-90

-70

-80

-70

-100-70

-90

-60

-90

-110



Figure 3.8: Peak Minimum (Negative) Net and Differential Cladding Pressures (3-second Gust) – from South

LE VE L 1 7

LE VE L 1 8

LE VE L 1 6

LE VE L 1 9

LE VE L 2 2

LE VE L 2 1

LE VE L 2 3

LE VE L 1 5

LE VE L 2 7

LE VE L 2 6

LE VE L 3 0

LE VE L 3 3

LE VE L 2 9

LE VE L 3 8

LE VE L 3 1

LE VE L 3 9

LE VE L 3 5

LE VE L 2 5

LE VE L 4 1

EL : 4 76 ' - 8" TOS

LE VE L 4 4

E L: 44 6' - 1 0" TOS

EL : 4 35 ' - 0" TOS

LE VE L 4 2

EL : 4 23 ' - 4" TOS

EL : 4 11 ' - 8" TOSLE VE L 4 0

EL : 4 00 ' - 0" TOS

EL : 3 89 ' - 4" TOS

EL : 3 78 ' - 8" TOSLE VE L 3 7

EL : 3 68 ' - 0" TOS

LE VE L 3 6

EL : 3 57 ' - 4" TOS

LE VE L 4 3

EL : 3 46 ' - 8" TOSLE VE L 3 4

EL : 3 36 ' - 0" TOS

EL : 3 25 ' - 4" TOS

LE VE L 3 2

EL : 3 14 ' - 8" TOS

EL : 3 04 ' - 0" TOS

EL : 2 93 ' - 4" TOS

EL : 2 82 ' - 8" TOS

LE VE L 2 8

EL : 2 72 ' - 0" TOS

EL : 2 61 ' - 4" TOS

EL : 2 50 ' - 8" TOS

EL : 2 40 ' - 0" TOS

EL : 2 29 ' - 4" TOS

EL : 2 18 ' - 8" TOS

EL : 2 08 ' - 0" TOS

EL : 1 97 ' - 4" TOS

LE VE L 2 0

EL : 1 86 ' - 8" TOS

EL : 1 76 ' - 0" TOS

EL : 1 65 ' - 4" TOS

EL : 1 54 ' - 8" TOS

EL : 1 44 ' - 0" TOS

EL : 1 33 ' - 4" TOS

EL : 1 22 ' - 8" TOS

EL : 1 12 ' - 0" TOS

LE VE L 1 1

EL : 1 01 ' - 4" TOS

E L: 90 ' - 0" TOS

E L: 80 ' - 0" TOS

E L: 68 ' - 0" TOS

E L: 58 ' - 0" TOS

E L: 48 ' - 0" TOS

E L: 38 ' - 0" TOS

L EV EL 4

E L: 28 ' - 0" TOS

L EV EL 3

E L: 18 ' - 0" TOS

E L: 0" TOS

L EV EL 1

L EV EL 2

L EV EL 5

L EV EL 6

L EV EL 7

L EV EL 8

L EV EL 9

LE VE L 1 0

LE VE L 1 2

LE VE L 2 4

LE VE L 1 4

60ft

75ft15ft

90ft30ft0m

45ft

EastWest

South Elevation

North

South



Notes






pressures.


ONE St Petersburg


Elvin Hii

431795

Prelim inary

Author

Drawing T itle

Date

Project Nam e

Project No.

Status

Revision No. 003

05/01/2015

-12

0

-90

-50

-90

-70

-70-70

-30

-70

-20

-30

-70

-70

-70

-110

-70

-70

-40

-90

-10

0

-80

-80

-100

-90

-11

0-1

00

-90

-80

-100

-80

-90

-80

-80 -80

-70

-80

-100

-90

-80-90 -80

-70

-70

-90

-60

-80



Figure 3.9: Peak Minimum (Negative) Net and Differential Cladding Pressures (3-second Gust) –from East

