ufc_3_301_01_2013_c3 Structural Engineering.pdf

UFC 3-301-01

1 June 2013

Change 3, 12 September 2016

UNIFIED FACILITIES CRITERIA (UFC)

STRUCTURAL ENGINEERING

APPROVED FOR PUBLIC RELEASE; DISTRIBUTION UNLIMITED

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 COMMAND (Preparing Activity)

AIR FORCE CIVIL ENGINEER CENTER

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

Change No. Date Location 1 15 May 2014 Updated wind data and other minor modifications.

2 20 June 2016 Adopts 2015 IBC 3 12 Sept 2016 Further updated to reflect 2015 IBC

This UFC supersedes UFC 3-301-01, dated 27 January 2010 with change 3 of 31 January 2012.

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 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 Services’ responsibility for providing technical criteria for military construction. Headquarters, U.S. Army Corps of Engineers (HQUSACE), Naval Facilities Engineering Command (NAVFAC), and Air Force Civil Engineer Center (AFCEC) are responsible for administration of the UFC system. Defense agencies should contact the preparing service for document interpretation and improvements. Technical content of UFC is the responsibility of the cognizant DoD working group. Recommended changes with supporting rationale should be sent to the respective service proponent office by the following electronic form: Criteria Change Request. The form is also accessible from the Internet sites listed below.

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

• Whole Building Design Guide web site http://dod.wbdg.org/.

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

AUTHORIZED BY:

JAMES C. DALTON, P.E. JOSEPH E. GOTT, P.E.

Chief, Engineering and Construction Chief Engineer U.S. Army Corps of Engineers Naval Facilities Engineering Command

SCOTT HARTFORD, Colonel, USAF, P.E. MICHAEL McANDREW Director Director, Facilities Investment and Management Facilities Engineering Center of Excellence AF Civil Engineer Center

Office of the Deputy Under Secretary of Defense (Installations and Environment) http://www.wbdg.org/pdfs/ufc_implementation.pdf http://www.wbdg.org/ccb/browse_cat.php?o=29&c=4 http://dod.wbdg.org/

REVISION SUMMARY SHEET

Subject: UFC 3-301-01, Structural Engineering

Cancels: UFC 3-301-01, Structural Engineering dated 27 January 2010 with change 3 of 31 January 2012

Description of Changes:

• This UFC adopts the structural design provisions of the 2012 International Building Code (2012 IBC) for use in DoD building design and renovation.

• Live load table is updated to coordinate with 2015 IBC.

• Site-specific structural load data tables for wind are updated to the ultimate design wind speed values from 2012 IBC which are the basic wind speed values from ASCE/SEI 7- 10.

• Site-specific structural load data tables for seismic ground motion parameters are updated to the risk-adjusted maximum considered earthquake values and include the peak ground accelerations from ASCE/SEI 7-10.

\1\

• Revised Table E-1 Wind Speeds for Elmendorf AFB & Fort Richardson, Alaska.

• Added OCONUS seismic risk conversion equations in Table F-3 footnote.

• Eliminated call for specific type of joint in Section B.2 & E-3 (“control”).

/1/

\2\

• Adopts 2015 IBC. (All references to 2012 IBC have been updated to 2015 IBC)

• Defines DOD specific special Inspection requirements.

• Updated seismic design value for the Kwajalein based on ERDC Report, Probabilistic

Seismic Hazard Analysis for Kwajalein Atoll, Republic of the Marshall Islands, dated August 2015

Reasons for Changes:

• The updated UFC is designed to be consistent with and to supplement the guidance contained in 2015 IBC as modified by UFC 1-200-01.

Impact: There are negligible cost impacts. However, the following benefit should be realized:

• Load tables ensure that the locations identified and the loadings described are complete and current with the most up-to-date available information.

• DoD structural design criteria are current with industry codes and standards.

Non-Unified Items: This document contains no non-unified items

/2/

\3\

Description of Changes:

A footnote has been added to table E-3, which allows for a 20% reduction in seismic acceleration values for Guam, based on a site specific ground motion study conducted by URS Corporation, dated April 1, 2016, and per ASCE 7-10 21.4.

Reason for Changes:

A site specific seismicity study for Guam was funded by the Air Force to determine whether the code prescribed seismic design force could be reduced. The study’s findings, in combination with code prescribed procedures for site specific ground motion studies, allowed for a 20% reduction in seismic design force.

/3/ i

TABLE OF CONTENTS

CHAPTER 1 INTRODUCTION

1-1 PURPOSE AND SCOPE

1-2 BACKGROUND

1-3 APPLICABILITY

1-4 OTHER CRITERIA

1-4.1 General Building Requirements

1-4.2 Seismic Design

1-4.3 Progressive Collapse

1-5 REFERENCES

CHAPTER 2 MODIFICATIONS TO IBC

2-1 CHAPTER 16 - STRUCTURAL DESIGN

2-1.1 Section 1603 - CONSTRUCTION DOCUMENTS

2-1.2 Section 1604 - GENERAL DESIGN REQUIREMENTS

2-1.3 Section 1607 - LIVE LOADS

2-1.4 Section 1608 - SNOW LOADS

2-1.5 Section 1609 - WIND LOADS

2-1.6 Section 1613 - EARTHQUAKE LOADS

2-1.7 Section 1615 – STRUCTURAL INTEGRITY [Deletion]

