Attachment 2 - ufc_3_301_01_2023_c3.pdf

UFC 3-301-01

11 April 2023

Change 3, 3 February 2025

UNIFIED FACILITIES CRITERIA (UFC)

STRUCTURAL ENGINEERING

APPROVED FOR PUBLIC RELEASE; DISTRIBUTION UNLIMITED

This Page Intentionally Left Blank

STRUCTURAL ENGINEERING

Any copyrighted material included in this UFC is identified at its point of use.

Use of the copyrighted material apart from this UFC must have the permission of the copyright holder.

U.S. ARMY CORPS OF ENGINEERS

NAVAL FACILITIES ENGINEERING SYSTEMS COMMAND (Preparing Activity)

AIR FORCE CIVIL ENGINEER CENTER

Record of Changes (changes are indicated by \1\ ... /1/)

Change No. Date Location 1 Oct 2, 2023 See change summary 2 Sept 4, 2024 See change summary 3 Feb 3, 2025 See change summary

This UFC supersedes UFC 3-301-01, dated 1 October 2019.

FOREWORD

The Unified Facilities Criteria (UFC) system is prescribed by MIL-STD 3007 and provides planning, design, construction, sustainment, restoration, and modernization criteria, and applies to the Military Departments, the Defense Agencies, and the DoD Field Activities in accordance with USD (AT&L) Memorandum dated 29 May 2002. UFC will be used for all DoD projects and work for other customers where appropriate. All construction outside of the United States, its territories, and possessions is also governed by Status of Forces Agreements (SOFA), Host Nation Funded Construction Agreements (HNFA), and in some instances, Bilateral Infrastructure Agreements (BIA). Therefore, the acquisition team must ensure compliance with the most stringent of the UFC, the SOFA, the HNFA, and the BIA, as applicable.

UFC are living documents and will be periodically reviewed, updated, and made available to users as part of the Military Department’s responsibility for providing technical criteria for military construction. Headquarters, U.S. Army Corps of Engineers (HQUSACE), Naval Facilities Engineering Systems Command (NAVFAC), and Air Force Civil Engineer Center (AFCEC) are responsible for administration of the UFC system. Technical content of UFC is the responsibility of the cognizant DoD working group. Defense Agencies should contact the respective DoD Working Group for document interpretation and improvements. Recommended changes with supporting rationale may be sent to the respective DoD working group by submitting a Criteria Change Request (CCR) via the Internet site listed below.

UFC are effective upon issuance and are distributed only in electronic media from the following source:

• Whole Building Design Guide website https://www.wbdg.org/dod.

Refer to UFC 1-200-01, DoD Building Code, for implementation of new issuances on projects.

AUTHORIZED BY:

PETE G. PEREZ, P.E., SES

Chief, Engineering and Construction U.S. Army Corps of Engineers

R. DAVID CURFMAN, P.E., SES

Chief Engineer Naval Facilities Engineering Systems Command

DAVID H. DENTINO, SES

Deputy Director of Civil Engineers DCS/Logistics, Engineering & Force Protection (HAF/A4C) HQ United States Air Force

MICHAEL McANDREW, SES Deputy Assistant Secretary of Defense (Con-struction) Office of the Secretary of Defense http://www.wbdg.org/pdfs/ufc_implementation.pdf https://www.wbdg.org/dod

REVISION SUMMARY SHEET

Document: UFC 3-301-01, Change 1, Dated October 2, 2023 Superseding: UFC 3-301-01, Dated April 11, 2023

\1\ Description of changes:

This update to UFC 3-301-01 incorporates a change to Tsunami design provisions wherein “other utilities”, which would generally refer to elements of secondary or tertiary importance, may be designed for a reduced risk category where approved by the AHJ.

Additionally, an existing prohibition against the use of fabric hangar doors in windborne debris regions has been changed to include fabric covered buildings in general in windborne debris regions.

Reason for changes:

Regarding tsunami design change: In some cases it may be infeasible to harden all elements of a utility system against tsunami effects, particularly less critical distributions systems. Accordingly, it was decided that the Authority Having Jurisdiction (AHJ) can approve the reduction of tsunami risk category for “other utilities”, which can have the effect of reducing or eliminating tsunami design requirements for secondary and/or tertiary systems.

Regarding fabric covered buildings in windborne debris regions: It became apparent that there was an omission in DoD structural criteria, wherein an existing prohibition against the use of fabric covered hangar doors existed, while there was no such prohibition against using fabric covered buildings in general, which are vulnerable to the same failure mode. Moreover, this omission would result in a prohibition against the use of a fabric door on a fabric covered building, which would prove illogical. Awareness of this omission occurred as a result of a recent emphasis on the utilization of fabric covered buildings across the Department of Defense. Fabric, unlike other construction materials is uniquely vulnerable to tearing and tear propagation do to windborne debris. Past experience with Hurricane Michael at Tyndall Air Force Base has demonstrated this vulnerability.

Impact: There are both costs and benefits to these changes

Tsunami design changes: This change will result in substantial cost savings to the Department of Defense over time, where the department is impacted by tsunami.

Fabric covered structures: A direct increase in cost will be negligible for this change, as the life cycle cost for a fabric covered building, compared to a metal clad building, will not vary significantly for windborne debris regions. Ultimately however, it is expected that this prohibition will result in considerable savings to DoD, by reducing facility loss and facility content loss due to damage caused by major hurricanes and typhoons.

/1/

Document: UFC 3-301-01, Change 2, Dated September 4, 2024 Superseding: UFC 3-301-01, Change 1, Dated October 2, 2023

\2\ Description of changes (seismic coefficients):

Seismic design values for OCONUS installations have been updated (effective Sept 4, 2024). This will affect existing OCONUS RFP's and designs according to UFC 1-200-01 (Chapter 1-3.1).

Reason for changes:

Seismic acceleration coefficients (earthquake loading) for OCONUS installations have not been fully updated since the 1990's. At that time, they were prepared based on less reliable information. In 2010, the Global Earthquake Model (GEM), a non-profit foundation, began a multi-year effort to construct a global earthquake hazard model using high quality site hazard data available from governments, academia, and industry resources. This Model is continuously refined and improved. In 2021, the Department of Defense (DoD), in partnership with the Department of State (DoS), contracted with GEM to develop new seismic design values for all OCONUS DoD installations and DoS facilities using the GEM model. Results from this effort have recently become available and have been incorporated into DoD design criteria (effective Sept 4, 2024).

Impact:

There may be a significant cost increase for some locations. Because prior values were based on less reliable information, this update has resulted in numerous changes. In most cases changes are mild to moderate. However, in a few locations, values have increased markedly. For this reason, this change has the potential to result in a significant cost increase for some locations.

/2/

\2\ Description of changes (fall protection):

Two separate sections referencing fall protection were consolidated and simplified.

Reason for changes:

Fall protection requirements noted within the UFC were confusing as written, redundant to the IBC and ASCE 7 and, in some cases, were not relevant to the building structure.