LE VE L 4 4

E L: 44 6' - 1 0" TOS

LE VE L 4 3

LE VE L 4 2

LE VE L 4 1

LE VE L 4 0

EL : 4 00 ' - 0" TOS

LE VE L 3 9

LE VE L 3 8

LE VE L 3 7

LE VE L 3 6

EL : 3 57 ' - 4" TOS

LE VE L 3 5

LE VE L 3 4

LE VE L 3 3

LE VE L 3 2

EL : 3 14 ' - 8" TOS

LE VE L 3 1

EL : 2 93 ' - 4" TOS

LE VE L 2 9

LE VE L 2 8

EL : 2 72 ' - 0" TOS

LE VE L 2 7

LE VE L 2 6

LE VE L 2 5

LE VE L 2 4

EL : 2 29 ' - 4" TOS

LE VE L 2 3

LE VE L 2 2

LE VE L 2 1

EL : 1 97 ' - 4" TOS

LE VE L 2 0

EL : 1 86 ' - 8" TOS

LE VE L 1 9

LE VE L 1 8

LE VE L 1 7

LE VE L 1 6

EL : 1 44 ' - 0" TOS

LE VE L 1 5

LE VE L 1 4

LE VE L 1 2

LE VE L 1 1

EL : 1 01 ' - 4" TOSLE VE L 1 0

L EV EL 9

L EV EL 8

L EV EL 7

E L: 58 ' - 0" TOS

L EV EL 6

L EV EL 5

L EV EL 4

E L: 28 ' - 0" TOS

L EV EL 3

E L: 18 ' - 0" TOS

L EV EL 2

L EV EL 1

E L: 0" TOS

E L: 38 ' - 0" TOS

E L: 48 ' - 0" TOS

E L: 68 ' - 0" TOS

E L: 80 ' - 0" TOS

E L: 90 ' - 0" TOS

EL : 1 12 ' - 0" TOS

EL : 1 22 ' - 8" TOS

EL : 1 33 ' - 4" TOS

EL : 1 54 ' - 8" TOS

EL : 1 65 ' - 4" TOS

EL : 1 76 ' - 0" TOS

EL : 2 08 ' - 0" TOS

EL : 2 18 ' - 8" TOS

EL : 2 40 ' - 0" TOS

EL : 2 50 ' - 8" TOS

EL : 2 61 ' - 4" TOS

EL : 2 82 ' - 8" TOS

LE VE L 3 0

EL : 3 04 ' - 0" TOS

EL : 3 25 ' - 4" TOS

EL : 3 36 ' - 0" TOS

EL : 3 46 ' - 8" TOS

EL : 3 68 ' - 0" TOS

EL : 3 78 ' - 8" TOS

EL : 3 89 ' - 4" TOS

EL : 4 11 ' - 8" TOS

EL : 4 23 ' - 4" TOS

EL : 4 35 ' - 0" TOS

EL : 4 76 ' - 8" TOS

Notes






pressures.




East Elevation

30ft 90ft

15ft 75ft

60ft

West East

45ft

0m

South

North


ONE St Petersburg

431795

Prelim inary

Author

Drawing T itle

Date

Project Nam e

Project No.

Status

Revision No.

Elvin Hii

05/01/2015

003

-70

-90

-80

-90

-10

0

-80

-90

-90

-90

-80

-70

-60

-60

-60

-60

-60-50

-30

-80

-20

-20-30-40

-50-20

-70

-70

-60-90

-80 -70

-60

-80

-70

-70

-80

-70

-90

-100

-80 -90



Figure 3.10: Peak Minimum (Negative) Net and Differential Cladding Pressures (3-second Gust) – from West