2-2 CHAPTER 17 - SPECIAL INSPECTIONS AND TESTS

2-2.1 Section 1701 - GENERAL

2-2.2 Section 1703 - APPROVALS

2-2.3 Section 1704 – SPECIAL INSPECTIONS AND TESTS, CONTRACTOR

RESPONSIBILITY AND STRUCTURAL OBSERVATIONS

2-2.4 Section 1705 – REQUIRED SPECIAL INSPECTIONS AND TESTS ... 16

2-3 CHAPTER 18 - SOILS AND FOUNDATIONS

2-3.1 Section 1808 – FOUNDATIONS

2-3.2 Section 1809 - SHALLOW FOUNDATIONS

2-4 CHAPTER 19 - CONCRETE

2-4.1 Section 1901 – GENERAL

2-4.2 Section 1904 - DURABILITY REQUIREMENTS

2-4.3 Section 1906 – STRUCTURAL PLAIN CONCRETE ii

2-4.4 Section 1907 - MINIMUM SLAB PROVISIONS

2-5 CHAPTER 21 - MASONRY

2-5.1 Section 2101 - GENERAL

2-5.2 Section 2104 - CONSTRUCTION

2-5.3 Section 2109 - EMPIRICAL DESIGN OF MASONRY [Deletion]

2-6 CHAPTER 22 - STEEL

2-6.1 Section 2204 - CONNECTIONS

2-6.2 Section 2205 - STRUCTURAL STEEL

2-6.3 Section 2210 - COLD-FORMED STEEL

2-6.4 Section 2211 - COLD-FORMED STEEL LIGHT-FRAMED

CONSTRUCTION

CHAPTER 3 MODIFICATIONS TO ASCE/SEI 7

3-1 CHAPTER 1 – GENERAL

3-1.1 1.3.1 – Strength and Stiffness [Supplement]

3-1.2 1.3.1.3 – Performance Based Procedures [Replacement]

3-1.3 1.3.1.3.3 – Documentation [Replacement]

3-2 CHAPTER 2 – COMBINATIONS OF LOADS

3-2.1 2.3.5 – Load Combinations Including Self-Straining Loads [Supplement]

3-2.2 2.4.4 – Load Combinations Including Self-Straining Loads [Supplement]

3-2.3 2.5.1 – Applicability [Replacement]

3-2.4 2.5.2 – Load Combinations [Deletion]

3-2.5 2.5.3 – Stability Requirements [Deletion]

3-3 CHAPTER 7 – SNOW LOADS

3-3.1 7.4 – Sloped Roof Snow Loads, ps [Supplement]

3-4 CHAPTER 11 – SEISMIC DESIGN CRITERIA

3-4.1 11.1.3 – Applicability [Supplement]

3-4.2 11.2 – Definitions [Replacement]

3-5 CHAPTER 15 – SEISMIC DESIGN REQUIREMENTS FOR

NONBUILDING STRUCTURES

3-5.1 15.4.5 – Drift Limitations [Replacement]