Impact:

There is no significant impact associated with this change.

/2/

\2\ Description of changes (Roof Diaphragms Resisting Wind Loads in High-wind Regions):

An exception was added to this provision to prevent it from being applied to new buildings.

Reason for changes:

As written, the provision could be incorrectly applied to new buildings.

Impact:

There is no significant impact associated with this change.

/2/

Document: UFC 3-301-01, Change 3, Dated February 3, 2025 Superseding: UFC 3-301-01, Change 2, Dated September 4, 2024

\3\ Description of changes -Adoption of the 2024 I-codes

-Adoption of ASCE 7-22, Minimum Design Loads and Associated Criteria for Buildings and Other Structures

-Frost depth, for the purpose of foundation design, is now to be determined by project geotechnical engineer

Reason for changes:

Maintain concurrence with model building codes and alignment with DoD building code (1-200-01).

Impact:

Typical of the code update cycle.

/3/ i

TABLE OF CONTENTS

CHAPTER 1 INTRODUCTION

1-1 BACKGROUND

1-2 REISSUE AND CANCELS

1-3 PURPOSE AND SCOPE

1-4 APPLICABILITY

1-5 CONFLICTS AND MODIFICATIONS

1-6 OVERVIEW OF THIS UFC

1-7 COMMENTARY

1-8 OTHER CRITERIA

1-8.1 General Building Requirements

1-8.2 Progressive Collapse Analysis and Design

1-8.3 Design of Risk Category V Structures

1-8.4 Cybersecurity

1-9 REFERENCES

CHAPTER 2 MODIFICATIONS TO IBC

2-1 IBC CHAPTER 1 - SCOPE AND ADMINISTRATION

2-1.1 Section 101 – GENERAL

2-1.2 Section 116 - UNSAFE STRUCTURES AND EQUIPMENT

2-2 IBC CHAPTER 2 – DEFINITIONS

2-2.1 Section 202 – DEFINITIONS

2-3 IBC CHAPTER 4 – SPECIAL DETAILED REQUIREMENTS BASED ON

OCCUPANCY AND USE

2-3.1 Section 423 – STORM SHELTERS

2-4 IBC CHAPTER 16 – STRUCTURAL DESIGN

2-4.1 Section 1603 – CONSTRUCTION DOCUMENTS

2-4.2 Section 1604 - GENERAL DESIGN REQUIREMENTS

2-4.3 Section 1605 – LOAD COMBINATIONS

2-4.4 Section 1607 - LIVE LOADS

2-4.5 Section 1608 - SNOW LOADS

2-4.6 Section 1609 - WIND LOADS

2-4.7 Section 1613 - EARTHQUAKE LOADS

2-4.8 Section 1615 – TSUNAMI LOADS ii

2-4.9 Section 1616 – STRUCTURAL INTEGRITY [Deletion]

2-5 IBC CHAPTER 17 - SPECIAL INSPECTIONS AND TESTS

2-5.1 Section 1701 – GENERAL

2-5.2 Section 1703 – APPROVALS

2-5.3 Section 1704 – SPECIAL INSPECTIONS AND TESTS, CONTRACTOR

RESPONSIBILITY, AND STRUCTURAL OBSERVATIONS

2-5.4 Section 1705 – REQUIRED SPECIAL INSPECTIONS AND TESTS. .. 26

2-6 IBC CHAPTER 18 - SOILS AND FOUNDATIONS

2-6.1 Section 1808 – FOUNDATIONS

2-6.2 Section 1809 - SHALLOW FOUNDATIONS

2-7 IBC CHAPTER 19 – CONCRETE

2-7.1 Section 1901 – GENERAL

2-7.2 Section 1903 – SPECIFICATIONS FOR TESTS AND MATERIALS. .. 29

2-7.3 Section 1904 - DURABILITY REQUIREMENTS

2-7.4 Section 1907 -SLABS-ON-GROUND

2-8 IBC CHAPTER 21 – MASONRY

2-8.1 Section 2101 – GENERAL

2-8.2 Section 2104 – CONSTRUCTION

2-8.3 Section 2106 - SEISMIC DESIGN

2-8.4 Section 2109 - EMPIRICAL DESIGN OF ADOBE MASONRY [Deletion].

2-9 IBC CHAPTER 22 – STEEL

2-9.1 Section 2201 – GENERAL

2-9.2 Section 2202 - STRUCTURAL STEEL AND COMPOSITE

STRUCTURAL STEEL AND CONCRETE

2-9.3 Section 2204 - COLD-FORMED STEEL

2-9.4 Section 2206 - COLD-FORMED STEEL LIGHT-FRAME

CONSTRUCTION

2-10 IBC CHAPTER 23 – WOOD

2-10.1 Section 2308 – CONVENTIONAL LIGHT-FRAME CONSTRUCTION. 40

2-11 IBC CHAPTER 31 – SPECIAL CONSTRUCTION

2-11.1 Section 3102 – MEMBRANE STRUCTURES

CHAPTER 3 MODIFICATIONS TO ASCE 7

3-1 ASCE 7-22 CHAPTER 1 – GENERAL

iii

3-1.1 Section 1.3 - BASIC REQUIREMENTS

3-1.2 Section 1.5 - CLASSIFICATION OF BUILDINGS AND OTHER

STRUCTURES

3-2 ASCE 7-22 CHAPTER 2 – COMBINATIONS OF LOADS

3-2.1 Section 2.3 - LOAD COMBINATIONS FOR STRENGTH DESIGN

3-2.2 Section 2.4 – LOAD COMBINATIONS FOR ALLOWABLE STRESS

DESIGN

3-2.3 Section 2.5 - LOAD COMBINATIONS FOR EXTRAORDINARY

EVENTS

3-3 ASCE 7-22 CHAPTER 6 – TSUNAMI LOADS

3-3.1 Section 6.5 - ANALYSIS OF DESIGN INUNDATION DEPTH AND

FLOW VELOCITY

3-3.2 Section 6.14 - TSUNAMI VERTICAL EVACUATION REFUGE

STRUCTURES

3-3.3 Section 6.15 - DESIGNATED NONSTRUCTURAL COMPONENTS

AND SYSTEMS

3-4 ASCE 7-22 CHAPTER 7 – SNOW LOADS

3-4.1 Section 7.4 – Sloped Roof Snow Loads, ps [Supplement]