LE VE L 3 3

LE VE L 3 5

LE VE L 3 6

LE VE L 3 7

LE VE L 3 8

LE VE L 3 9

EL : 4 00 ' - 0" TOS

LE VE L 4 0

LE VE L 4 1

LE VE L 4 2

LE VE L 4 3

E L: 44 6' - 1 0" TOS

LE VE L 4 4

EL : 4 76 ' - 8" TOS

EL : 4 35 ' - 0" TOS

EL : 4 23 ' - 4" TOS

EL : 4 11 ' - 8" TOS

EL : 3 89 ' - 4" TOS

EL : 3 78 ' - 8" TOS

EL : 3 68 ' - 0" TOS

L EV EL 1

EL : 3 57 ' - 4" TOS

EL : 3 46 ' - 8" TOSLE VE L 3 4

EL : 3 36 ' - 0" TOS

L EV EL 2

EL : 3 25 ' - 4" TOS

E L: 18 ' - 0" TOS

L EV EL 3

L EV EL 4

L EV EL 5

L EV EL 6

E L: 58 ' - 0" TOS

L EV EL 7

L EV EL 8

L EV EL 9

LE VE L 1 0

LE VE L 1 1

LE VE L 1 2

LE VE L 1 4EL : 1 33 ' - 4" TOS

LE VE L 1 5

EL : 1 44 ' - 0" TOS

LE VE L 1 6

EL : 1 54 ' - 8" TOS

LE VE L 1 7EL : 1 65 ' - 4" TOS

LE VE L 1 8

EL : 1 76 ' - 0" TOS

LE VE L 1 9

EL : 1 86 ' - 8" TOS

LE VE L 2 0

EL : 1 97 ' - 4" TOS

LE VE L 2 1

EL : 1 22 ' - 8" TOS

EL : 1 12 ' - 0" TOS

EL : 2 08 ' - 0" TOS

EL : 1 01 ' - 4" TOS

LE VE L 2 2

E L: 90 ' - 0" TOS

EL : 2 18 ' - 8" TOS

E L: 80 ' - 0" TOS

LE VE L 2 3

E L: 68 ' - 0" TOS

EL : 2 29 ' - 4" TOS

LE VE L 2 4

E L: 48 ' - 0" TOS

EL : 2 40 ' - 0" TOS

E L: 38 ' - 0" TOS

LE VE L 2 5

E L: 28 ' - 0" TOS

EL : 2 50 ' - 8" TOS

LE VE L 2 6

E L: 0" TOS

EL : 2 61 ' - 4" TOS

LE VE L 2 7

EL : 2 72 ' - 0" TOS

LE VE L 2 8

EL : 2 82 ' - 8" TOS

LE VE L 2 9

EL : 2 93 ' - 4" TOS

LE VE L 3 0

EL : 3 04 ' - 0" TOS

LE VE L 3 1

EL : 3 14 ' - 8" TOS

LE VE L 3 2



0m 90ft

15ft 45ft 75ft

60ft

West Elevation

West

30ft

East

South

NorthNotes






pressures.



ONE St Petersburg

Revision No.

Status

Project No.

Project Nam e

Date

Drawing T itle

Author

Pre lim inary

431795

Elvin Hii

05/01/2015

003

-50

-80

-90-80

-70

-80

-110

-100

-80

-80

-90

-70

-70

-60

-50

-80

-70

-90

-80

-100

-80

-80

-90

-60

-70 -60

-90

-20 -30

-20-20 -30-30-60

-70

-10

0

-90

-90



Figure 3.11: Peak Minimum (Negative) Net and Differential Cladding Pressures (3-second Gust) – from Top View

Notes






pressures.




0m 30ft 90ft

45ft 75ft

60ft

Top View

EastWest

15ftSouth

North


ONE St Petersburg

Elvin Hii

Revision No.

Status

Project No.

Project Nam e

Date

Drawing T itle

Author

Pre lim inary

431795

05/01/2015

003

-60

-100

-120

-50

-70

-30

-30

-80

-20

-80

-70

-90

-100-110

-120-140

-120

-120

-90

-90-80

-90



Figure 3.12: Peak Minimum (Negative) Net and Differential Cladding Pressures (3-second Gust) – Recesssed Areas

0m 30ft 90ft

15ft 45ft 75ft

60ft

West East

Recess Area

South

NorthNotes






pressures.



Peak Net & Differential Facades / Cladding Negative Pressures Elvin Hii

431795

Prelim inary

Author

Drawing T itle

Date

Project Nam e

Project No.

Status

Revision No.

05/01/2015

003


ONE St Petersburg

-60-60

-60

-70

VWT U

Q P S R

NM

GFE HH

ADCBA

R1

R2 R3

R4 R5

R6 R7

R9R8

IJ

L K

-70 -70

-80

-70

-20



Figure 3.13: Recommended peak design differential pressures, balconies

By: E. Hii

Date: 1-May-15

Status:

Preliminary

Drawing no.:

431795-FIG-

431795 – ONE St. Petersburg

Tower BalconiesPmax[psf]

Pmin[psf]

Zone A (300ft to 450ft) 170 -170

Zone B (150ft to 300ft) 160 -160

Zone C (Ground Level to 150ft) 140 -140

• All pressures stated are ultimate pressures and need tobe applied in design in conjunction with the appropriatecode-compliant wind loading combination factors forwind