CHAPTER 4 OTHER STRUCTURES

iii

4-1 HIGHWAY BRIDGE DESIGN

4-2 RAILROAD BRIDGE DESIGN

4-3 TANKS FOR LIQUID STORAGE

4-4 TANKS FOR PETROLEUM STORAGE

4-5 ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES

4-6 PRESTRESSED CONCRETE TANKS

4-7 WATER TREATMENT FACILITIES

4-8 TRANSMISSION TOWERS AND POLES

4-9 ANTENNA TOWERS

4-10 PEDESTRIAN BRIDGES

APPENDIX A REFERENCES

APPENDIX B BEST PRACTICES

B-1 STRUCTURAL DESIGN

B-1.1 Building Drift Limits

B-1.2 Impact Resistant Glazing

B-1.3 Hard Wall Buildings

B-1.4 Wind and Seismic Loads on Photovoltaic Arrays

B-1.5 Wind Loads on Buildings with Large Openings

B-2 SOILS AND FOUNDATIONS

B-2.1 Gable Bent Footings

B-2.2 Footings on Expansive Soils

B-2.3 Footings Depth Due to Frost

B-3 CONCRETE

B-3.1 Slab-on-Ground Concrete Strength

B-3.2 Slab-on-Ground Joints

B-3.3 Slab-on-Ground Drying Shrinkage

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

B-3.5 Post-Installed Adhesive Concrete Anchors

B-4 MASONRY

B-4.1 Masonry Veneer Base Detail

B-5 STEEL

B-5.1 Shelf Angles for Masonry iv

B-5.2 Cold-Formed Continuous Beams and Joists

B-5.3 Masonry Veneer/Steel Stud Wall Detailing

B-5.4 Steel Structures in Corrosive Environments

B-5.5 Steel Structures in Arctic and Antarctic Zones

B-5.6 Steel Column Base Plate Shear Transfer

B-5.7 Steel Joist Connections

B-6 Wood

B-6.1 Connections

APPENDIX C ABBREVIATIONS

APPENDIX D MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, Lo, AND

MINIMUM CONCENTRATED LIVE LOADS

D-1 REFERENCES

APPENDIX E SITE-SPECIFIC STRUCTURAL LOADING DATA – UNITED STATES,

ITS TERRITORIES AND POSSESSIONS

E-1 Wind Loading Data Table

E-2 Snow Loading and Frost Penetration Data Table

E-3 Earthquake Loading Data Table

APPENDIX F SITE-SPECIFIC STRUCTURAL LOADING DATA – OUTSIDE OF THE

UNITED STATES, ITS TERRITORIES AND POSSESSIONS

F-1 Wind Loading Data Table

F-2 Snow Loading and Frost Penetration Data Table

F-3 Earthquake Loading Data Table

APPENDIX G SEISMIC SPECTRAL ACCELERATION MAPS AT SELECTED

LOCATIONS OUTSIDE OF THE UNITED STATES, ITS TERRITORIES

AND POSSESSIONS

TABLES

TABLE 2-1 LATERAL DEFLECTION LIMITS FOR FRAMING SUPPORTING

EXTERIOR WALL FINISHES A,B,C

TABLE 2-2 - RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES

TABLE 2-3 – REQUIRED SPECIAL INSPECTIONS AND TESTS OF MECHANICAL

AND ELECTRICAL COMPONENTS*

TABLE 2-4 - MAXIMUM ALLOWABLE WALL LOAD AT A THICKENED SLAB FOR

WALL LOAD NEAR CENTER OF SLAB OR NEAR KEYED OR DOWELED JOINTS 22

v

TABLE 2-5 - MAXIMUM ALLOWABLE WALL LOAD AT A THICKENED SLAB FOR

WALL LOAD NEAR FREE EDGE

TABLE D-1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS AND MINIMUM

CONCENTRATED LIVE LOADSG

TABLE E-1 - WIND LOADING DATA – UNITED STATES, ITS TERRITORIES AND

POSSESSIONS

TABLE E-2 - SNOW LOADING AND FROST PENETRATION DATA – UNITED

STATES, ITS TERRITORIES AND POSSESSIONS

TABLE E-3 - EARTHQUAKE LOADING DATA – UNITED STATES, ITS

TERRITORIES AND POSSESSIONS

TABLE F-1 - WIND LOADING DATA – OUTSIDE OF THE UNITED STATES, ITS

TERRITORIES AND POSSESSIONS

TABLE F-2 – SNOW LOADING AND FROST PENETRATION DATA – OUTSIDE OF

THE UNITED STATES, ITS TERRITORIES AND POSSESSIONS

TABLE F-3 - EARTHQUAKE LOADING DATA – OUTSIDE OF THE UNITED

STATES, ITS TERRITORIES AND POSSESSIONS

FIGURES

FIGURE 2-1 - WIDTHS OF THICKENED SLABS AND SLAB EDGE CONDITIONS

UNDER WALL LOADS

FIGURE B-1 – DESIGN DEPTH OF BOTTOM OF BUILDING FOUNDATION

FIGURE G-1 - AFGHANISTAN – RISK-TARGETED MAXIMUM CONSIDERED

EARTHQUAKE HORIZONTAL GROUND MOTION OF 0.2-SECOND SPECTRAL

RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS

B

FIGURE G-2 - AFGHANISTAN – RISK-TARGETED MAXIMUM CONSIDERED

EARTHQUAKE HORIZONTAL GROUND MOTION OF 1-SECOND SPECTRAL

RESPONSE ACCELERATION (5 PERCENT OF CRITICAL DAMPING), SITE CLASS

B vi

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CHAPTER 1 INTRODUCTION

1-1 PURPOSE AND SCOPE

This Unified Facility Criteria (UFC) provides requirements for structures designed and constructed for the Department of Defense (DoD). These technical requirements are based on the 2015 International Building Code (2015 IBC), as modified by UFC 1-200-

01. This information shall be used by structural engineers to develop design calculations, specifications, plans, and design-build Requests for Proposal (RFPs).

1-2 BACKGROUND

UFC 1-200-01 uses and supplements 2015 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 IBC that each section modifies. Chapter 3 of this UFC further modifies ASCE/SEI 7-10 for structural-specific design requirements and is organized by the chapter of ASCE/SEI 7 that each section modifies. The climatic and seismic data included in this UFC are intended as tools to assist in the consistent interpretation of the corresponding data in the IBC at significant DoD installations within the United States, and as the basis for applying the provisions of UFC 1-200-01 to significant DoD installations outside of the United States. Chapter 4 provides additional guidance for the design of structures other than buildings. The 2015 IBC and ASCE/SEI 7-10 section modifications are one of four actions, according to the following legend:

[Addition] – Add new section, including new section number, not shown in 2015 IBC or ASCE/SEI 7-10.

[Deletion] – Delete referenced 2015 IBC or ASCE/SEI 7-10 section.

[Replacement] – Delete referenced 2015 IBC or ASCE/SEI 7-10 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 2015 IBC or ASCE/SEI 7-10.

1-3 APPLICABILITY

This UFC applies to all service elements and contractors involved in the planning, design and construction of DoD facilities worldwide.

1-4 OTHER CRITERIA

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

1-4.1 General Building Requirements

Comply with UFC 1-200-01, DoD Building Code (General Building Requirements). 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.

1-4.2 Seismic Design

For seismic design of buildings, refer to UFC 3-310-04.

1-4.3 Progressive Collapse

For design of buildings to resist progressive collapse, refer to UFC 4-023-03.

1-5 REFERENCES

For references see Appendix A.

CHAPTER 2 MODIFICATIONS TO IBC

2-1 CHAPTER 16 - STRUCTURAL DESIGN

2-1.1 Section 1603 - CONSTRUCTION DOCUMENTS

2-1.1.1 1603.2 - Delegated Engineered Systems [Addition]

The Structural Designer of Record (DOR) for a structure may delegate responsibility for the design of systems or component parts of the structure to a qualified delegated engineer. Both the engineer of record for the structure and the delegated engineer must comply with the requirements of this UFC. The following are some examples of delegated systems.

a. Prefabricated wood components

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

c. Precast, prestressed concrete components

d. Open web steel joists and joist girders

e. Pre-engineered metal buildings

f. Specialty foundation systems

g. Structural steel connections

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

i. Seismic design of nonstructural components

j. Proprietary track for under-hung cranes and monorails

k. Autoclaved aerated concrete

l. \2\ ATFP analysis (and/or testing) for building components /2/

The delegated engineer must sign and seal all work they design. The structural (DOR) 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 delegated engineer must be approved by the DOR prior to the start of fabrication of the system or component part and prior to any field construction that may be affected by the system or component part.

2-1.2 Section 1604 - GENERAL DESIGN REQUIREMENTS

2-1.2.1 1604.3 - Serviceability [Supplement]

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

In the wind design of a building or a non-building structure, the lateral drift shall not exceed H/480 based on a wind speed with a 10 year MRI. See Figure CC-1 of ASCE/SEI 7 for wind speeds with a 10 year MRI. Consideration shall be given to the cladding system when evaluating lateral drift as a more stringent drift limitation may be appropriate depending on the cladding system.

Exception: The drift limits can be modified with concurrence/approval from the AHJ.

Wall systems and other building elements that are not part of the lateral force-resisting system shall be detailed to ensure that they are not susceptible to damage. Masonry and other brittle wall systems are particularly susceptible to damage if not properly integrated into the design to ensure that they can adequately resist the stresses resulting from the building deformations or are effectively isolated to prevent damage.