3-5 ASCE 7-22 CHAPTER 11 – SEISMIC DESIGN CRITERIA

3-5.1 Section 11.1 – GENERAL

3-5.2 Section 11.2 – DEFINITIONS

3-5.3 Section 11.5 - IMPORTANCE FACTOR AND RISK CATEGORY

3-6 ASCE 7-22 CHAPTER 12 – SEISMIC DESIGN REQUIREMENTS FOR

BUILDING STRUCTURES

3-6.1 Section 12.2 – STRUCTURAL SYSTEM SELECTION

3-6.2 Section 12.6 - ANALYSIS PROCEDURE SELECTION [Supplement]. 48

3-6.3 Section 12.10 - DIAPHRAGMS, CHORDS, AND COLLECTORS

3-6.4 Section 12.11 - STRUCTURAL WALLS AND THEIR ANCHORAGE. . 58

3-7 ASCE 7-22 CHAPTER 13 – SEISMIC DESIGN REQUIREMENTS FOR

NONSTRUCTURAL COMPONENTS

3-7.1 Section 13.1 – GENERAL

3-7.2 Section 13.2 - GENERAL DESIGN REQUIREMENTS

3-7.3 Section 13.3 - SEISMIC DEMANDS ON NONSTRUCTURAL

COMPONENTS

3-7.4 Section 13.4 - NONSTRUCTURAL COMPONENT ANCHORAGE AND

ATTACHMENT

iv

3-7.5 Section 13.5 - ARCHITECTURAL COMPONENTS

3-7.6 Section 13.6 - MECHANICAL AND ELECTRICAL COMPONENTS

3-8 ASCE 7 CHAPTER 15 – SEISMIC DESIGN REQUIREMENTS FOR

NONBUILDING STRUCTURES

3-8.1 Section 15.4 - STRUCTURAL DESIGN REQUIREMENTS

3-8.2 Section 15.5 - NONBUILDING STRUCTURES SIMILAR TO

BUILDINGS

3-8.3 Section 15.7 - TANKS AND VESSELS

3-9 ASCE 7 CHAPTER 26 – WIND LOADS: GENERAL REQUIREMENTS. 67

3-9.1 Section 26.12 - ENCLOSURE CLASSIFICATION

CHAPTER 4 EVALUATION AND RETROFIT OF EXISTING BUILDINGS

4-1 GENERAL

4-2 MODIFICATIONS TO RP 10

4-2.1 Circumstances Initiating Evaluation and Mitigation (Triggers)

4-2.2 Performance Objectives for Evaluation and Retrofit using ASCE 41-17.