• The sign convention chosen for the cladding pressuresfor the balconies is such that a negative value indicatespressure acting outwards (away from the façade) whilsta positive value indicates pressures towards the facade

Zone C

Recommended Balcony Design Cladding Pressures 3.29

Zone B

Zone A



APPENDIX A. COMPLIANCE

A.1. Codes

BMT can confirm that this report is compliant with the following documents and

design standards:

American Society of Civil Engineers (ASCE), FBC 2014 Standard

ASCE/SEI 7-10, Chapter 31, Wind Tunnel Procedure

o Chapter 31.2: Test Conditions

o Chapter 31.3: Dynamic Response

o Chapter 31.4.1: Load Effects – Mean Recurrence Intervals of

Load Effects

o Chapter 31.4.2: Load Effects – Limitations on Wind Speeds

o Chapter 31.4.3: Load Effects – Limitations on Loads

American Society of Civil Engineers (ASCE), Wind Tunnel

Testing for Buildings and Other Structures (49-12)

o Chapter 2: Simulation of wind in boundary-layer wind tunnels

American Society of Civil Engineers (ASCE), Wind Tunnel

Testing for Buildings and Structures Manual of Practice (67)

Florida Building Code 2014 – Wind Loads

o Chapter 1609.6: Meeting ASCE 7 requirements

o Chapter 1609.3: Ultimate design wind speed from Figure 1609A

ISO 9001:2008

o The ISO quality assurance standards are recognized by the

Florida Building Code under Product Approval rule 61G20‐3

[ISO 9001:2008 / Certificate No.: LRQ4007068]

A.2. Design Wind Speeds

The wind pressures presented within this report are Ultimate Design Pressures

as per the requirements of the Florida Building Code (FBC 2014[1], Section

1609). The design loads are based on a wind speed of 145mph (3-sec gust

wind speed referenced to 33ft above ground over ASCE 7-10[1] Exposure C

terrain) for a Risk Category II (as stipulated by the design team, pertaining to a

700-year return period).

Hurricane wind speed analysis, consistent with the requirements of the ASCE7-

10 guideline and including directional effects were obtained from Applied

Research Associates (ARA). ARA has conducted a Monte Carlo analysis to

simulate wind speed at both ground and gradient level.



A.2.1. Extreme Wind Climate Analysis

The procedure adopted to derive information on the nature of extreme wind

speed events within the St. Petersburg region is detailed below:

• Conduct a purposely commissioned Monte Carlo hurricane simulation for

the St. Petersburg (Tampa) region

• Determination of the 700-yr return period design wind speeds (referenced

to a 3-second gust averaging period at 33ft height over Exposure C[2])

• Determination of the directionality of the extreme wind events (taking due

consideration of the “with hurricane” nature of the wind climate in the

region)

The results of the wind climate analysis indicate that for the return period of

interest for the determination of the cladding pressures (namely the 700-year

return period for ultimate design), the dominant storm mechanism is that

attributed to hurricane wind events (as opposed to synoptic events).

A.2.2. Directional Wind Climate Analysis

The strength of wind speeds in most wind climates varies with wind direction;

i.e. wind speeds from prevailing directions are stronger than non-prevailing

directions. Carrying out a wind tunnel test permits the opportunity to combine

the directional effects of a wind climate with the directional effects of wind

loading on a structure.

Table A.1 presents the direction factors and 700-yr return period design wind

speeds used in the study.



Table A.1: Risk Cat. II, 3-second Gust Wind Speed @ 33 ft, Exp C (mph)

Direction Direction Factor

Risk Cat. II, 3-sec gust wind speed @ 33 ft, Exp C (mph)

0 0.75 109

30 0.81 117

60 0.88 128

90 0.95 137

120 0.99 143

150 1.00 145

180 1.00 145

210 0.98 142

240 0.93 135

270 0.85 124

300 0.77 111

330 0.75 109

020406080

100120140160

0°

30°

60°

90°

120°

150°

180°

210°

240°

270°

300°

330°



APPENDIX B. WIND PROFILES

B.1. ESDU Wind Analysis

A detailed wind analysis was carried out to determine the wind properties at the

site. The wind analysis is based on the widely accepted Deaves and Harris log

law wind model of the atmospheric boundary layer, as defined in ESDU

(Engineering Sciences Data Unit) Item 01008[4], and has provided wind profiles

describing the variation of wind speed and turbulence intensity with height for a

full range of wind directions. From this analysis representative profiles were

defined as targets for the atmospheric boundary layer simulation in the wind

tunnel.