Exception: Reinforced concrete frame members not designed as part of the seismic force-resisting system shall comply with Section 18.14 of ACI 318.

All structural vertical load-bearing wall elements shall be considered to be part of the lateral force-resisting system. All applicable provisions of UFC 3-310-04 Table 2-1 shall apply.

2-1.2.2 1604.3.1 - Deflections [Replacement]

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

2-1.2.3 1604.5 - Risk Category [Replacement]

Each building and structure shall be assigned a risk category in accordance with Table 2-2 of UFC 3-301-01. Where referenced standard specifies an occupancy category, the risk category shall not be taken as lower than the occupancy category specified therein.

Importance factors for snow load, seismic load, and ice for each risk category are also shown in Table 2-2 of UFC 3-301-01.

Note: IBC section 1604.5.1 shall remain in effect as written.

TABLE 2-1 LATERAL DEFLECTION LIMITS FOR FRAMING SUPPORTING

EXTERIOR WALL FINISHES a,b,c

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 \2\ and insulated metal panel /2/

L/240

Notes to Table 2-1, “LATERAL DEFLECTION LIMITS FOR FRAMING SUPPORTING

EXTERIOR WALL FINISHES”

a. Lateral deflection limits under wind loads \2\ /2/.

b. The wind load is permitted to be taken as 0.42 times the

“component and cladding” loads for the purpose of determining the deflection limits herein.

c. L shall be calculated as L = k*l, where k is the theoretical effective length factor, and l is the actual member length.

2-1.2.4 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 shall be interpreted as a reference to Table 2-2 of this UFC.)

TABLE 2-2 - RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES

Risk Category Nature of Occupancy

Seismic Factor

IE

Snow Factor

IS

Ice Factor

Ii

I

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

• Agricultural facilities

• Certain temporary facilities

• Minor storage facilities

1.00 0.8 0.80

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

III

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

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

• Buildings and other structures containing elementary school, secondary school, or daycare facilities with an occupant load greater than 250

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

• Group I-2 occupancies with an occupant load of 50 or more resident care recipients but not having surgery or emergency treatment facilities

• Group I-3 occupancies

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

• Power-generating stations; water treatment facilities for potable water, waste water treatment facilities, 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 sufficient quantities of toxic, flammable, or explosive materials that:

Exceed maximum allowable quantities per control 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 having high-value equipment, as designated by the AHJ

1.25 1.10 1.25

Category Nature of Occupancy

Seismic Factor

IE

Snow Factor

IS

Ice Factor

Ii

IV

Buildings and other structures designed as essential facilities, including, but not limited to:

• Group I-2 occupancies having surgery or emergency treatment facilities

• Fire, rescue, and police stations, and emergency vehicle garages

• Designated earthquake, hurricane, or other emergency shelters

• Designated emergency preparedness, communication, and operation centers, and other facilities required for emergency response

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

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

Exceed maximum allowable quantities per control 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

• Air traffic control tower (ATCT), Radar Approach Control Facility (RACF) and air traffic control centers unless the AHJ determines that the facility is classified as a non-essential facility and is not required for post-earthquake operations (i.e. minor facility, availability of an alternate temporary control facility, auxiliary outlying field, etc.). Contact the AHJ for additional guidance.

• Emergency aircraft hangars that house aircraft required for post-earthquake emergency response; 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, data handling, and intelligence functions that are not duplicated at geographically separate locations, as designated by the using agency

• Water storage facilities and pump stations required to maintain water pressure for fire suppression

1.50 1.20 1.25

Category Nature of Occupancy

Seismic Factor

IE

Snow Factor

IS

Ice Factor

Ii

V c

Facilities designed as national strategic military assets, including, but not limited to:

• Key national defense assets (e.g. National Missile Defense facilities), as designated by the AHJ.

• Facilities involved in operational missile control, launch, tracking, or other critical defense capabilities

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

• Power-generating stations and other utility facilities required for primary power for Category V occupancy, if emergency backup power generating 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 consequences, as designated by the AHJ.

1.0 1.50 1.50

Notes to Table 2-2, “RISK CATEGORY OF BUILDINGS AND OTHER

STRUCTURES”

a. For purposes of occupant load calculations, occupancies required by Table

1004.1.2 to use gross floor area calculations shall be permitted to use net floor area to determine the total occupant load.

b. Where approved by the building official, 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 it can be demonstrated by hazard assessment in accordance with Section 1.5.3 of ASCE/SEI 7 that a release of the toxic, highly toxic or explosive material is not sufficient to pose a threat to the public.

c. A Risk Category has been added to address national strategic military assets. Structures in this risk category are designed to remain elastic during the MCER.

2-1.2.5 1604.11 - Fall Prevention and Protection [Addition]

When there is a hazard of falling from heights, fall prevention and protection measures shall be considered at a building or facility to protect personnel during occupancy and maintenance phases, or whenever there is a need or requirement to perform work at high locations, on equipment, near unprotected sides or edges, holes or openings, delivering material to or store equipment at heights as prescribed by the following standards:

• 29 CFR 1926, Subpart M,

• 29 CFR 1910, Subpart D

• Notices of Proposed Rulemaking, 29 CFR 1910

• ANSI/ASSE A1264.1

• ANSI/ASSE Z359

At the planning and design phase of a project, fall hazards shall be considered and eliminated whenever possible. Safe access to the work location at heights shall also be considered. When elimination or prevention of fall hazards is not feasible, the design shall include certified and labeled anchorages that are conveniently located to perform the work safely. The anchorages shall meet the requirements of the following standards:

• \2\ 29 CFR 1910, Subpart D /2/

• 29 CFR 1926.500, Subpart M,

• Notices of Proposed Rulemaking, 29 CFR 1910

• ANSI/ASSE Z359

Where fall protection is required in the vicinity of weight-handling equipment, care must be taken to prevent potential conflicts between the weight-handling equipment and the fall protection measures.

