LATERAL DRIFT DESIGN IN COLD FORMED STEEL WALL SYSTEMS
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1 1 LATERAL DRIFT DESIGN IN COLD FORMED STEEL WALL SYSTEMS Thomas Castle, S.E.
2 2 This presentation is published by the Cold-Formed Steel Engineers Institute ( CFSEI ). The information herein shall not constitute any representation or warranty, express or implied, on the part of CFSEI or any individual that the information is suitable for any general or specific purpose, and should not be used without consulting with a qualified engineer, architect, or building designer. Any individual or entity making use of the information provided herein assumes all risks and liabilities arising or resulting from such use. CFSEI believes that the information presented is in conformance with prevailing engineering standards of practice. However, none of the information provided is intended to represent any official position of the CFSEI or to exclude the use and implementation of any other design or construction technique. Opinions expressed are those of the presenter alone, and do not reflect an official position of the CFSEI, the Steel Framing Alliance, or the American Iron and Steel Institute. This presentation is not intended to be a substitute for appropriate legal advice from a qualified legal professional.
3 3 The Steel Framing Alliance is a Registered Provider with the American Institute of Architects Continuing Education Program. Credit earned on completion of this program will be reported to CES Records for AIA members. Certificates of Completion for non-aia members are available on request. This program is registered with the AIA/CES for continuing professional education. As such, it does not include content that may be deemed or construed to be an approval or endorsement by the AIA of any material of construction or any method or manner of handling, using, distributing, or dealing in any material or product. Questions related to specific materials, methods, and services will be addressed at the conclusion of this presentation. SFA l.5 LU/HSW
4 4 Introduction Overview of Non Structural Wall Systems Code Requirements for Drift Accommodation Typical Configurations Details and Detailing Challenging Conditions Interior Framing Summary
5 5 Overview of Non Structural Wall Systems Structural Design Wind Design Loads Seismic Deign Loads Deflection Limitations Accommodate Building Movement Typical Vertical Movements Typical Lateral Drifts Refer to CSFEI Tech Note 542
6 6 Wind Design Loads 2006 International Building Code (ASCE ) Wind Loads Component and Cladding P = q h (GC p -GC pi ) GC p = 1.1 (Elements not in areas of discontinuity) GC p = 1.4 (Elements in areas of discontinuity) Loads decrease with increased Tributary Area Suction Loads typically govern and are typically constant over height of building.
7 7 Seismic Design Loads 2009 International Building Code Seismic Loads ASCE Nonstructural Components F p = 0.4a p S DS I p R p ( ) a p = 1.0 and R p =2.5 z h (Table Either Interior or Exterior Walls) For Fasteners of the Connecting system a p = 1.25 and R p = 1.0 (Exterior Only) Loads Increase with Building Height
8 8 Deflection Limitations Out-of-plane deflection limitations are based upon limiting distress to finishes based on curvature of wall system. Metal Panels: L/180 to L/240 EIFS: L/240 to L/360 Cement Plaster: L/360 Brick Veneer: L/360 to L/600 or more Stone Veneer: L/480 to L/600 Out-of-plane deflections for cold formed wall systems are most always governed by wind loading Serviceability limits for wall deflections based upon 70% of Component and Cladding Loads
9 9 Accommodation of Building Movements Accommodation of Building Movements Isolate the Wall System from the Structure Vertical Deflection of Perimeter Beams/Slabs Lateral Drift of Building Frame System Isolate Relatively Light Building Exterior from Inadvertent Loads caused by Expected Building Deformation.
10 10 Accommodation of Building Movements Vertical Deflection of Perimeter Beams/Slabs With typical 30 foot spans and design live load deflections of L/360, building live load deflections can reach 1 inch. Value for perimeter beam live load deflection is typically limited to ¾ inch or less. Actual design value must be verified with Engineer of Record for structure.
11 11 Accommodation of Building Movements Lateral Drift of Typical Systems Actual drift should be obtained from Engineer of Record for structure For Category II structure D a can be 2.5% of story height. For 15 foot floor height and 2.5% drift D a = 4 ½ inches
12 12 Building Systems vs. Finish System BUILDING SYSTEMS Steel Moment Frames Concrete Moment Frames Eccentric Braced Frames Concentric Braced Frames Concrete Shear Walls FLEXIBLE SYSTEMS FINISH SYSTEMS EIFS Systems Cement Plaster Systems Adhered Veneer Systems Anchored Veneer and Stone Systems RIGID SYSTEMS
13 13 Code Requirements for Drift Accommodation ASCE
14 14 Code Requirements for Drift Accommodation ASCE
15 15 Code Requirements for Drift Accommodation ASCE
16 16 Code Requirements for Drift Accommodation 2010 California Building Code Title 24 Requirement for DSA and OSHPD
17 17 Code Requirements for Drift Accommodation ASCE
18 18 Code Requirements for Drift Accommodation ASCE D fallout >= 1.25 I D p Exceptions: Glass with Sufficient Clearance to its frame such that physical contact between the glass and frame will not occur at 1.25 D p Fully tempered monolithic glass no more than 10 feet above a walking surface Annealed or heat treated laminated glass that is captured mechanically by a wall system glazing pocket D fallout is determined in accordance with AAMA or by engineering analysis
19 19 FEMA P-749 Seismic Performance Limit the chance of total or partial collapse as a result of MCER ground motions to various percentages depending upon Occupancy Categories For all structures, minimize the risk that, in likely earthquakes, debris generated by damage to cladding, ceilings, or mechanical or electrical systems will fall on building occupants or pedestrians. To the extent practicable, avoid economic losses associated with damage to structural and nonstructural systems as a result of relatively frequent moderate earthquake events.