B.1.1. Roughness Changes for ESDU Wind Analysis

The wind analysis takes detailed account of the variation of the upwind terrain

on each wind sector. The roughness changes used in the analysis for the

current study are given in Table B.1 below.

Table B.1: Terrain roughness changes from the site

Where x0: roughness length

z0: upwind fetch

N.B: z0 = water (sea)

0.07 – 0.16 (open) 0.98 (suburban)

1.64 – 2.30 (urban)

Wind

Dir (°)

z0

(ft)

x0

(ft)

z01

(ft)

x01

(ft)

z02

(ft)

x02

(ft)

z03

(ft)

x03

(ft)

z04

(ft)

x04

(ft)

z05

(ft)

0 2.30 2139 0.98 36818 water 40423 0.98

30 2.30 817 0.98 21381 0.07 36558 0.98

60 0.13 2743 0.07 17405 water 20105 0.13 43842 0.33

90 0.10 2575 water 58960 0.33

120 0.66 1841 0.01 1857 water 40000 0.33

150 0.01 4964 0.07 5863 water 38642 0.33

180 2.30 1152 0.33 3602 0.37 19485 water 53363 0.33 44560 water

210 2.30 4767 0.98 23130 water

240 2.30 5328 0.98 20105 0.10 9524 0.26 5814 water

270 1.97 7690 0.98 27434 0.16 12119 water

300 2.30 4252 1.54 1253 0.98 35259 0.44 41142 water

330 2.30 2467 0.98 37641 1.25 24475 0.98 39573 water



B.2. Wind Field Profiles

Figure B.1 shows the variation of longitudinal turbulence intensity (Iu) with wind

direction at a height of 476ft. Due to the variation of upstream terrain surrounding the

proposed development site, two target profiles / exposures have been selected for the

boundary layer simulation. The target profiles and range of wind angles for each wind

tunnel profile are as follows:

Profile Wind Angle Range

Exp 1 50° - 190°

Exp 2 0° - 40°, 200° - 350°

Figures B.2a and B.2b present the profile of mean wind speed and longitudinal

turbulence intensity used in the tests. The wind speed profiles are normalised by the

mean wind speed at a height of 476ft. It can be seen that, over the range of heights

of interest, the boundary layer simulation used in the tests was a good representation

of that expected for the site at full scale which satisfies the experimental requirements

of the American Society of Civil Engineering (ASCE Manuals and Reports on

Engineering Practice No. 67[3]).

Figure B.1: Variation of longitudinal turbulence intensity (Iu) with wind direction at 476ft height, including reference turbulence levels



Figure B.2a: Mean wind speed (Vmean/Vmean(ref)) and longitudinal turbulence intensity profiles (Iu) used in the study, Exposure 1

Vmean/Vmean(ref) Iu [%]

Figure B.2b: Mean wind speed (Vmean/Vmean(ref)) and longitudinal turbulence intensity profiles (Iu) used in the study, Exposure 2

Vmean/Vmean(ref) Iu [%]

0

100

200

300

400

500

0 0.5 1 1.5

He

igh

t [f

t]

Umean/Uref [-]

Target

Measured

0

100

200

300

400

500

0.0 5.0 10.0 15.0 20.0 25.0 30.0

He

igh

t [f

t]

Longitudinal Turbulence Intensity [%]

Target

Measured

0

100

200

300

400

500

0 0.5 1 1.5

He

igh

t [f

t]

Umean/Uref [-]

Target

Measured

0

100

200

300

400

500

0.0 5.0 10.0 15.0 20.0 25.0 30.0

He

igh

t [f

t]

Longitudinal Turbulence Intensity [%]

Target

Measured



APPENDIX C. WIND TUNNEL & MODEL DETAILS

C.1. Wind Tunnel Specifications

All the tests were conducted in BMT's Boundary Layer Wind Tunnel which has a test

section 15.7ft wide, 7.9ft high and 49.2ft with a 14.4ft diameter multiple plate

turntable and a remotely controlled 3-dimensional traversing system. The operating

wind speed range is 0.45 – 100.7mph.