2-1.2.5.1 1604.11.1 – Loads, Load Combinations and Impact Factors [Addition]

For fall arrest loads that will impact the anchorages, in addition to load combinations and impact factors to be used in the design of personal fall protection systems, refer to

ANSI/ASSE Z359.6.

2-1.2.5.2 1604.11.2 - Additional Fall Protection Considerations [Addition]

The design for anchorages attached to or embedded in concrete shall include consideration of both the static and the dynamic loads generated by the fall arrest system.

2-1.2.5.3 1604.12 - Expansion Joints [Addition]

Spacing of expansion joints shall follow the recommendations in NAS Technical Report No. 65.

2-1.3 Section 1607 - LIVE LOADS

2-1.3.1 1607.1 General [Replacement]

Live loads are those loads defined in Section 1602.1. Table D-1 of this UFC defines minimum uniformly distributed live loads and minimum concentrated live loads for the design of structures. Table D-1 is IBC Table 1607.1 with additional Occupancy or Use classifications for military facilities. The classifications that have been added to IBC Table 1607.1 are shown in bold italics within Table D-1.

2-1.3.2 Table 1607.1 [Replacement]

Replace Table 1607.1 of the IBC with Table D-1 of this UFC. (All references in the IBC to Table 1607.1 shall be interpreted as references to Table D-1 of this UFC.)

2-1.3.3 1607.7.1 Loads [Replacement]

Where a structure does not restrict access for vehicles that exceed a 10,000 pound (4536 kg) gross vehicle weight rating, those portions of the structure subject to such loading shall be designed using the vehicular live loads, including consideration of impact and fatigue, in accordance with the AASHTO Bridge Design Specification.

2-1.3.4 1607.9. 5 Hangers [Addition]

For the purpose of design, the live load on hangers supporting floors and balconies shall be increased by 33 percent to account for impact.

2-1.3.5 1607.11 Distribution of Floor Loads [Supplement]

Add the following to the end of the paragraph: Partial floor live load distribution shall follow Section 4.3.3 of ASCE/SEI 7.

2-1.4 Section 1608 - SNOW LOADS

2-1.4.1 1608.4 - Specific Locations Within the United States [Addition]

Ground snow loads at DoD installations within the United States and its territories and possessions are identified in Table E-2 of UFC 3-301-01, to facilitate consistent interpretation of the information provided in Figure 1608.2 and Table 1608.2.

2-1.4.2 1608.5 - Specific Locations Outside of the United States [Addition]

Ground snow loads at specific locations outside of the United States and its territories and possessions are identified in Table F-2 of UFC 3-301-01. At locations where the ground snow load is not provided, use the best locally available information. For additional guidance contact the AHJ.

2-1.4.3 1608.6 - Snow Load Case Studies [Addition]

Snow load case studies may be done to clarify and refine snow loadings at site-specific locations with the approval of the AHJ. For Risk Category V facilities or where required by the AHJ, a site-specific study shall be conducted if the ground snow load is greater than 30 psf (1.4KPa). The methodology used to conduct snow load case studies at site-specific locations is presented in the Cold Regions Research and Engineering Laboratory (CRREL) report “Database and Methodology for Conducting Site Specific Snow Load Case Studies for the United States.”

2-1.5 Section 1609 - WIND LOADS

2-1.5.1 1609.1.1 – Determination of Wind Loads [Supplement]

Add the following to the list of exceptions:

7. For winds parallel to the ridge of open buildings, the wind load delivered to the main wind force resisting system from the bare frames or partially clad end walls shall be determined in accordance with Section 1.3.4.5.4 of the Metal Building System Manual.

2-1.5.2 1609.1.3 – Aircraft Hangar Wind Loads [Addition]

Wind load on main wind force resisting system of aircraft hangars shall be determined based on the following conditions:

• Hangar doors closed for winds at the maximum design velocity. The structural forces shall be calculated based upon the assumption of a “partially enclosed building.” It is permissible to use the large volume reduction factor of ASCE/SEI 7 in determining the design wind pressures.

It shall be assumed that a 1-inch (25-mm) strip around the perimeter of all hangar door panels is an opening and this shall be combined with the area of all unshielded fenestration.

• Hangar doors open to the maximum extent possible with a wind velocity of 60 mph (97 km/h). The structural forces shall be calculated upon the assumption of a “partially enclosed building.” Use the total open door area in the large volume reduction factor calculation.

2-1.5.3 1609.2 - Definitions [Replacement]

Replace the definition of Wind-Borne Debris Region in this section and IBC Section 202 with the following:

WIND-BORNE DEBRIS REGION. For locations within the United States and its territories and possessions, areas within hurricane-prone regions located:

1. Within 1 mile (1.61 km) of the coastal mean high water line where the ultimate design wind speed is 130 mph (58 m/s) or greater; or

2. In areas where the ultimate design wind speed is 140 mph (62.5 m/s) or greater;

or Hawaii.

For locations outside of the United States and its territories and possessions, regions where the ultimate design wind speed is 140 mph (63.6 m/s) or greater.

For Risk Category II buildings and structures and Risk Category III buildings and structures, except health care facilities, the windborne debris region shall be based on Risk Category II wind speeds. For Risk Category IV buildings and structures and Risk

Category III health care facilities, the windborne debris region shall be based on Risk Category III-IV wind speeds. For Risk Category V buildings and structures the windborne debris region shall be based on Risk Category V wind speeds.

2-1.5.4 1609.3 – Ultimate Design Wind Speed [Supplement]

Add the following to the end of the section: For Risk Category V facilities the ultimate design wind speed, Vult, should be determined in accordance with Section 26.5.3 of

ASCE/SEI 7.

2-1.5.5 1609.3.1 - Wind Speed Conversion [Replacement]

When required, the ultimate design wind speed shall be converted to a nominal design wind speed, Vasd, using Equation 16-33a.

Vasd=√0.6Vult (Equation 16-33a)

When required, the ultimate design wind speed shall be converted to a fastest-mile wind speed, Vfm, using Equation 16-33b.