4-2.3 Exemptions and Benchmark Buildings

4-3 ADDITIONAL REQUIREMENTS

4-3.1 Combined Projects

4-3.2 Existing Structural Elements Carrying Lateral Load

4-4 MODIFICATIONS TO IEBC

4-4.1 IEBC Part 1 – scope and application

4-4.2 IEBC Chapter 5 – prescriptive compliance method

4-4.3 IEBC Chapter 7 – alterations - level one

CHAPTER 5 NONBUILDING STRUCTURES

5-1 HIGHWAY BRIDGE DESIGN

5-2 RAILROAD BRIDGE DESIGN

5-3 TANKS FOR LIQUID STORAGE

5-4 TANKS FOR PETROLEUM STORAGE

5-5 ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES

5-6 PRESTRESSED CONCRETE TANKS

5-7 WATER TREATMENT FACILITIES

5-8 TRANSMISSION TOWERS AND POLES

v

5-9 ANTENNA TOWERS

5-10 PEDESTRIAN BRIDGES

CHAPTER 6 MODIFICATIONS TO THE IBC FOR CRITICAL HEALTHCARE

FACILITIES

6-1 IBC CHAPTER 1 – SCOPE AND ADMINISTRATION

6-1.1 Section 101 – GENERAL

6-2 IBC CHAPTER 16 – STRUCTURAL DESIGN

6-2.1 Section 1603 – CONSTRUCTION DOCUMENTS

6-3 IBC CHAPTER 18 – SOILS AND FOUNDATIONS

6-3.1 Section 1807 – FOUNDATION WALLS, RETAINING WALLS AND

EMBEDDED POSTS AND POLES

6-4 IBC CHAPTER 19 – CONCRETE

6-4.1 Section 1901 – GENERAL

6-4.2 Section 1903 – SPECIFICATIONS FOR TESTS AND MATERIALS. .. 88

6-4.3 Section 1905 – MODIFICATIONS TO ACI 318

6-5 IBC CHAPTER 21 – MASONRY

6-5.1 Section 2101 – GENERAL

6-5.2 Section 2106 – SEISMIC DESIGN

6-5.3 Section 2107 - ALLOWABLE STRESS DESIGN

6-5.4 Section 2108 – STRENGTH DESIGN OF MASONRY

6-6 IBC CHAPTER 22 – STEEL

6-6.1 Section 2204 – CONNECTIONS

6-6.2 Section 2207 – STEEL JOISTS

6-6.3 Section 2210 – COLD-FORMED STEEL

6-6.4 Section 2211 – COLD-FORMED STEEL LIGHT-FRAMED

CONSTRUCTION

CHAPTER 7 MODIFICATIONS TO ASCE 7-16 FOR CRITICAL HEALTHCARE

FACILITIES

7-1 ASCE 7-16 CHAPTER 11 – SEISMIC DESIGN CRITERIA

7-1.1 Section 11.1 – GENERAL

7-2 ASCE 7-16 CHAPTER 12 – SEISMIC DESIGN REQUIREMENTS FOR

BUILDING STRUCTURES

7-2.1 Section 12.1 – STRUCTURAL DESIGN BASIS

7-2.2 Section 12.2 – STRUCTURAL SYSTEM SELECTION vi

7-2.3 Section 12.3 – DIAPHRAGM FLEXIBILITY, CONFIGURATION

IRREGULARITIES, AND REDUNDANCY

7-2.4 Section 12.7 – MODELING CRITERIA

7-2.5 Section 12.12 – DRIFT AND DEFORMATION

7-3 ASCE 7-16 CHAPTER 13 – SEISMIC DESIGN REQUIREMENTS FOR

NONSTRUCTURAL COMPONENTS

7-3.1 Section 13.2 – GENERAL DESIGN REQUIREMENTS

7-3.2 Section 13.4 – NONSTRUCTURAL COMPONENT ANCHORAGE. .. 101

7-3.3 Section 13.5 – ARCHITECTURAL COMPONENTS

7-3.4 Section 13.6 – MECHANICAL AND ELECTRICAL COMPONENTS. 101

7-4 ASCE 7-16 CHAPTER 17 – SEISMIC DESIGN REQUIREMENTS FOR

SEISMICALLY ISOLATED STRUCTURES

7-4.1 Section 17.4 – ANALYSIS PROCEDURE SELECTION

7-5 ASCE 7-16 CHAPTER 18 – SEISMIC DESIGN REQUIREMENTS FOR

STRUCTURES WITH DAMPING SYSTEMS

APPENDIX A BEST PRACTICES

A-1 STRUCTURAL DESIGN

A-1.1 Building Drift Limits

A-1.2 Impact Resistant Glazing

A-1.3 Hard Wall Buildings

A-1.4 Wind and Seismic Loads on Photovoltaic Arrays

A-1.5 Wind Loads on Buildings with Large Openings

A-2 SOILS AND FOUNDATIONS

A-2.1 Gable Bent Footings

A-2.2 Footings on Expansive Soils

A-2.3 Footing Depth Considering Frost

A-3 CONCRETE

A-3.1 Slab-on-Ground Concrete Strength

A-3.2 Slab-on-Ground Joints

A-3.3 Slab-on-Ground Drying Shrinkage

A-3.4 Slab-on-Ground Vapor Retarder/Barrier

A-4 MASONRY

A-4.1 Masonry Veneer Base Detail

A-5 STEEL

vii

A-5.1 Shelf Angles for Masonry

A-5.2 Cold-Formed Continuous Beams and Joists

A-5.3 Masonry Veneer/Steel Stud Wall Detailing

A-5.4 Steel Structures in Corrosive Environments

A-5.5 Steel Structures in Arctic and Antarctic Zones

A-5.6 Steel Column Base Plate Shear Transfer

A-5.7 Steel Joist Connections

A-6 WOOD

A-6.1 Connections

APPENDIX B ALTERNATE DESIGN PROCEDURE FOR BUILDINGS AND OTHER

STRUCTURES IN RISK CATEGORY IV

B-1 GENERAL

B-1.1 Overview

B-1.2 Design Review Panel

B-2 DEFINITIONS

B-2.1 General

B-3 CONSTRUCTION DOCUMENTS

B-3.1 General

B-4 GENERAL DESIGN REQUIREMENTS

B-4.1 General

B-5 LOAD COMBINATIONS

B-5.1 General

B-5.2 Seismic Load Combinations

B-6 DEAD LOADS

B-6.1 General

B-7 LIVE LOADS

B-7.1 General

B-8 SNOW LOADS

B-8.1 General

B-9 WIND LOADS

B-9.1 General

B-10 SOIL LOADS AND HYDROSTATIC PRESSURE

B-10.1 General viii

B-11 RAIN LOADS

B-11.1 General

B-12 FLOOD LOADS

B-12.1 General

B-13 ICE LOADS—ATMOSPHERIC ICING

B-13.1 General

B-14 TSUNAMI LOADS

B-14.1 General

B-15 EARTHQUAKE LOADS – GENERAL

B-15.1 Scope

B-16 EARTHQUAKE LOADS – SITE GROUND MOTION

B-16.1 Determining MCER and BSE-1N Response Spectra and Spectral Response Accelerations

B-16.2 Site-specific Response Analysis for Determining Ground Motion Accelerations

B-17 EARTHQUAKE LOADS – CRITERIA SECTION

B-17.1 Structural Design Criteria

B-17.2 Importance Factors

B-17.3 Site Limitations

B-17.4 Building Configuration

B-17.5 Analysis Procedures

B-18 EARTHQUAKE LOADS – MINIMUM DESIGN LATERAL FORCE AND

RELATED EFFECTS

B-18.1 Seismic Load Effect, E

B-18.2 Redundancy

B-18.3 Deflection and Drift Limits

B-18.4 Seismic Force-resisting Systems

B-19 EARTHQUAKE LOADS, SOIL-STRUCTURE INTERACTION EFFECTS.

B-19.1 Analysis Procedure

B-20 SEISMIC DESIGN AND STRUCTURAL MEMBER LOAD EFFECTS. . 121

B-20.1 Structural Member Load Effects

B-20.2 Structural Integrity

B-20.3 Soils and Foundations ix

B-21 SEISMIC DESIGN REQUIREMENTS FOR NONSTRUCTURAL

COMPONENTS

B-21.1 Component Design

B-21.2 Performance Objectives

B-21.3 Modification of ASCE 7-22 for Hazards Reduced Design

B-21.4 Modification of ASCE 7-22 for Operational Design

APPENDIX C GUIDANCE FOR SEISMIC DESIGN OF NONSTRUCTURAL

COMPONENTS

C-1 INTRODUCTION

C-1.1 Design Criteria

C-1.2 Walk-down Inspections and Seismic Mitigation for Buildings in Risk Categories IV

C-2 ARCHITECTURAL COMPONENTS

C-2.1 General

C-2.2 Typical Architectural Components

C-3 MECHANICAL AND ELECTRICAL COMPONENTS

C-3.1 Component Support

C-3.2 Stacks (Exhaust) Associated with Buildings

C-3.3 Elevators

C-3.4 Lighting Fixtures in Buildings

C-3.5 Bridges, Cranes, and Monorails

APPENDIX D MECHANICAL AND ELECTRICAL COMPONENT CERTIFICATION 149

D-1 COMPONENT CERTIFICATION

D-1.1 General

APPENDIX E MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, LO, AND

MINIMUM CONCENTRATED LIVE LOADS

E-1 REFERENCES

APPENDIX F COMPOSITES FOR BRIDGING APPLICATIONS [ADDITION]

F-1 INTRODUCTION

F-1.1 Purpose and Scope

F-1.2 Applicability

F-1.3 Overview of Appendix

F-2 GENERAL

F-3 THERMOSET FRP COMPOSITE TECHNOLOGIES

x

F-3.1 Thermoset FRP Composite Design Considerations

F-3.2 Thermoset FRP Composite Guidance and Case Studies

F-4 THERMOPLASTIC TECHNOLOGIES

F-4.1 Thermoplastic Material Considerations

F-4.2 Thermoplastic Material Guidance and Case Studies

F-5 REFERENCES FOR APPENDIX F

F-5.1 Government

F-5.2 Non-Government

F-6 ABBREVIATIONS FOR APPENDIX F

APPENDIX G GLASS FIBER-REINFORCED POLYMER (GFRP) BARS FOR

CONCRETE STRUCTURES [ADDITION]

G-1 INTRODUCTION

G-1.1 Purpose and Scope

G-1.2 Applicability

G-1.3 Limitations to Use

G-1.4 Overview of Appendix

G-2 GENERAL

G-3 GFRP REINFORCING BARS

G-3.1 Material Specification

G-3.2 Tensile Strength

G-3.3 Material Properties

G-4 DESIGN

G-4.1 Shear Design

G-4.2 Serviceability

G-4.3 Development and Lap Splices

G-4.4 Other Design Considerations

G-5 DURABILITY

G-5.1 Strength and Stiffness

G-5.2 Creep and fatigue

G-5.3 Exposure to Temperatures and Sunlight

G-6 CONSTRUCTION

G-7 REFERENCES FOR APPENDIX G

G-7.1 Government xi

G-7.2 Non-Government

G-7.3 Other Publications

G-8 ABBREVIATIONS FOR APPENDIX G

APPENDIX H GLOSSARY

H-1 ABBREVIATIONS

APPENDIX I REFERENCES

I-1 FEDERAL GOVERNMENT

I-2 STATE GOVERNMENT

I-3 NON-GOVERNMENT

I-4 PUBLICATIONS

xii

FIGURES

Figure 2-1 Webbing in Shell Elements Figure 3-1 Anchorage of Walls to Flexible Diaphragm Figure C-1. Partial Infill Masonry Wall between Two Concrete Columns, Causing

