UFC 4-023-03 CHANGE 1-2010 DESIGN OF BUILDINGS TO RESIST PROGRESSIVE COLLAPSE.pdf

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1、UFC 4-023-03 14 July 2009 Including Change 1 27 January 2010 UNIFIED FACILITIES CRITERIA (UFC) DESIGN OF BUILDINGS TO RESIST PROGRESSIVE COLLAPSE APPROVED FOR PUBLIC RELEASE; DISTRIBUTION UNLIMITED Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC

2、4-023-03 14 July 2009 Including Change 1 27 January 2010 UNIFIED FACILITIES CRITERIA (UFC) DESIGN OF BUILDINGS TO RESIST PROGRESSIVE COLLAPSE 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

3、of the copyright holder. U.S. ARMY CORPS OF ENGINEERS NAVAL FACILITIES ENGINEERING COMMAND (Preparing Activity) AIR FORCE CIVIL ENGINEER SUPPORT AGENCY Record of Changes (changes are indicated by 1 . /1/) Change No. Date Location 1 Changed all references from UFC 3-310-01 “Structural Load Data“ to U

4、FC 3-301-01 “Structural Engineering“ 27 January 2010 This UFC supersedes UFC 4-023-03, dated 25 January, 2005. Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-023-03 1 February 2009 FOREWORD The Unified Facilities Criteria (UFC) system is presc

5、ribed 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 this includes test data and analytic models for o Steel beam-

6、column connections o Wood structure under blast damage and collapse loading o Reinforced concrete slab response to large deformations o Load and dynamic increase factors to account for inertial effects and nonlinear geometry and material behavior; Resolution of contradictions in terminology for stru

7、ctural concepts; Clarification of ambiguities and imprecise guidance for linear static, nonlinear static, and nonlinear dynamic structural analysis methods; Removal of structural hardening requirements (floor upward load and double column height requirements); Update of example problems; Expansion o

8、f applicability to other government agencies. Description of Changes. This update to UFC 4-023-03 is a significant revision to the 25 January 2005 version. The significant changes include: Replacement of levels of protection with occupancy categories, to determine the required level of progressive c

9、ollapse design; Definition of a story Inclusion of Appendix B. Definitions, with descriptions of the key terms and structural analysis concepts. Revision of the levels of progressive collapse design, including the option to use the Alternate Path Method in lieu of Tie Forces, for Occupancy Category

10、II; Removal of the floor upward loads and doubled column height requirements; Revision of the Tie Force method, including force magnitudes and locations of Tie Forces; Adoption of modeling parameters and acceptance criteria from ASCE 41 Seismic Rehabilitation of Existing Buildings; Implementation of

11、 the “m-factor” approach for Linear Static analysis; Inclusion of Load Increase Factors for Linear Static models and Dynamic Increase Factors for Nonlinear Static models; Removal of requirement to perform peer reviews of Alternate Path designs Clarification of size and location of load-bearing wall

12、removal; Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-023-03 14 July 2009 A-3 Replacement of the Additional Ductility Requirements with Enhanced Local Resistance; Revision of the three example problems (Reinforced Concrete, Steel, and Wood)

13、to reflect the updated UFC 4-023-03. Impact. The impact of this updated UFC 4-023-03 will vary depending upon the particular structure, structure type, location, and function. The degree of protection against progressive collapse is more consistently applied due to the use of occupancy categories to

14、 define the consequences of an event. Considering the building inventory as a whole, resistance to progressive collapse will be the same or greater as for the 25 January 2005 version. Due to the implementation of new knowledge relative to Tie Forces, steel connections, and wood structures, and due t

15、o the adoption of the ASCE 41 modeling parameters and acceptance criteria, the criteria has a more widely accepted engineering basis and more consistent design results. For all buildings, but in particular existing buildings, the removal of the floor upward load and doubled column height requirement

16、s will result in significant savings, without compromising the progressive collapse resistance of the building. For steel buildings designed to meet the Tie Force requirements, the material costs for the Tie Force elements will be slightly to moderately greater due to the increased force requirement

17、s; however, labor cost increase will be marginal. For structures meeting the Alternate Path requirements, the costs should not be significantly different than from the 25 January 2005 version, but this will depend upon the particular structure. Non Unified Issues. Document content is unified and con

18、sistent for all services and agencies of the Department of Defense. Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-023-03 14 July 2009 i CONTENTS CHAPTER 1 INTRODUCTION . 11Page 1-1 PURPOSE AND SCOPE. 11 1-2 APPLICABILITY. 11 1-2.1 Building Ty

19、pe and Story Height. 11 1-2.2 Clarification for Partial Occupancy. 11 1-2.3 Application by Other Organizations. 11 1-3 GENERAL 12 1-3.1 Significance of Progressive Collapse. 12 1-3.2 Hardening of Structures to Resist Initial Damage. . 12 1-3.3 Risk Considerations. 13 1-3.4 Design Approaches. 13 1-3.