Vfm=(√0.6Vult-10.5)/1.05 (Equation 16-33b)

2-1.5.6 1609.3.2 - Specific Locations Within the United States [Addition]

Ultimate design wind speeds at DoD installations within the United States and its territories and possessions are identified in Table E-1 of UFC 3-301-01 to facilitate consistent interpretation of the information provided in Figures 1609.3(1), 1609.3(2), and 1609.3(3). To determine the wind speed at a specific location not included in Table E-1 use the web application on the Applied Technology Council website at http://windspeed.atcouncil.org/

2-1.5.7 1609.3.3 - Specific Locations Outside of the United States [Addition]

Ultimate design wind speeds at specific locations outside of the United States and its territories and possessions are identified in Table F-1 of UFC 3-301-01. At locations where the ultimate design wind speed is not provided, use the best locally available information. For additional guidance, contact the AHJ.

Use a minimum wind speed of 100 mph (161 km/h) for Risk Category I, 110 mph (177 km/h) for Risk Category II, 115 mph (185 km/h) for Risk Category III and IV or 140 mph (225 km/h) for Risk Category V at all locations unless a lower wind speed is approved by the AHJ.

2-1.6 Section 1613 - EARTHQUAKE LOADS

2-1.6.1 1613.3.1.1 - Specific Locations Within the United States [Addition]

Seismic parameters at DoD installations within the United States and its territories and possessions are identified in Table E-3 of UFC 3-301-01 to facilitate consistent interpretation of the information provided in Figures 1613.3.1(1) through 1613.3.1(8).

The values in Table E-3 were determined utilizing the United States Geological Survey (USGS) U.S. Seismic Design Maps Web Application, for ASCE 7-10 and utilizing latitude and longitude data. This tool or other approved software may be used to determine seismic design data where site-specific location information is available, with the approval of the AHJ.

The seismic acceleration parameters in Table E-3 were typically determined at the approximate geographical centroid of the installation / city. For larger installations and where the potential seismic accelerations vary considerably over relatively short distances, it may not be appropriate to use the acceleration values at the installation centroid. In Table E-3 the larger installations are identified and location specific seismic parameters for sites within the installation shall be determined using the USGS web application. For additional guidance contact the AHJ.

2-1.6.2 1613.3.1.2 - Specific Locations Outside of the United States [Addition]

Seismic ground motion parameters at specific locations outside of the United States and its territories and possessions are identified in Table F-3 of UFC 3-301-01. For locations not shown, the best available information shall be used with the approval of the AHJ. Appendix G includes available seismic spectral acceleration maps at selected locations outside of the United States. These maps may be used to interpolate the seismic ground motions at locations that are not identified in Table F-3.

2-1.6.3 1613.3.1.3 – Site Specific Seismicity Study Process [Addition]

The site specific ground motion procedures in Chapter 21 of ASCE/SEI 7 may be used to determine ground motions for any structure.

2-1.7 Section 1615 – STRUCTURAL INTEGRITY [Deletion]

This section shall be deleted in its entirety.

2-2 CHAPTER 17 - SPECIAL INSPECTIONS AND TESTS

2-2.1 Section 1701 - GENERAL

2-2.1.1 1701.1 - Scope [Supplement]

Add the following paragraph after the first paragraph:

Contractual relationships and the composition of the architect / engineer / construction (AEC) team differ from that contemplated by the language of 2015 IBC, when doing DoD construction. When performing design or construction using typical methods for in-house design, AE design, and contracting for construction, 2015 IBC/ASCE/SEI 7-10 terms of Authority Having Jurisdiction and Building Official shall be as defined in UFC 1- 200-01.

\2\ Unless noted otherwise the following substitutions shall apply for implementing the

IBC.

“building official” - interpreted as “Authority Having Jurisdiction” as referenced in UFC 1– 200–01).

“owner” - interpreted as “Authority Having Jurisdiction”

“permit applicant” - interpreted as “contractor”

[C] 2-2.1.1 1701.1 - Scope [Supplement] The context of the IBC terms “permit”, “permit application”, “permit applicant”, and “owner” must be modified for DoD projects. DoD functions as the building department/jurisdiction and the AHJ functions as the building official. When DoD advertises a project the building permit is effectively implied/granted. However the overall project may still require other permits related to site storm water, air quality, demolition disposal, etc.

2-2.2 Section 1703 - APPROVALS

2-2.2.1 1703.4 - Performance [Replacement]

New, unusual, or innovative materials, systems or methods previously untried may be incorporated into designs when evidence shows that such use is in the best interest of the Government from the standpoint of economy, lower life-cycle costs, and quality of construction. Supporting data, where necessary to assist in the approval of materials or assemblies not specifically provided for in the code, shall consist of valid evaluation reports from International Code Council – Evaluation Services (ICC-ES), or other qualified testing and evaluation service with the prior approval of the AHJ.

2-2.2.2 1703.4.1 - Research and Investigation [Deletion]

This section shall be deleted in its entirety.

2-2.2.3 1703.4.2 - Research Reports [Deletion]

This section shall be deleted in its entirety.

2-2.3 Section 1704 – SPECIAL INSPECTIONS AND TESTS, CONTRACTOR

RESPONSIBILITY AND STRUCTURAL OBSERVATIONS

\2\

2-2.3.1 1704.2 Special inspections and tests. [Replacement]

Replace the first paragraph with the following:

The contractor shall retain the services of one or more approved agencies to provide special inspections and tests during construction on the types of work specified in Section 1705 and identify the approved agencies to the AHJ. These special inspections and tests are in addition to the inspections by the contractor that are identified in Section 110.

2-2.3.2 1704.2.3 Statement of special inspections. [Replacement ]

Replace the first paragraph with the following:

The DOR shall submit a statement of special inspections in accordance with Section

107.1. This statement shall be in accordance with Section 1704.3.

/2/

2-2.3.3 1704.6 – Structural Observations [Replacement]

Replace the first paragraph with the following:

\2\

Where required by the provisions of Section 1704.6.1 or 1704.6.2, structural observations shall be performed by the DOR or their designated representative.

