IT4 Shear Wall Design. Update November 30, 2016
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1 IT4 Shear Wall Design Update November 30, 2016
2 Voting Members Michel Bruneau, University of Buffalo, Buffalo, NY Kelly Cobeen, Wiss, Janney, Elstner, Emeryville, CA Jason Collins, PCS Structural Solutions, Seattle, WA David Fields, Magnusson Klemencic, Seattle, WA S. K. Ghosh, S. K. Ghosh Associates, Palatine, IL (Chair) Gino Kurama, University of Notre Dame, Notre Dame, IN Andy Taylor, KPFF, Seattle, WA
3 Corresponding Members Jeffrey W. Berman, University of Washington, Seattle, WA Dan Dolan, Washington State University, Pullman, WA John Hooper, Magnusson Klemencic, Seattle, WA Joe Farzli, Cary Kopczynski & Company, Bellevue, WA Dawn Lehman, University of Washington, Seattle, WA Phil Line, American Wood Council, Washington, D.C. Laura Lowes, University of Washington, Seattle, WA Joe Maffei, Maffei Structural Engineering, Oakland, CA Bonnie Manley, AISI, Norfolk, MA Jack Moehle, University of California, Berkeley, CA Larry Novak, Portland Cement Association, Skokie, IL Jose Restrepo, University of California, San Diego, La Jolla, CA Rafael Sabelli, Walter P. Moore, San Francisco, CA Siamak Sattar, NIST, Gaithersburg, MD John Wallace, University of California, Los Angeles, CA Andrew Whittaker, University of Buffalo, Buffalo, CA Tom Xia, DCI Engineers, Seattle, WA
4 Purpose The shear wall IT will consider the effects of external loads (gravity as well as lateral) on shear walls of concrete, steel, masonry, and wood. It will next consider the possible failure modes resulting from those load effects or internal forces. This will lead to a determination of the failure modes that are critical in design, which in turn should lead to possible areas of improvement in current design practice. Two of those areas are anticipated to be the following:
5 Purpose 1. Coupled shear wall systems are recognized as distinct from isolated shear wall systems in Canadian and New Zealand codes; they are also accorded higher response modification factors in view of their superior seismic performance. The IT will examine whether ASCE 7 should go in the same direction. (suggested by PUC: different R factors for coupled and isolated walls need definition of coupled shear wall; ACI 318 will develop the definition; new line items will be added in in Table Ron Hamburger suggested P 695 study).
6 Purpose 2. Tall buildings in the 400-ft height range are increasingly being built in highly seismic areas, with seismic forces being resisted entirely by cores consisting of reinforced concrete shear walls. The shear design of these shear walls is absolutely crucial to the safety of these structures. However, we have at best an imperfect understanding of the maximum shear that can develop and how it is transferred at the base. It will be very beneficial for the IT to look into this design aspect. (suggested by PUC: cooperate with multi-period spectra team)
7 Expected Work Product(s) The IT will develop Part 1 proposals and accompanying Part 2 commentary dealing with any topic on which the IT is able to progress to that point. All other findings of the IT and work leading to those findings will be recorded in a Part 3 Resource Paper.
8 Time Frame PUC ballots will start early next year with the first ballot to provide adoption of ASCE 7-16 after it is made available. The last PUC ballot will occur early to mid-2019 followed by the last MO (member organization) ballot.
9 Meetings Held August 29-30, 2016, KPFF, Seattle, WA (one-day meeting) Gracious host: Andy Taylor, KPFF Topics to be pursued tentatively chosen November 2-3, 2016, KPFF, Seattle, WA (one-day meeting) Gracious host: Andy Taylor, KPFF First day devoted to concrete-related topics
10 Masonry Shear Walls Partially grouted shear walls. Indications are that performance may be improved with improvements in detailing. Review all available information. Develop recommended improved detailing requirements for adoption into the TMS 402 Standard.
11 Steel Plate Shear Walls Coupled SPSW Configuration Steel Plate Shear Wall with Coupling (SPSW-WC) Adjacent SPSW linked by coupling beams (CB) Mobilize adjacent walls to act compositely SPSW Coupling Beam (CB) Horizontal Boundary Element (HBE) Exterior Vertical Boundary Element (evbe) Interior Vertical Boundary Element (ivbe) Web Plate
12 Steel Plate Shear Walls Objectives Comprehensively characterize behavior and performance of SPSW-WC system Design studies Mechanism analysis Numerical simulations Large-scale testing Develop design guidelines that enable adoption of SPSW-WC configuration
13 . Steel Plate Shear Walls
14 . Steel Plate Shear Walls NewZ-BREAKSS 140% Design Level
15 Wood Shear Walls It is intended that these topics would be collaboratively considered by IT4 and the AWC Wood Design Standards Committee and/or its seismic task committee. These topics have in common that they are of interest to the designers of wood frame shear wall structures. Item 1, on deflection calculation, is intended to address the varying methods of calculating deflection for compliance with code prescribed drift limits. Items 2 and 3 are related in that capacity based design principles will be studied and used to evaluate potential strength limit states of wood frame shear wall structures under combined high gravity and lateral shear loading.
16 Wood Shear Walls 1. Methods for computing deflections in stacked shear walls. This topic is currently of interest to designers due to observed differences in shear wall deflection calculation methods for purposes of complying with code specified drift limits. Initial focus would be on a Part 3 white paper capturing current recommendations. Having cross-material discussion regarding computation of deflection and intent of seismic drift limitations would be helpful for this topic.