20 20 Accommodation of Lateral Deflection D Total D a Interstory Building Deformed Shape Building Original Shape Wall Moves with Floor Below and Slips Past Floor Above
21 21 Typical Wall Configurations Balloon Framed Systems Floor to Floor Framed Systems Spandrel Framed Systems Panelized Systems
22 22 Balloon Framed Systems
23 23 Balloon Framed Systems Vertical Slip Connection Bearing Connection
24 24 Balloon Framed Systems Vertical Slip Connections (Also Refer to CFSEI Tech Note W103-11)
25 25 Floor to Floor Framed Systems FICCADENTI WAGGONER & CASTLE CONSULTING STRUCTURAL ENGINEERS
26 26 Floor to Floor Framed Systems Concrete Slab Expansion Joint for Vertical and Lateral Movement Bearing Connection Each Floor Expansion Joint for Vertical and Lateral Movement
27 27 Floor to Floor Framed Systems D Total D a Interstory Joint at Underside of Floor Floor to Floor Framing w/ Joint Below Floor Line
28 28 Floor to Floor Framed Systems D Total D a Interstory Joint at Underside of Floor Floor to Floor Framing w/ Joint Below Floor Line
29 29 Floor to Floor Framed Systems D Total D a Interstory Floor to Floor Framing w/ Joint Below Floor Line
30 30 Spandrel Framed Systems Framing Windows Framing Windows Framing Windows
31 31 Spandrel Framed Systems Isolation Joint Allowing Vertical / Lateral Movement
32 32 Spandrel Framed Systems Rigid Connection
33 33 Spandrel Framed Systems Kicker Connection
34 34 Spandrel Framed Systems D Total D a Interstory Joint at Head of Window Spandrel Framing w/ Joint at Head of Window Floor Beyond
35 35 Spandrel Framed Systems D Total D a Interstory Joint at Head of Window Spandrel Framing w/ Joint at Head of Window
36 36 Spandrel Framed Systems D Total D a Interstory Spandrel Framing w/ Joint at Head of Window
37 37 Track within a Track Details Refer to CFSEI Tech Note W101-09)
38 38 Details Track within a Track
39 39 Slip Track Details Refer to CFSEI Tech Note W100-08a
40 40 Details Slip Track
41 41 Details Sliding Clips Refer to CFSEI Tech Note W103-11
42 42 Details Rigid Clips Design to take Seismic In Plane loading if Required and Remain Ductile if Required
43 43 Details Rigid Clips
44 44 Details Rigid Clips
45 45 Details Rigid Clips Design to have Ductile Bending and Avoid Fastener Failure
46 46 Challenges with Accommodating Lateral Drift At Building Corners: Floor to Floor Framing Spandrel Framing
47 47 Challenges with Accommodating Lateral Drift At Building Corners:
48 48 FEMA P-749 Seismic Performance Limit the chance of total or partial collapse as a result of MCER ground motions to various percentages depending upon Occupancy Categories For all structures, minimize the risk that, in likely earthquakes, debris generated by damage to cladding, ceilings, or mechanical or electrical systems will fall on building occupants or pedestrians. To the extent practicable, avoid economic losses associated with damage to structural and nonstructural systems as a result of relatively frequent moderate earthquake events.
49 49 Challenges with Accommodating Lateral Drift Avoid Beams in Wall Space or Vertically Offset Joints:
50 50 Challenges with Accommodating Lateral Drift Avoid Columns in Wall Space: D a Interstory
51 51 Challenges with Accommodating Lateral Drift Integration with Glass Wall Systems:
52 52 Challenges with Accommodating Lateral Drift Utilities in Walls can Cross Joints and Must be Designed to Prevent Locking Joint
53 53 Interior Framing Why not treat them the same as Exterior Framing?
54 54 Interior Framing Why not treat them the same as Exterior Framing? Finishes are not usually as heavy Falling hazards are not usually as great Typically interior contains numerous corners and intersections MEP penetrations are more extensive Beams and columns are contained in walls Ceilings are typically braced to floor above Life Safety systems can become compromised if walls shift differently than floor above.
55 55 Interior Framing Why not treat them the same as Exterior Framing?
56 56 Interior Framing Why not treat them the same as Exterior Framing? Make attachments top and bottom ductile. Control failure method to avoid undesirable outcomes (falling hazards).
57 57 Bearing Walls?
58 58 Bearing Walls? A wall that is part of the structural system moves with the building and is designed to do so. A non structural element could be designed to do the same.
59 59 Real World
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