Structural observation does not include or waive the responsibility for the inspections in Section 110 or the special inspections in Section 1705 or other sections of this code.

2-2.3.4 1704.6.1 – Structural Observations for Seismic Resistance [Replacement]

Replace item number one with the following:

1 - The structure is classified as Risk Category III, IV or V in accordance with Table 2-2.

Replace item number three with the following:

3 - The structure is assigned to Seismic Design Category E, is classified as Risk Category I or II in accordance with Table 2-2, and is greater than two stories above grade plane.

2-2.3.5 1704.7 – Special Inspector of Record [Addition]

\2\ When the provisions of Section 1704.6.1 or 1704.6.2 apply,/2/ the services of a Special Inspector of Record (SIOR) shall be retained by the Contractor as a third party quality assurance agent (see Section 2-17.1 of UFC 1-200-01). The SIOR shall be a licensed professional engineer in a state acceptable to the AHJ. The SIOR shall submit qualifications acceptable to the AHJ.

2-2.3.6 1704.7.1 – Duties of the Special Inspector of Record (SIOR) [Addition]

The duties of the SIOR are defined in the following UFGS specifications;

Design-Bid-Build projects - specification 01 45 35 Design-Build projects - specification 01 45 35.05

/2/

2-2.3.7 1704.7.2 – Final Inspection Report [Addition]

When the work requiring Special Inspections is completed and all nonconforming items have been resolved to the satisfaction of the Registered Design Professional in Responsible Charge, the Contractor shall notify the SIOR to submit a Final Special Inspection Report to the AHJ, the Registered Design Professional in Responsible Charge, and the Contractor. The Final Special Inspection Report shall attest that Special Inspection has been performed on all work requiring Special Inspection and that all nonconforming work \2\ and corrections of all discrepancies noted in the daily reports /2/ was resolved to the satisfaction of the Registered Design Professional in Responsible Charge. The Final Special Inspection Report shall be signed, dated, and shall bear the seal of the SIOR.

2-2.4 Section 1705 – REQUIRED SPECIAL INSPECTIONS AND TESTS

2-2.4.1 1705.3.3 – Adhesive Anchors [Addition]

The engineer of record shall determine the proof load (see ACI 318 Section 17.8.2.1) to be used for field testing and shall indicate in the construction documents which anchors are considered critical for testing.

2-2.4.2 1705.12 – Special Inspections for Seismic Resistance [Supplement]

Add the following before the paragraph: Special Inspections itemized in Sections

1705.12.1 through 1705.12.9 shall apply to structures assigned to Risk Category V.

2-2.4.3 1705.12.6 – Plumbing, Mechanical and Electrical Components [Supplement]

Add the following after the paragraph:

Special inspection and verification are required for Designated Seismic Systems and shall be performed as required by this section and Table 2-3.

The Registered Design Professional in Responsible Charge shall prepare a Statement of Special Inspections in accordance with Section 1704 for the Designated Seismic Systems. The Statement of Special Inspections shall define the periodic walk-down inspections that shall be performed to ensure that the non-structural elements satisfy life safety mounting requirements. The walk-down inspections shall be performed by design professionals who are familiar with the construction and installation of mechanical, and electrical components, and their vulnerabilities to earthquakes. The selection of the design professional shall be subject to the approval of the AHJ.

Designated Seismic Systems shall require a final walk-down inspection by the Registered Design Professional in Responsible Charge and by the Nonstructural Component Design Review Panel for Risk Category V installations (see Section 4-

1601.2.2 of UFC 3-310-04). The final review shall be documented in a report. The final report prepared by the Registered Design Professional in Responsible Charge shall include the following:

1. Record/observations of final site visit

2. Documentation that all required inspections were performed in accordance with the Statement of Special Inspections.

3. Documentation that the Designated Seismic Systems were installed in accordance with the construction documents and the requirements of Chapter 17, as modified by this section.

2-2.4.4 1705.13 – Testing for Seismic Resistance [Supplement]

Add the following before the first paragraph: Any requirements for structural testing for structures assigned to Seismic Design Category C or higher shall also apply to structures assigned to Risk Category V.

2-3 CHAPTER 18 - SOILS AND FOUNDATIONS

2-3.1 Section 1808 – FOUNDATIONS

2-3.1.1 1808.4 - Vibratory Loads [Supplement]

Add the following to the end of the paragraph: Design foundations in accordance with ACI 351.3R or ACI 350.4R, as applicable, and UFC 3-220-01.

2-3.1.2 1808.8.2.1 - Reinforcement [Addition]

For footings over three feet (914 mm) thick, the minimum ratio of reinforcement area to gross concrete area in each direction shall be 0.0015, with not less than one-half nor more than two-thirds of the total reinforcement required placed near any one face.

Minimum bar size shall be No. 4 (#13M) with a maximum spacing of 12 inches (305 mm). [See 15.10.4 of 318-11]

2-3.2 Section 1809 - SHALLOW FOUNDATIONS

2-3.2.1 1809.5.1 - Frost Line Depth [Addition]

Depths to the frost line at specific locations within the United States and its territories and possessions are identified in Table E-2 of UFC 3-301-01. Frost line depths at specific locations outside of the United States are identified in Table F-2 of UFC 3-301-

01. At locations where frost depths are not provided, use the best locally available information. For additional guidance contact the AHJ. For guidance on the depth of footings due to frost see Section B-2.3 of UFC 3-301-01.