Adverse “Short Column” Effect Figure C-2. Typical Details for Isolation of Rigid Partition Walls Figure C-3. Typical Seismic Restraints for Floor-mounted Equipment Figure C-4. Typical Seismic Restraints for Suspended Equipment Figure C-5. Acceptable Seismic Details for Pipe Sway Bracing Figure C-6. Pinned-pinned Support Condition for Table C-1 Figure C-7. Fixed-pinned Support Condition for Table C-2 Figure C-8. Fixed-fixed Support Condition for Table C-3 Figure C-9. Period Coefficients for Uniform Beams Figure C-10. Single Guyed Stacks Figure C-11. Elevator Details

TABLES

Table 2-1 Wind Induced Deflection Limits for Framing Supporting Exterior Wall

Finishes a,b Table 2-2 Risk Category of Buildings and Other Structures Table 3-1 Replacement for ASCE 7-22 Table 12.2-1, Design Coefficients and

Factors for Basic Seismic Force-Resisting Systems Table 4-1(a) Structural Performance Objectives1,2 Table 4-1(b) Nonstructural Performance Objectives1,2,3 Table 4-2 Replacement for ASCE/SEI 41-17 Tables 3-2 and 3-3 for Benchmark

Buildings Table 6-1 Minimum Thickness of Masonry Walls1,2 Table 7-1 Replacement for ASCE 7-22 Table 12.2-1 Design Coefficients and

Factors for Basic Seismic Force-Resisting Systems Table B-1 Permitted Systems for Risk Category IV Buildings Designed Using

Alternate Procedure of Chapter 3 Table C-1 Maximum Span for Rigid Pipe with Pinned-Pinned Conditions, L Table C-2 Maximum Span for Rigid Pipe with Fixed-Pinned Condition, L Table C-3 Maximum Span for Rigid Pipe with Fixed-Fixed Condition, L Table E-1 Minimum Uniformly Distributed Live Loads and Minimum Concentrated

Live Loadsa Table G-1 Comparison of GFRP and steel material properties

CHAPTER 1 INTRODUCTION

1-1 BACKGROUND.

UFC 1-200-01 implements and supplements 2024 IBC as the building code for DoD.

Chapter 2 of this UFC further modifies the IBC for structural-specific design requirements and is organized by the chapter of the IBC that each section modifies.

Apply any section in the 2024 IBC, that is not specifically referenced, as it is written in the 2024 IBC. Chapter 3 of this UFC further modifies ASCE 7-22 for structural-specific design requirements and is organized by the chapter of ASCE 7 that each section modifies. Apply any section in ASCE 7-22, that is referenced by the 2024 IBC but is not modified in Chapter 3 of this UFC, as it is written in ASCE 7-22.

The 2024 IBC and ASCE 7-22 section modifications are one of four actions, according to the following legend:

[Addition] – Add new section, including new section number, not shown in 2024 IBC or ASCE 7-22.

[Deletion] – Delete referenced 2024 IBC or ASCE 7-22 section or noted portion of a section.

[Replacement] – Delete referenced 2024 IBC or ASCE 7-22 section or noted portion and replace it with the narrative shown.

[Supplement] – Add narrative shown as a supplement to the narrative shown in the referenced section of 2024 IBC or ASCE 7-22.

1-2 REISSUE AND CANCELS.

This edition of UFC 3-301-01 cancels UFC 3-301-01 dated 1 October 2019.

1-3 PURPOSE AND SCOPE.

This Unified Facilities Criteria (UFC) provides requirements for structures designed and constructed for the Department of Defense (DoD). These technical requirements are based on the 2024 International Building Code (2024 IBC), as modified by UFC 1-200- 01, DoD Building Code, and the structural standard referenced by the 2024 IBC:

ASCE/SEI 7-22 Minimum Design Loads and Associated Criteria for Buildings and Other Structures (hereinafter referred to simply as ASCE 7-22). The criteria further provides limited technical guidance for seismic evaluation and strengthening of existing buildings, and references ICSSC RP 10, Standards of Seismic Safety for Existing Federally Owned and Leased Buildings (RP 10) as well as ASCE/SEI 41-17, Seismic Evaluation and Retrofit of Existing Buildings (hereinafter referred to simply as ASCE 41-17).

Additionally, for nonseismic retrofit of existing buildings, the criteria references the 2024 edition of the International Existing Building Code (2024 IEBC). This information is for use by structural engineers to develop design calculations, specifications, plans, and design-build Requests for Proposal (RFPs), and it is meant to serve as the minimum design requirement for DoD buildings.

1-4 APPLICABILITY.

This UFC follows the same applicability as UFC 1-200-01, paragraph 1-3, with no exceptions.

1-5 CONFLICTS AND MODIFICATIONS.

The 2024 IBC provisions are directed toward public health, safety, and general welfare, presenting minimum standards that must be met by the private sector construction industry. The use of industry standards for DoD projects promotes communication in the marketplace, improves competition, and results in cost savings. However, the military sometimes requires higher standards to achieve unique building performance, or to construct types of facilities that are not used in the private sector. In addition, the construction of military facilities outside the United States can introduce requirements that are not addressed in national model building codes. Modifications to the 2024 IBC and ASCE 7-22 provisions contained herein are intended to fulfill those unique military requirements. Where conflicts between the 2024 IBC or ASCE 7-22 and this UFC arise, this UFC prevails.

In addition, for construction outside the United States, conflicts between host nation building codes and the UFC may arise. In those instances, the more stringent design provisions prevail.

1-6 OVERVIEW OF THIS UFC.

Brief descriptions of the various chapters and appendices of this UFC follow.

Chapter 2 – MODIFICATIONS TO IBC. Chapter 2 provides supplemental requirements for applying the 2024 IBC structural provisions to conventional DoD building design by listing required modifications for specific 2024 IBC sections.

The 2024 IBC sections that are not referenced in Chapter 2 or otherwise modified by provisions of Chapter 6 and Appendix B apply as they are written in the 2024 IBC.

Chapter 3 – MODIFICATIONS TO ASCE 7. Chapter 3 provides supplemental requirements for applying the ASCE 7-22 structural and nonstructural component provisions to conventional DoD building design by listing required modifications for specific ASCE 7-22 sections. The ASCE 7-22 sections that are adopted by the 2024 IBC but are not referenced in Chapter 3 or otherwise modified by provisions of Chapter 7 and Appendix B apply as they are written in ASCE 7-22.

CHAPTER 4 - EVALUATION AND RETROFIT OF EXISTING BUILDINGS. This chapter contains provisions for the repair, alteration, change of occupancy, acquisition, addition to, and relocation of existing buildings. For seismic evaluation of existing buildings, this chapter adopts by reference the provisions of

ICSSC RP 10, as well as those of ASCE/SEI 41-17. This chapter also makes revisions to specific sections in RP 10. Additionally, this chapter contains modifications to the 2024 IEBC including the scope, and the prescriptive compliance method for nonseismic evaluation of existing buildings.