17 Wood Shear Walls 2. Combined compression and shear failures in shear walls. The discussion of combined compression and shear failure has, to date, centered on concrete shear walls. Persons involved in high gravity loaded wood lightframe structures would like to explore whether or not this is a potential issue for wood frame buildings. This is anticipated to be a Part 3 white paper.
18 Wood Shear Walls 3. Capacity based design. Implicit in the design for seismic force resistance is that the designated seismic force resisting system has a load path (e.g. load transfer into and out of shear walls) that is capable of developing the seismic forceresisting element capacity. The intent is to use shear wall, wood element, and connection strength estimates from data to determine whether more indepth evaluation is needed. This is anticipated to be a Part 3 white paper.
19 Hybrid Shear Walls Precast Concrete Wall Panels with Post-Tensioning Strands and Mild Steel Bars During Large Earthquake, Gap Opens at Base Joint High Strength Unbonded Post- Tensioning Strands Provide Re- Centering Force Mild (E.D.) Steel Bars Provide Energy Dissipation 19
20 Hybrid Shear Walls Gino Kurama of Notre Dame gave a presentation at Meeting 1 on hybrid concrete shear walls. This brought up some interesting collateral issues, such as splices at wall bases. Should IT4 study hybrid shear walls further? System is already classified. After further discussion it was decided that there is no urgent topic in this area that needs IT4 s attention.
21 Concrete Shear Walls Coupled Shear Walls Specimen 2 Specimen 1 LOAD large, concentrated cracks anchor at end of wall pier left wall pier unbonded PT steel in duct right wall pier Post-Tensioned Conventional RC RC Coupling Beam 21
22 Concrete Shear Walls Coupled Shear Walls Post-Tensioned RC Coupling Beam 22
23 Concrete Shear Walls Coupled Shear Walls There are now many forms of coupling beams, e.g. steel, precast, cast-in-place. Important first step is to define a coupled shear wall. Canadian code has a definition of coupled shear walls: Coupled Shear Wall: A shear wall system with coupling beams where at least 66% of the base overturning moment resisted by the shear wall system is carried by the axial tension and compression forces resulting from shear in the coupling beams.
24 Concrete Shear Walls Coupled Shear Walls Ron Klemencic of Magnusson Klemencic Associates (MKA) suggested that since we are going to ask for higher R-values for coupled shear wall systems, the definition for a coupled shear wall system should probably be based on energy dissipation.
25 Concrete Shear Walls Coupled Shear Walls As the result of quite a bit of work done at MKA, an energy dissipation-based definition for coupled shear walls is close to having been developed. It will be balloted within ACI 318H in the near future.
26 Concrete Shear Walls Coupled Shear Walls
27 ACI Concrete Shear Walls Coupled Shear Walls Section 2.3 Terminology Coupled Structural Wall: Special Structural Walls linked by coupling beams with average aspect ratio (length/height) greater than or equal to 3.0.
28 Concrete Shear Walls Coupled Shear Walls If coupled concrete shear walls are to gain acceptance by ASCE 7 into the R-factor table, it appears a P695 study is required. This may not be a full-scale study, but a more abbreviated study. This needs to be discussed further. Several members have concerns and reservations about the P695 process. Lehman will summarize her concerns in writing. Should emphasize how to characterize the system based on considerations other than P695.
29 Concrete Shear Walls Shear Design of Special Shear Walls V u fv n ACI ( ) V u is to be obtained from lateral load analysis in accordance with factored load combinations
30 Concrete Shear Walls Shear Design of Special Shear Walls V u fv n ACI (21.2.4) For structures that rely on special reinforced concrete structural walls to resist earthquake force effects E, f for shear for any structural member that is designed to resist E is to be 0.6 if the nominal shear strength of the member is less than the shear corresponding to the development of the nominal flexural strength of the member.
31 Concrete Shear Walls Shear Design of Special Shear Walls Nonlinear time history analyses show much higher shear forces developing in shear walls, when compared to the V u of ACI 318.
32 Concrete Shear Walls Shear Design of Special Shear Walls Moehle and others have split shear amplification into dynamic amplification and overstrength amplification. Neither has a clear correlation with building height.
33 Concrete Shear Walls Shear Design of Special Shear Walls John Wallace is working on an ACI 318H change proposal that would propose a revised design shear for shear design of shear walls including the effects of overstrength and dynamic amplification. He has researched the background already. Canadian Standard A23.3 already considers dynamic amplification.
34 Concrete Shear Walls Shear Design of Special Shear Walls V u fv n Capacity side of the inequality Bi-axial bending at the corners of core walls Rate of loading effect on shear strength Effect of compression on shear strength
35 Concrete Shear Walls Design of Special Shear Walls Designing for high shear strength leads to nearly elastic behavior of shear walls in flexure in taller buildings. Very little flexural yielding of reinforcement takes place. Can flexural reinforcement be decreased at the same time the required shear strength is increased?
36 Concrete Shear Walls Design of Special Shear Walls Three classes of behavior: shear governed, transition, and flexure governed. Separation based on shear demand? Based on height/length ratio and shear strength? There is definitely a transition region between shear governed and flexure governed walls. It is difficult to test in the transition region.
37 Concrete Shear Walls Design of Special Shear Walls Another possible scheme for classification: Walls of limited ductility Ductile walls Non-coupled ductile walls Coupled ductile walls The last two types of walls would have different R values.
38 Concrete Shear Walls Detailing of Special Shear Walls Rather than focusing on changes in details, step back and look at the system design approach in general. Each detailed change usually has some merit, but taken together the small changes may discourage the use of concrete shear walls. Furthermore, a broad review of shear wall design may yield more benefit than focusing on detailed changes.
39 End
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