20、4.1 Direct Design Approaches. 13 1-3.4.2 Indirect Design Approaches. 13 1-4 SUMMARY OF THE PROGRESSIVE COLLAPSE DESIGN PROCEDURE. . 14 1-5 REFERENCES. . 14 1-6 INSPECTION REQUIREMENTS. 14 1-7 SECURITY ENGINEERING UFC SERIES. . 14 CHAPTER 2 PROGRESSIVE COLLAPSE DESIGN REQUIREMENTS 16 FOR NEW AND EXIS

21、TING CONSTRUCTION . 16 2-1 OCCUPANCY CATEGORY DETERMINATION. . 16 2-2 DESIGN REQUIREMENTS FOR NEW AND EXISTING CONSTRUCTION. . 17 2-2.1 Occupancy Category I Design Requirement. . 17 2-2.2 Occupancy Category II Design Requirement. 17 2-2.2.1 Option 1 for Occupancy Category II: Tie Force and Enhanced

22、Local Resistance. 18 2-2.2.2 Option 2 for Occupancy Category II: Alternate Path. 18 2-2.3 Occupancy Category III Design Requirement. . 19 2-2.3.1 Alternate Path Requirement for Occupancy Category III. 19 2-2.3.2 Enhanced Local Resistance Requirement for Occupancy Category III. . 19 2-2.4 Occupancy C

23、ategory IV Design Requirement. 19 2-2.4.1 Tie Force Requirement for Occupancy Category IV. . 19 2-2.4.2 Alternate Path Requirement for Occupancy Category IV. 20 2-2.4.3 Enhanced Local Resistance Requirement for Occupancy Category IV. . 20 CHAPTER 3 DESIGN PROCEDURES . 21 Provided by IHSNot for Resal

24、eNo reproduction or networking permitted without license from IHS-,-,-UFC 4-023-03 14 July 2009 ii 3-1 TIE FORCES. 21 3-1.1 Load and Resistance Factor Design for Tie Forces. 21 3-1.2 Floor Loads. . 23 3-1.2.1 Uniform Floor Load. . 23 3-1.2.2 Consideration for Non-Uniform Load Over Floor Area. 23 3-1

25、.2.3 Cladding and Faade Loads. . 24 3-1.3 Required Tie Strength, Distribution, and Location. 24 3-1.3.1 Longitudinal and Transverse Ties. . 25 3-1.3.2 Peripheral Ties. 29 3-1.3.3 Vertical Ties. 30 3-1.4 Continuity of Ties. 30 3-1.5 Splices, Anchorage, and Development of Ties. . 31 3-1.5.1 Cast-in-Pl

26、ace Reinforced Concrete Floor and Roof Systems. . 31 3-1.5.2 Precast Concrete Floor and Roof Systems. . 32 3-1.5.3 Composite Construction Floor and Roof Systems. 32 3-1.5.4 Other Floor and Roof Systems and Structural Elements. 32 3-1.6 Structural Elements and Connections With Inadequate Tie Strength

27、 . 33 3-2 ALTERNATE PATH METHOD. 33 3-2.1 General. . 33 3-2.2 Alternative Rational Analysis. 33 3-2.3 Load and Resistance Factor Design for Alternate Path Method. 34 3-2.4 Primary and Secondary Components. . 35 3-2.5 Force-and Deformation-Controlled Actions. . 35 3-2.6 Expected and Lower Bound Stren

28、gth. . 36 3-2.7 Material Properties. 37 3-2.8 Component Force and Deformation Capacities. 37 3-2.8.1 Component Capacities for Nonlinear Procedures. . 37 3-2.8.2 Component Capacities for the Linear Static Procedure. 38 3-2.9 Removal of Load-Bearing Elements for the Alternate Path Method. 39 3-2.9.1 E

29、xtent of Removed Load-Bearing Elements. . 40 3-2.9.2 Location of Removed Load-Bearing Elements. 40 3-2.10 Structure Acceptance Criteria. . 42 3-2.11 Linear Static Procedure. 45 3-2.11.1 Limitations on the Use of LSP. . 45 3-2.11.2 Analytical Modeling. . 46 3-2.11.3 Lateral Stability/P- Effects. 47 3