CHAPTER 5 – NONBUILDING STRUCTURES. This chapter lists the names of various standards and other guidelines to be followed for the design of highway bridges, railroad bridges, tanks for liquid storage, tanks for petroleum storage, environmental engineering concrete structures, prestressed concrete tanks, water treatment facility structures, transmission towers and poles, antenna towers, and pedestrian bridges.

CHAPTER 6 – MODIFICATIONS TO THE IBC FOR CRITICAL HEALTHCARE

FACILITIES. This chapter contains a number of additional requirements for certain critical healthcare facilities identified in the chapter. The requirements are presented in the form of modifications to Chapters 16, 18, 19, 20, 21, and 22 of the IBC.

CHAPTER 7 – MODIFICATIONS TO ASCE 7 FOR CRITICAL HEALTHCARE

FACILITIES. This chapter contains a number of additional requirements for the same healthcare facilities within the scope of Chapter 6. The requirements are presented in the form of modifications to Chapters 11, 12, and 13 of ASCE 7.

Appendix A – BEST PRACTICES. This appendix provides useful recommendations and guidance on a number of important topics such as building drift limits, impact resistant glazing, wind and seismic loads on photovoltaic arrays, etc.

Appendix B – ALTERNATE DESIGN PROCEDURE FOR BUILDINGS AND OTHER STRUCTURES IN RISK CATEGORY IV. For buildings assigned to Risk Category IV, those that are “essential” because of their military function or post-earthquake recovery role, the 2024 IBC/ASCE 7-22 requires higher design lateral loads and more stringent structural detailing procedures than those for buildings assigned to Risk Category I, II, or III. Applying nonlinear analysis procedures may result in more economical or better-performing Risk Category IV buildings than linear elastic procedures can provide. While the 2024 IBC/ASCE 7-22 permits nonlinear static analysis procedures, it provides little guidance on how to perform them. Appendix B presents optional nonlinear static analysis procedures that may be used for Risk Category IV buildings. Apply the optional nonlinear procedures outlined in Appendix B only with the approval of the Authority Having Jurisdiction.

Appendix C – GUIDANCE FOR SEISMIC DESIGN OF NONSTRUCTURAL COMPONENTS. Appendix C provides guidance for seismic design of nonstructural components. Requirements for design of nonstructural components in this UFC are supplemented by guidance provided in this appendix.

Appendix D – MECHANICAL AND ELECTRICAL COMPONENT CERTIFICATION. Appendix D provides guidance in addition to what is available in ASCE 7-22 Section 13.2.2 on certification of mechanical and electrical components.

Appendix E – MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, LO, AND MINIMUM CONCENTRATED LIVE LOADS. This appendix contains Table E-1, which replaces Table 1607.1 of the 2024 IBC and includes additional occupancy or use classification for military facilities that are shown in bold italics.

Appendix F - GUIDANCE FOR COMPOSITE TECHNOLOGIES FOR BRIDGE APPLICATIONS. The fiber reinforced polymer (FRP) technologies covered in this Appendix include carbon FRP composite prestressing systems, FRP composite external strengthening and repair systems, and FRP composite elements including bridge piles and bridge decks. This appendix also includes information on thermoplastic materials for replacement of timber bridges including thermoplastic lumber, thermoplastic piles, and thermoplastic I-beams.

Appendix G – GLASS FIBER-REINFORCED POLYMER (GFRP) BARS FOR CONCRETE STRUCTURES. This appendix provides design resources to structural engineers interested in using glass fiber-reinforced polymer (GFRP) reinforcement in concrete structures. New standards developed by ASTM and ACI for GFRP bars are discussed along with other supporting guides and reports.

This appendix identifies the limits on the use of GFRP reinforcement in concrete structures and key design considerations.

Appendix H – GLOSSARY. This appendix lists all the abbreviated terms used in this UFC.

Appendix I – REFERENCES. The UFC has an extensive list of referenced public documents. The primary references for this UFC are the 2024 IBC and ASCE 7- 22.

1-7 COMMENTARY.

Limited commentary has been provided in the chapters. Section designations for such commentary are preceded by a “[C]”, and the commentary narrative is shaded.

1-8 OTHER CRITERIA.

Military criteria other than those listed in this document may be applicable to specific types of structures. Such structures must meet the additional requirements of the applicable military criteria.

1-8.1 General Building Requirements.

Comply with UFC 1-200-01, DoD Building Code. UFC 1-200-01 provides applicability of model building codes and government unique criteria for typical design disciplines and building systems, as well as for accessibility, antiterrorism, security, high performance and sustainability requirements, and safety. Use this UFC in addition to UFC 1-200-01 and the UFCs and government criteria referenced therein.

1-8.2 Progressive Collapse Analysis and Design.

When required, apply UFC 4-023-03, Design of Buildings to Resist Progressive Collapse.

1-8.3 Design of Risk Category V Structures.

A risk category not included in the 2024 IBC/ASCE 7-22, Risk Category V, has been added to address national strategic military assets. Structures in this risk category are designed to remain elastic during the MCER. Refer to Table 2-2 of this UFC for the list of structures that must be assigned to RC V. Refer to UFC 3-301-02 for the design of all RC V structures.

1-8.4 Cybersecurity.

All facility-related control systems (including systems separate from a utility monitoring and control system) must be planned, designed, acquired, executed, and maintained in accordance with UFC 4-010-06, and as required by individual Service Implementation Policy.

1-9 REFERENCES.

APPENDIX I contains a list of references used in this document. The publication date of the code or standard is not included in this document. Unless otherwise specified, the most recent edition of the referenced publication applies.

CHAPTER 2 MODIFICATIONS TO IBC

2-1 IBC CHAPTER 1 - SCOPE AND ADMINISTRATION.

2-1.1 Section 101 – GENERAL.

101.4.7 – Existing Buildings [Replacement]

For seismic evaluation and retrofit of existing buildings, the provisions of Chapter 4 of this UFC apply to all matters governing the repair, alteration, change of occupancy, acquisition, addition and relocation.

For nonseismic evaluation and retrofit of existing buildings, the provisions of the International Existing Building Code, as modified by Chapter 4 of this UFC, shall apply to matters governing the repair, alteration, change of occupancy, addition to and relocation of existing buildings.

[C] 101.4.7 – Existing Buildings [Replacement]

The purpose of this [Replacement] is to direct users to specific provisions for seismic evaluation and retrofit of existing buildings. Chapter 4 of this UFC cites a federal recommended practice document (ICSSC RP 10) and a national standard (ASCE 41-17) for seismic evaluation and retrofit of existing buildings.

The chapter provides some modifications and clarifications to the requirements of RP 10 and ASCE 41-17.