The turbulent boundary layer is set up using an arrangement of roughness elements

distributed over the floor of the wind tunnel, vertical posts and a 2-dimensional barrier

placed at the entrance to the test section according to the fetch.

C.2. Model

C.2.1. Information

The models of the proposed development were constructed based on drawing

information supplied by SB Architects, received March 16th 2015, as follows:

Drawing Drawing

FloorPlan-LEVEL1_1-8.dwg Elevation-OVERALLWESTELEVATION.dwg

FloorPlan-LEVEL2_1-8.dwg Elevation-OVERALLSOUTHELEVATION.dwg

FloorPlan-LEVEL3-5_1-8.dwg Elevation-OVERALLNORTHELEVATION.dwg

FloorPlan-LEVEL6_1-8.dwg Elevation-OVERALLEASTELEVATION.dwg

FloorPlan-LEVEL7_1-8.dwg Section-OVERALLNORTH-SOUTHSECTION2.dwg

FloorPlan-LEVEL8-39_1-8.dwg Section-OVERALLNORTH-SOUTHSECTION1.dwg

FloorPlan-LEVEL40.dwg Section-OVERALLEAST-WESTSECTION2.dwg

FloorPlan-LEVEL41-42.dwg Section-OVERALLEAST-WESTSECTION1.dwg

FloorPlan-LEVEL43.dwg

FloorPlan-LEVEL44.dwg

The wind tunnel models representative of the surrounding building morphology were

constructed by BMT based on information sourced from the public domain and

drawing information provided by the design team.

The models were reviewed and approved by the design team, prior to testing.



C.2.2. Scale

A model scale of 1:300 has been adopted. At this scale the model is large enough to

allow a good representation of the details that are likely to affect the local and overall

wind flows at full scale. In addition, this scale enables a good simulation of the

turbulence properties of the wind to be achieved.

C.2.3. Construction

The cladding pressure model was constructed using rapid-prototyping techniques such

that a high degree of accuracy could be achieved (to a model scale tolerance of 0.004

inches). The model has been instrumented with a total number of approximately 512

pressure taps.

The surrounding buildings are represented by high-density foam blocks to a sufficient

level of detail to reproduce the wind flows at the location of the proposed building.

The model is mounted on a 10ft diameter baseboard and installed on the 14.4ft

diameter large turntable of BMT’s Boundary Layer Wind Tunnel. In the region beyond

the detailed surrounds model, the terrain is modelled as generalised roughness.

C.2.4. Model Photos

Images of the wind tunnel model are presented as follows:

Figure C.1 - Wind tunnel Setup viewed from North

Figure C.2 - Wind tunnel Setup viewed from East



Figure C.1: Wind Tunnel Setup viewed from North

Figure C.2: Wind Tunnel Setup viewed from East



APPENDIX D. INSTRUMENTATION AND EXPERIMENTAL TECHNIQUE

The wind tunnel tests were conducted in accordance with the requirements of, the

American Society of Civil Engineers (ASCE) Manual of Practice No.67 for Wind Tunnel

Studies[3]. The technical details relating to the pressure measurements are

summarized in Appendix D. This gives details of the instrumentation, the scaling

parameters and analysis techniques that were used in the tests.

D.1. Instrumentation

D.1.1. Pressure Transducers

The fluctuating pressures have been measured using a simultaneous multi-channel

low range pressure scanning system. The system uses Sensor Techniques low range

(20.9psf) SLP004D differential transducers. The frequency response of the

transducers is 2000Hz.

The transducers are grouped in blocks of eight, with a common reference pressure on

each block. This provides the means for in-situ calibration and checks of the

calibration throughout the tests. During the measurements the reference pressure

was connected to the static pressure in the wind tunnel test section.

D.1.2. Tubing and Frequency Response

The pressure transducers were connected to the surface pressure taps via 0.054”

bore tubing of constant length: in order to correct for the magnitude and phase

distortion of the measured pressure signal, purposely designed (and length specific)

numerical filters were applied in the time domain during post-processing of the

acquired wind tunnel data.

D.2. Experiment Conditioning

The pressures were acquired for a time corresponding to a fixed period at full scale.