30、-2.11.4 Loading. . 47 3-2.11.5 Load Increase Factor. 51 3-2.11.6 Design Forces and Deformations. . 51 3-2.11.7 Component and Element Acceptance Criteria. 52 3-2.12 Nonlinear Static Procedure. . 53 3-2.12.1 Limitations on the Use of NSP. 53 3-2.12.2 Analytical Modeling. . 53 3-2.12.3 Lateral Stabilit

31、y/P- Effects. 54 Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-023-03 14 July 2009 iii 3-2.12.4 Loading. . 54 3-2.12.5 Dynamic Increase Factor for NSP. 55 3-2.12.6 Design Forces and Deformations. . 56 3-2.12.7 Component and Element Acceptance

32、 Criteria. 56 3-2.13 Nonlinear Dynamic Procedure. 57 3-2.13.1 Limitations on the Use of NDP. 57 3-2.13.2 Analytical Modeling. . 57 3-2.13.3 Lateral Stability and P- Effects. 57 3-2.13.4 Loading. . 58 3-2.13.5 Design Forces and Deformations. . 59 3-2.13.6 Component and Element Acceptance Criteria. 59

33、 3-3 ENHANCED LOCAL RESISTANCE. . 59 3-3.1 ELR Location Requirements. . 60 3-3.1.1 OC II Option 1. . 60 3-3.1.2 OC III. 60 3-3.1.3 OC IV. 60 3-3.2 Flexural Resistance Calculation. 60 3-3.3 Flexural and Shear Resistance. . 60 3-3.3.1 OC II Option 1. . 60 3-3.3.2 OC III. 61 3-3.3.3 OC IV. 61 CHAPTER 4

34、 REINFORCED CONCRETE 63 4-1 MATERIAL PROPERTIES FOR REINFORCED CONCRETE. 63 4-2 STRENGTH REDUCTION FACTOR FOR REINFORCED CONCRETE. 63 4-3 TIE FORCE REQUIREMENTS FOR REINFORCED CONCRETE. 63 4-4 ALTERNATE PATH REquirements FOR REINFORCED CONCRETE. 63 4-4.1 General. . 63 4-4.2 Flexural Members and Join

35、ts. 64 4-4.3 Modeling and Acceptance Criteria for Reinforced Concrete. . 64 4-5 ENHANCED LOCAL RESISTANCE REQUIREMENTS FOR REINFORCED CONCRETE. . 64 CHAPTER 5 STRUCTURAL STEEL 69 5-1 MATERIAL PROPERTIES FOR STRUCTURAL STEEL. 69 5-2 STRENGTH REDUCTION FACTOR FOR STRUCTURAL STEEL. 69 5-3 TIE FORCE REQ

36、UIREMENTS FOR STEEL. 69 5-4 ALTERNATE PATH METHOD FOR STEEL. . 69 5-4.1 General. . 69 5-4.2 Connection Rotational Capacity. 69 5-4.3 Modeling and Acceptance Criteria for Structural Steel. . 70 Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-023

37、-03 14 July 2009 iv 5-5 ENHANCED LOCAL RESISTANCE REQUIREMENTS FOR STEEL. 70 CHAPTER 6 MASONRY . 73 6-1 MATERIAL PROPERTIES FOR MASONRY. 73 6-2 STRENGTH REDUCTION FACTOR FOR MASONRY. . 73 6-3 TIE FORCE REQUIREMENTS FOR MASONRY. . 73 6-4 ALTERNATE PATH METHOD FOR MASONRY. 73 6-4.1 General. . 73 6-4.2

38、 Modeling and Acceptance Criteria for Masonry. 73 6-5 ENHANCED LOCAL RESISTANCE REQUIREMENTS FOR MASONRY. 74 CHAPTER 7 WOOD . 75 7-1 MATERIAL PROPERTIES FOR WOOD. . 75 7-2 STRENGTH REDUCTION FACTOR FOR WOOD. . 75 7-3 TIME EFFECT FACTOR FOR WOOD 75 7-4 TIE FORCE REQUIREMENTS FOR WOOD. 75 7-5 ALTERNAT

39、E PATH METHOD FOR WOOD 76 7-5.1 General. . 76 7-5.2 Modeling and Acceptance Criteria for Wood. 76 7-6 ENHANCED LOCAL RESISTANCE REQUIREMENTS FOR WOOD. 76 CHAPTER 8 COLD-FORMED STEEL 77 8-1 MATERIAL PROPERTIES FOR COLD-FORMED STEEL. . 77 8-2 STRENGTH REDUCTION FACTOR FOR COLD-FORMED STEEL. 77 8-3 TIE