Additionally, nonseismic retrofit provisions included in Chapter 4 of this UFC are also referenced here.

2-1.2 Section 116 - UNSAFE STRUCTURES AND EQUIPMENT.

116.5 – Restoration or Abatement [Replacement]

Where the structure or equipment determined to be unsafe by the AHJ is restored to a safe condition, the owner, the owner’s authorized agent, operator or occupant of the structure, premises or equipment deemed unsafe must abate or cause to be abated or corrected such unsafe conditions by repair, rehabilitation, demolition or other approved corrective action. To the extent that repairs, alterations or additions are made or a change of occupancy occurs during the restoration of the structure, such repairs, alterations, additions or change of occupancy must comply with the requirements of Sections 101.4.7 of this UFC.

2-2 IBC CHAPTER 2 – DEFINITIONS.

2-2.1 Section 202 – DEFINITIONS.

STRUCTURAL ENGINEER OF RECORD (SER) [Addition]

The Structural Engineer of Record (SER) is a registered design professional who performs, supervises, or approves the analysis, design, and document preparation for the building structural system. The SER is responsible for the design of the structural system, which is the completed combination of elements that serves to support the building's self-weight, superimposed dead loads, applicable live loads, and environmental loads such as wind, seismic, and thermal.

2-3 IBC CHAPTER 4 – SPECIAL DETAILED REQUIREMENTS BASED ON

OCCUPANCY AND USE.

2-3.1 Section 423 – STORM SHELTERS.

423.4 – Critical Emergency Operations [Supplement]

The requirements of this section shall also apply to hurricane-prone regions (see ASCE 7 Section 26.2) and to facilities housing critical national defense functions that must be manned continuously and for which there is no redundant capability at a different location.

423.5 – Group E occupancies. [Supplement]

Delete Exception 1. Renumber Exceptions 2 and 3 as Exceptions 1 and 2 respectively.

Group E day care facilities shall include Child Development Centers (CDCs), even if classified as Group I-4, as defined by the army, the navy, the air force, the marine corps, and other branches of the military for their respective purposes.

2-4 IBC CHAPTER 16 – STRUCTURAL DESIGN.

2-4.1 Section 1603 – CONSTRUCTION DOCUMENTS.

1603.1.5 – Earthquake Design Data Item 3. [Replacement]

3. Spectral response acceleration parameters, Ss and S1. If the data are based on site-specific response analysis, this must be noted. Site-specific source data must also include whether response spectrum or time-history analyses were per-formed.

1603.1.10 – Systems/Components Requiring Special Inspection for Seismic Resistance [Addition]

Construction documents and specifications must be prepared for those systems and components requiring special inspection for seismic resistance, as specified in 2024 IBC Section 1705.13 as modified by the appropriate special inspection section in UFC 1-200-01 and by the SER. Reference to seismic standards in lieu of detailed drawings is acceptable.

1603.2 – Delegated Engineered Systems [Addition]

The SER for a structure may delegate responsibility for the design of systems or components of the structure to a qualified registered professional engineer. Both the SER for the structure and the engineer receiving such delegation must comply with the requirements of this UFC.

Exception: The SER must design and detail all lateral force-resisting system connections for wind and seismic forces, including steel connections. This provision does not preclude a pre-engineered building engineer from designing primary lateral force-resisting connections where said engineer is the building SER. This would be the case with pre-engineered metal buildings and pre-engineered parking garages for example.

The following are some examples of optional delegated designs:

a. Pre-fabricated wood components (e.g. pre-engineered trusses)

b. Cast-in-place post-tensioned concrete structural systems

c. Precast, prestressed concrete components

d. Open web steel joists and joist girders

e. Specialty foundation systems

f. Simple (shear only) steel connections (lateral force-resisting system connections must be designed by SER)

g. Cold-formed steel joist/stud/truss framing and pre-fabricated components

h. Seismic design and anchorage of nonstructural components

i. Proprietary track for under-hung cranes and monorails

j. Cross-laminated timber connections (lateral force-resisting system connections must be designed by SER)

The engineer to whom design responsibility has been delegated must sign and seal all work they design. The SER must review all submittals that have been signed and sealed by the delegated engineer to verify compliance with the design intent and the specified design criteria and to ensure coordination with the contract documents and other shop drawings. All submittals from the engineer to whom design responsibility has been delegated must be approved by the SER prior to the start of fabrication of the system or component and prior to any field construction that may be affected by the system or component.

2-4.2 Section 1604 - GENERAL DESIGN REQUIREMENTS.

1604.3 - Serviceability [Supplement]

The SER must ensure that the maximum allowable frame drift is suitable for the proposed structure considering occupancy, use/function, and all details of construction. See ASCE 7-22 Appendix C “Serviceability Considerations” including commentary, and Section A-1.1 of UFC 3-301-01 for additional guidance.

1604.3.1 - Deflections [Replacement]

Deflections of structural members must not exceed the most restrictive of the limitations of: (1) Sections 1604.3.2 through 1604.3.5, (2) those permitted by Table 1604.3, or (3) those permitted by Table 2-1 of UFC 3-301-01.

Table 2-1 Story Wind Induced Deflection Limits for Framing Supporting Exterior Wall Finishes a,b

Brick veneer L/600 Exterior Insulation Finish Systems L/240 Cement board L/360 Stone Masonry VERIFY WITH

STONE SUPPLIER

Plywood and Wood-Based Structural-Use Panels

L/240

Gypsum sheathing L/240 Metal or vinyl siding and insulated metal panel

L/120

Notes to Table 2-1, “Lateral Deflection Limits for Framing Supporting Exterior Wall Finishes”

a. The wind load is permitted to be taken as 0.42 times the “component and cladding” wind loads for the purpose of determining the deflection limits herein.

b. L must be calculated as L = kl, where k is the theoretical effective length factor, and l is length of the member between supports.

Table 1604.5 [Replacement]

Replace Table 1604.5 of the IBC with Table 2-2 of this UFC. All references in the IBC to Table 1604.5 must be interpreted as a reference to Table 2-2 of this UFC. Items that are different from those in 2024 IBC Table 1604.5 are shown in italics.