The time scaling is given by:

where T is time, L is length, V is wind speed and sub-scripts m and f refer to model

and full-scale quantities respectively. With Lm/Lf (the model scale) fixed at 1/300,

Vf/Vm was chosen to be approximately 1/0.33 to give a value of Tm/Tf of 1/100. The

wind tunnel was therefore run to give a speed equivalent to approximately 33% of

the design wind speed.

T

T

L

L

V

V

m

f

m

f

f

m

.



In order to define the peak pressures, data was acquired from each transducer for a

full-scale period of 125 minutes, equivalent to 75 seconds at model scale, including an

allowance for acquisition overrun. The data was sampled at a full-scale frequency of 5

samples per second (500Hz at model scale).

D.3. Definition of Pressure Coefficients

The measured pressures have been converted into coefficient form, based on the gust

wind speed at the reference location, taken as the reference height (~ 475ft) as

follows:

where P is the pressure on the external surface of the model relative to static

pressure, is air density, and V is the gust wind speed at the reference height.

D.4. Data Analysis

D.4.1. Extreme Value Analysis

The mean and rms values have been calculated and converted into pressure

coefficients. For each of the twelve 10-minute blocks of data, the maximum and

minimum values are extracted to give 12 maxima and 12 minima.

A full extreme value analysis is performed on the maxima and minima by fitting the

extremes to a Fisher-Tippett Type I distribution in order to obtain the mode and

dispersion of the extreme value distribution; the mode being the most likely extreme

value and the dispersion being a measure of the spread of the extremes about the

mode.

The mode and dispersion for a period of 1-hour is obtained from these 10-minutes

values as follows:

where U is the mode and 1/a is the dispersion, subscripts 10 and 60 correspond to

durations of 10-minutes and 60-minutes respectively. For a period of 60-minutes, the

mode is increased and the dispersion is unaltered. The measurements are based on a

CP

Vp 1

2

2

U Ua

60 10

10

60

10

1

ln .

1 1

60 10a a



10-minute period at full-scale to limit the measurement time in the wind tunnel and

hence the quantity of data recorded.

From the resulting 60-minute period mode and dispersion the peak 700-year pressure

coefficients are given as:

where U·Cp is the mode of the extreme pressure coefficient and 1/(a·Cp) is the

dispersion of the extreme pressure coefficient.

The maximum and minimum 700-year return period pressures are then given by:

𝑃𝑚𝑎𝑥700 = 𝐶𝑝𝑚𝑎𝑥700.1

2𝜌𝑉700

2

𝑃𝑚𝑖𝑛700 = 𝐶𝑝𝑚𝑖𝑛700.1

2𝜌𝑉700

2

where Pmax700 and Pmin700 are the maximum and minimum 700-year design pressures,

and V700 is the 700-year return period design gust wind speed.

D.4.2. Differential Pressures

Differential pressures occurring simultaneously on both of the exposed surfaces of the

parapets, balconies, and canopies are calculated as follows:

Pdiff = p outer surface - p inner surface

Where negative pressures act outwards from the outer surface and positive pressure

pressures act inwards towards outer surface.

D.4.3. Net and Internal Pressures

Net cladding pressures, including an allowance for the internal pressures, are provided

for design of the main facade cladding areas, as follows:

p = pe - pi

where p is the net pressure for which the cladding needs to be designed.

Cp U Cpa Cp

max max

max

.

14

1

Cp U Cpa Cp

min min

min

.

14

1



For this development, pi is accounted for using pressure coefficients, Cpi , of +0.18

and -0.18 together with the gust design wind speeds, V, in accordance with in

accordance with ASCE 7-10[2]:

pi = ½ V 2 Cpi



APPENDIX E. PRESSURE MEASUREMENT RESULTS

The main results of the pressure studies are provided in electronic Appendix E:

E.1. Two dimensional rationalised block diagrams showing worst case peak net and

differential cladding pressures (maximum) and suctions (minimum) for the

proposed development.

See files:

“431795_ONE_St_Petersburg_2DBD_PNet&Diff_Max.dwg”

“431795_ONE_St_Petersburg_2DBD_PNet&Diff_Min.dwg”

E.2. Highest peak net and differential cladding pressure and suction tabulated

data.

See file:

“431795_ONE_St_Petersburg_Cladding_Pressure_Results.xlsx”