40、 FORCE REQUIREMENTS FOR COLD-FORMED STEEL. 77 8-4 ALTERNATE PATH METHOD FOR COLD-FORMED STEEL. 77 8-4.1 General. . 77 8-4.2 Modeling and Acceptance Criteria for Cold-Formed Steel. 77 8-5 ENHANCED LOCAL RESISTANCE REQUIREMENTS FOR COLD-FORMED STEEL. . 78 APPENDIX A REFERENCES 79 APPENDIX B DEFINITION

41、S 82 B-1 INTRODUCTION. 82 B-2 TERMINOLOGY. . 82 B-3 DEFINITIONS FOR STRUCTURAL ANALYSIS PROCEDURES. 83 Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-023-03 14 July 2009 v APPENDIX C COMMENTARY . 90 C-1 INTRODUCTION. 90 C-2 APPLICABILITY. 90 C

42、-2.1 Three Story Requirement and Story Definition. . 90 C-2.2 Clarification for Partial Occupancy. 90 C-3 OCCUPANCY CATEGORIES. 91 C-4 DESIGN REQUIREMENTS. 91 C-4.1 OC I Design Requirement. . 91 C-4.2 OC II Design Requirement. 91 C-4.2.1 OC II Option 1, Tie Forces and Enhanced Local Resistance. 92 C

43、-4.2.2 OC II Option 2, Alternate Path. 92 C-4.3 OC III Design Requirement. . 92 C-4.4 OC IV Design Requirement. 93 C-5 TIE FORCES. 93 C-5.1 General. . 93 C-5.2 Previous Requirements. 93 C-5.3 New Tie Force Approach. 94 C-5.4 Justification for the Tie Force Approach. . 95 C-5.5 Tie Forces in Roof Sys

44、tems . 96 C-5.6 Location Restrictions on Internal and Peripheral Ties. . 97 C-5.7 Consideration for Non-Uniform Load Over Floor Area. 98 C-6 ALTERNATE PATH METHOD. 98 C-6.1 General. . 98 C-6.2 Peer Review. . 99 C-6.3 Alternative Rational Analysis. 99 C-6.4 Load and Resistance Factor Design. . 100 C-

45、6.5 Primary and Secondary Components. . 100 C-6.5.1 Secondary Components. . 100 C-6.5.2 Secondary Component Acceptance Criteria. . 101 C-6.6 Analysis Procedures. . 102 C-6.6.1 Linear Static. 102 C-6.6.2 Nonlinear Static. 102 C-6.6.3 Nonlinear Dynamic. . 102 C-6.7 Loads. 103 C-6.8 Load and Dynamic In

46、crease Factors. 103 C-6.9 Structural Damage Limits. . 105 C-6.10 Modeling and Acceptance Criteria. 105 C-7 ENHANCED LOCAL RESISTANCE. . 106 C-8 REINFORCED CONCRETE. . 107 C-8.1 Reinforced Concrete Beams and Joints. . 107 C-8.2 Structural Performance Levels. 107 C-8.3 Modeling and Acceptance Criteria

47、 for Reinforced Concrete. . 108 C-8.4 Best Practice Recommendation. 108 C-9 STRUCTURAL STEEL. . 108 C-9.1 Structural Steel Connections. 108 C-9.2 Steel Connection Requirements. . 113 Provided by IHSNot for ResaleNo reproduction or networking permitted without license from IHS-,-,-UFC 4-023-03 14 Jul

48、y 2009 vi C-9.3 Structural Performance Levels. 113 C-9.4 Modeling Parameters and Acceptance Criteria. . 114 C-9.5 Best Practice Recommendation. 114 C-10 MASONRY, WOOD, AND COLD-FORMED STEEL. . 115 C-10.1 Time Effect Factor for Wood. 115 APPENDIX D REINFORCED CONCRETE EXAMPLE 117 D-1 INTRODUCTION. 117 D-2 BASELINE PRELIMINARY DESIGN. 117 D-2.1 Modeling Assumptions. 117 D-2.2 Loading Assumptions. . 118 D-2.3 Design Information. 119 D-3 TIE FORCE CHECK. . 121 D-3.1 Calculating wF. . 121 D-3.2 Tie Force Summary. 121 D-3.3 Enhanced Local Resistance. . 123 D-3.4 Tie Force Ev