Table 2-2 Risk Category of Buildings and Other Structures

Risk Category Nature of Occupancy

Seismic Factor

Ie

Tsunami

ITSU

DoD Sea Level Rise (SLR) Sce-nario f

I

Buildings and other structures that represent a low hazard to human life in the event of fail-ure, including, but not limited to:

• Agricultural facilities

• Certain temporary facilities

• Minor storage facilities

1.00

N/A design not required

N/A

II Buildings and other structures except those listed in Risk Categories I, III, IV and V 1.00 1.00 Low

(2065)

III

Buildings and other structures that represent a substantial hazard to human life or represent significant economic loss in the event of fail-ure, including, but not limited to:

• Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 300.d

• Buildings and other structures containing one or more public assembly spaces, each having an occupant load greater than 300 and a cumu-lative occupant load of these public assembly spaces of greater than 2,500.d

• Buildings and other structures containing ele-mentary school, secondary school, or daycare facilities with an occupant load greater than 250.d

• Buildings and other structures containing adult education facilities, such as colleges and universities, with an occupant load greater than 500.d

• Group I-3 Condition 1 occupancies

• Any other occupancy with an occupant load greater than 5,000.a,d

• Power-generating stations with individual power units rated 75 MWAC (megawatt, alter-nating current) or greater; water treatment facil-ities for potable water, wastewater treatment fa-cilities, and other public utility facilities that are not included in Risk Categories IV and V

• Buildings and other structures not included in Risk Categories IV and V containing quantities

1.25 1.25 Medium (2065)

Risk Category Nature of Occupancy

Seismic

ITSU

DoD Sea Level Rise (SLR) Sce-nario f of toxic, flammable, or explosive materials that:

Exceed maximum allowable quantities per con-trol area as given in Table 307.1(1) or 307.1(2) or per outdoor control area in accordance with NFPA 1: Fire Code; and are sufficient to pose a threat to the public if released.b

• Facilities protecting high-value equipment (including aircraft maintenance hangars) d

IV

Buildings and other structures designed as essential facilities and buildings where loss of function represents a substantial hazard to oc-cupants or users, including, but not limited to:

• Group I-2, Condition 2 occupancies.e

• Ambulatory care facilities having emergency surgery or emergency treatment facilities.e

• Group I-3 occupancies other than Condition 1.

• Fire, rescue, ambulance, and police stations, and emergency vehicle garages.e

• Designated earthquake, hurricane, or other emergency shelters.e

• Designated emergency preparedness, com-munications, and operations centers, and other facilities required for emergency response.e

• Public utility facilities providing power genera-tion, potable water treatment, or wastewater treatment.

• Power-generating stations and other utility fa-cilities required as emergency backup facilities for Risk Category IV structures.e

• Buildings and other structures containing quantities of highly toxic materials that:

Exceed maximum allowable quantities per con-trol area as given in IBC Table 307.1(2) or per outdoor control area in accordance with NFPA 1, Fire Code; and are sufficient to pose a threat to the public if released.b

• Air traffic control towers (ATCTs), Radar Ap-proach Control Facility (RACF) and air traffic control centers unless the facility is classified as a non-essential facility and is not required for post-disaster operations (i.e., minor facility, where an alternate temporary control facility is available, or auxiliary outlying field, etc.).

• Emergency aircraft hangars that house air-craft required for post-disaster emergency re-sponse; if no suitable back-up facilities exist

• Buildings and other structures not included in Risk Category V, having DoD mission-essential command, control, primary communications,

1.50 1.25 High (2065) g

Risk Category Nature of Occupancy

Seismic

ITSU

DoD Sea Level Rise (SLR) Sce-nario f data handling, and intelligence functions that are not duplicated at geographically separate locations.e

• Water storage facilities and pump structures required to maintain water pressure for fire sup-pression.

V c

Facilities designed as national strategic mili-tary assets, including, but not limited to:

• Key national defense assets (e.g. National Missile Defense facilities) without geograph-ically separated redundant capability.

• Facilities involved in operational missile con-trol, launch, tracking, or other critical defense capabilities

• Emergency backup power-generating facili-ties required for primary power for Category V occupancy

• Power-generating stations and other utility fa-cilities required for primary power for Category V occupancy, if emergency backup power gen-erating facilities are not available

• Facilities involved in storage, handling, or processing of nuclear, chemical, biological, or radiological materials, where structural failure could have widespread catastrophic conse-quences.

1.0 1.25 Highest (2065) g

Notes to Table 2-2, “Risk Category of Buildings and Other Structures”

a. For purposes of occupant load calculations, occupancies required by IBC Table 1004.5 to use gross floor area calculations shall be permitted to use net floor areas to determine the total occupant load. The floor area for vehicular drive aisles shall be permitted to be excluded in the determination of net floor area in parking garages.

b. Where approved by the AHJ, the classification of buildings and other structures as Risk Category III or IV based on their quantities of toxic, highly toxic or explosive materials is permitted to be reduced to Risk Category II, provided that it can be demonstrated by a hazard assessment in accordance with ASCE 7 Section 1.5.3 that a release of the toxic, highly toxic or explosive material is not sufficient to pose a threat to the public.

c. Risk Category V has been added to address national strategic military assets. Structures in this risk category are designed to remain elastic during the MCER. Refer to UFC 3-301-02 for the design of all RC V structures.

d. These facilities may be designed for Tsunami Risk Category I or II as approved by the AHJ.

e. These facilities may be designed for Tsunami Risk Category I, II or III as designated by the AHJ if adequate equivalent facilities are available outside of the tsunami inundation zone or if adequate equivalent facilities within the inundation zone have been designed for the effects of tsunami.

f. Use the site-specific value from the DoD Regional Sea Level (DRSL) database corresponding to the designated scenario (low/medium/high/highest) for the year 2065. The DRSL database is available at https://sealevelscenarios.serdp-estcp.org

g. Subject to approval by the AHJ, a DoD 2065 sea level rise scenario of Medium may be used for Risk Category IV and V structures when designing for a combination of tsunami and sea level rise. Reference Section 3-3.1 within this UFC for specific limitations and requirements.

1604.12 - Expansion Joints [Addition]

See guidance in “Design of Concrete Floor Slabs-on-Ground for DoD Facilities” under Related Materials for this UFC (WBDG page for 3-301-01).

2-4.3 Section 1605 – LOAD COMBINATIONS.

1605.1.2 – Structural Members Sensitive to Vertical Ground Motion [Addition]

Where the design earthquake spectral response acceleration parameter at short periods, SDS, is greater than 0.6g, the components of building and nonbuilding structures listed below must be designed for additional load combinations given in Sections 2.3.6 and 2.4.5 in Chapter 3 of this UFC for Strength Design and Allowable Stress Design, respectively.

Building Structures:

• horizontal or nearly horizontal structural members spanning 65 ft or more

• horizontal or nearly horizontal cantilever components longer than 16 ft

• horizontal or nearly horizontal prestressed components

• building components, excluding foundations, in which demands due to gravity loads exceed 80% of the nominal strength of the component

• horizontal structural elements supporting discontinuous vertical elements of the gravity load-resisting system

• base-isolated structures https://sealevelscenarios.serdp-estcp.org/

Nonbuilding Structures:

• long-span roof structures (e.g., stadiums or aircraft maintenance hangar header truss)

• electric power generation facilities

Exception: Nonbuilding structures addressed by ASCE 7-22 Section 15.1.4 are not required to comply with this section.

[C] 1605.1.2 Structural Members Sensitive to Vertical Ground Motion [Addition]

The effects of vertical earthquake ground motion on buildings have traditionally been given much less…