TABLE 2-3 – REQUIRED SPECIAL INSPECTIONS AND TESTS OF MECHANICAL

AND ELECTRICAL COMPONENTS*

TYPE

CONTINUOUS

SPECIAL

INSPECTION

PERIODIC

SPECIAL

INSPECTION

Standard Reference IBC Reference

1. Equipment Verification

a. Verify model number and serial number are in conformance with project specific seismic qualification

(PSSQ).

x

b. Verify Tag ID is correct and installed per specifications.

x

2. Equipment Mounting

a. Verify that Anchor Base Bolting is installed per PSSQ x

b. Verify that Equipment Bracing is Installed per PSSQ x

c. Verify that Bracing Attachments are installed per

PSSQ

x

3. Utility Conduit/Piping

a. Verify that Conduit/Piping is connected to the equipment per PSSQ (flex or rigid) x

b. Verify that Conduit/Piping is seismically supported independently of equipment and in accordance with PSSQ support requirements.

x

4. Clearance

a. Adjacent Equipment – Verify that there is adequate gap to eliminate possibility of pounding.

x

b. Conduit/Piping - Verify that there is adequate gap to eliminate possibility of pounding.

x

*All required inspections and verifications shall be carried out for each piece of equipment constituting part of the Designated Seismic Systems.

2-4 CHAPTER 19 - CONCRETE

2-4.1 Section 1901 – GENERAL

2-4.1.1 1901.7 - Construction Joints [Addition]

Provide construction, contraction, and expansion joints in structures in accordance with ACI 224.3R and ACI 318, Section 26.5.6.

2-4.1.2 1901.8 – Tension Ties [Addition]

Where reinforcement is used as a tension tie, splices shall be made with a full mechanical or full welded splice per ACI 318 Section 25.4.

2-4.1.3 1901.9 – Drying Shrinkage [Addition]

Concrete drying shrinkage shall be determined for the approved concrete mixture per ASTM C157/C157M as modified by ACI 364.3R and shall not exceed 0.05.

2-4.1.4 1901.10 – Lightweight Concrete Water Content [Addition]

All coarse lightweight aggregate used in a concrete mixture shall be saturated surface dry prior to mixing. The total allowable water in the concrete mixture shall account for the water in the aggregate and admixtures. The water-to- cementitious materials ratio shall not exceed 0.50.

2-4.2 Section 1904 - DURABILITY REQUIREMENTS

2-4.2.1 1904.3 - Corrosive Environments [Addition]

In a marine environment where concrete is subjected to salt-water wave action and spray, reinforcement protection shall be in accordance with ACI 357R.

2-4.3 Section 1906 – STRUCTURAL PLAIN CONCRETE

2-4.3.1 1906.1 - Scope [Deletion]

Delete the exception to this section in its entirety.

2-4.4 Section 1907 - MINIMUM SLAB PROVISIONS

2-4.4.1 1907.1 - General [Replacement]

Replace the first line of the paragraph to read: The thickness of concrete floor slabs supported directly on the ground shall not be less than 4 inches (102 mm).

2-4.4.2 1907.2 - Slab-on-Ground Design [Addition]

Slabs-on-ground shall be designed in accordance with ACI 360R, except slabs-on-ground supporting aircraft loading shall be designed in accordance with UFC 3-260-02.

2-4.4.2.1 1907.2.1 - Wall Loads on Slab-on-Ground [Addition]

Slabs-on-ground shall have adequate thickness to support wall line load as indicated in Tables 2-4 and 2-5. The thickened portion shall have a minimum width as shown in Figure 2-1.

2-4.4.2.2 1907.2.2 - Slab-on-Ground Over Permafrost [Addition]

Design and construction of slabs-on-ground over permafrost shall be in accordance with UFC 3-130-01 and UFC 3-130-04.

2-4.4.2.3 1907.2.3 - Post-Tensioned Slab-on-Ground [Addition]

The design of post-tensioned slabs-on-ground shall be in accordance with PTI DC10.1.

TABLE 2-4 - MAXIMUM ALLOWABLE WALL LOAD AT A THICKENED SLAB FOR

WALL LOAD NEAR CENTER OF SLAB OR NEAR KEYED OR DOWELED JOINTS

Thickness of Slab Line Load Capacity, P

Thickened Floor Flexural Strength a of Concrete Slab, te 550 psi

(3.9 MPa) 600 psi

(4.1 MPa) 650 psi

(4.5 MPa) 700 psi

(4.8 MPa) 4 in

(102 mm) 425 lb/ft

(6.2 kN/m) 455 lb/ft

(6.6 kN/m) 485 lb/ft

(7.1 kN/m) 510 lb/ft

(7.4 kN/m) 5 in

(127 mm) 565 lb/ft

(8.2 kN/m) 600 lb/ft

(8.8 kN/m) 640 lb/ft

(9.3 kN/m) 675 lb/ft

(9.9 kN/m) 6 in

(152 mm) 710 lb/ft

(10.4 kN/m) 755 lb/ft

(11.0 kN/m) 805 lb/ft

(11.7 kN/m) 850 lb/ft

(12.4 kN/m) 7 in

(178 mm) 860 lb/ft

(12.6 kN/m) 920 lb/ft

(13.4 kN/m) 975 lb/ft

(14.2 kN/m) 1030 lb/ft

(15.0 kN/m) 8 in

(203 mm) 1015 lb/ft

(14.8 kN/m) 1080 lb/ft

(15.8 kN/m) 1150 lb/ft

(16.8 kN/m) 1215 lb/ft

17.7 kN/m) 9 in

(229 mm) 1175 lb/ft

(17.1 kN/m) 1255 lb/ft

(18.3 kN/m) 1330 lb/ft

(19.4 kN/m) 1410 lb/ft

(20.6 kN/m) 10 in

(254 mm) 1340 lb/ft

(19.6 kN/m) 1430 lb/ft

(20.9 kN/m) 1520 lb/ft

(22.2 kN/m) 1605 lb/ft

(23.4 kN/m)

TABLE 2-5 - MAXIMUM ALLOWABLE WALL LOAD AT A THICKENED SLAB FOR

WALL LOAD NEAR FREE EDGE

Thickness of Slab Line Load Capacity, P

Thickened Floor Flexural Strength a of Concrete Slab, te 550 psi (3.9

MPa) 600 psi

(4.1 MPa) 650 psi

(4.5 MPa) 700 psi

(4…