Experimental Investigation of Self-Centering Steel Plate Shear Walls

Experimental Investigation of Self-Centering Steel Plate Shear Walls

Patricia M. Clayton1, Daniel M. Dowden2, Tyler Winkley3, Jeffrey W. Berman4, Michel Bruneau5, Laura N. Lowes6

1 Research Assistant, Dept. of Civil and Environmental Engineering, University of Washington, Seattle, WA 98195; Email: [email protected] 2 Research Assistant, Dept. of Civil, Structural and Environmental Engineering, University at Buffalo, Buffalo, NY 14260; Email: [email protected] 3Research Assistant, Dept. of Civil and Environmental Engineering, University of Washington, Seattle, WA 98195; Email: [email protected] 4Assistant Professor, Dept. of Civil and Environmental Engineering, University of Washington, Seattle, WA 98195; PH: (206)616-3530; E-mail: [email protected] 5Professor, Dept. of Civil, Structural and Environmental Engineering, University at Buffalo, Buffalo, NY 14260; PH: (716) 645-3398; Email: [email protected] 6Associate Professor, Dept. of Civil and Environmental Engineering, University of Washington, Seattle, WA 98195; PH: (206)685-2563; E-mail: [email protected] ABSTRACT

A self-centering steel plate shear wall (SC-SPSW) system has been developed to achieve enhanced performance objectives following earthquakes, including recentering. The SC-SPSW consists of thin steel infill web panels as the primary lateral load resistance and energy dissipation of the system providing a high initial stiffness, where the moment resisting connections of conventional SPSW construction are replaced with post-tensioned (PT) beam-to-column connections that allow the beam to rock about its flanges to provide system recentering.

The system and component behavior of SC-SPSWs have been investigated experimentally through a series of quasi-static and shake table tests. Quasi-static subassembly tests at the University of Washington have been conducted to study the effects of various design parameters on overall cyclic response and component demands. The University at Buffalo experiments focus on third-scale 3-story SC-SPSWs subjected to quasi-static and shake table testing to investigate system behavior. These experiments consider three different PT rocking connection details: 1) connections that rock about the beam flanges, 2) connections that rock about the beam centerline, and 3) an innovative NewZ-BREAKSS connection that rocks about the top beam flange only. The latter two PT connections have been proposed as methods to essentially eliminate floor system damage due to frame expansion that occurs with typical PT connections where the beams rock about their flanges.

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Table 1. SC-SPSW subassembly specimens

Specimen Name Ns To

(kN) tw(mm) Web plate-to-fish

plate conn. type Load

protocol 1st story 2nd story 8s100k 8 445 -- -- Bolted LP-BF 6s75k 6 334 -- -- Bolted LP-BF

8s100k20Ga 8 445 0.92 0.92 Bolted LP1 8s100k16Ga 8 445 1.52 1.52 Bolted LP1 6s75k20Ga 6 334 0.92 0.92 Bolted LP1 6s75k16Ga 6 334 1.52 1.52 Bolted LP1

8s100k20Ga-2 8 445 0.92 0.92 Bolted LP2 8s100k16Ga20Ga 8 445 1.52 0.92 Bolted LP2

8s100k20GaW 8 445 0.92 0.92 Welded LP2

Instrumentation and Displacement History Instrumentation was installed on the specimen to measure applied loads, global displacements, gap rotations, PT forces, and HBE and VBE strains. The cyclic displacement history for the tests (LP1) were a modification of ATC-24 (ATC 1992), similar to the history used in previous SPSW experiments by Vian et al. (2009). An alternate load protocol (LP2) was used for some of the later tests, as indicated in Table 1. This load protocol had fewer cycles at small drift levels. Since the specimens without web plates (8s100k and 6s75k) were expected to remain elastic during the entire test, a simplified load protocol (LP-BF) was used consisting of two cycles each at target peak drifts of 0.5%, 1%, and 2% and one cycle at 3% drift.

Experimental Results and Observations

Comparison of web plate thicknesses

As shown in Fig. 5, for specimens with the same number of PT strands and initial PT force, an increase in web plate thickness results in a proportional increase in specimen strength and energy dissipation as expected. When comparing the unloading portion of the hysteretic responses shown in Fig. 5, specimens with web plates (6s75k20Ga and 6s75k16Ga) have additional hysteresis below the unloading portion of the bare PT frame (6s75k) response. This additional hysteresis suggests that the web plate has some compressive strength that is not accounted for in the idealized tension-only behavior assumed in Fig. 2. This compressive strength increases as the web plate thickness increases, ranging from 10-20% of the web plate tension field strength (Clayton et al. 2011). Further research is being done to understand and better quantify this characteristic of web plate behavior. This additional hysteresis in the web plate during unloading also provides some resistance to recentering as suggested by the increase in residual drift at zero-load as the web plate thickness increases; however, with the exception of the negative loading direction of Specimen 6s75k16Ga, the specimen with the thickest web plates and lowest PT connection strength and stiffness, all test specimens were able to recenter with residual drifts less than 0.2% at zero-load (Clayton et al. 2011).


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connection at the base of the VBEs to allow free rotation and a W6x20 HBE anchor beam bolted to the foundation plate. PT monostrands consisting of 13 mm (1/2 in.) diameter 1860 MPa (270 ksi) strands are provided at mid-depth of the HBE, one each side of the HBE web with an initial PT force of approximately 20% of the yield strength of the PT strands. The dimensions of the test specimen consist of HBE clear spans of 2134 mm (84 in.), level 1 HBE height of 1191 mm (46.875 in.) from centerline of foundation clevis connection and floor-to-floor HBE heights of 1289 mm (50.75 in.) at level 2 and 3. The test setup consists of (3) MTS 244.51 actuators one at each floor level and the use of a self-supporting gravity frame system (GFS) developed at UB that provides no in-plane resistance but provides out-of-plane stiffness to brace the test specimen. A displacement control loading based on a modified ATC 24 loading protocol was used up to 4% drift.

UB Experimental Preliminary Test Results Instrumentation was provided to record the response at strategic locations to monitor global and local responses. For the experimental results presented, string pots were provided at each floor level of the GFS to determine displacements. Load cells were provided at the PT anchorage locations to monitor PT forces. Actuator forces were recorded from the actuator load cells.

Figure 10. Experimental Results: (a) base shear and (b) PT force vs. displacement

From the hysteresis shown in Fig. 10a it observed that self-centering response is achieved. Separation of the infill plate from the boundary frame occurs at around 2% drift as indicated by the reduction of base shear capacity. With the exception of the negative stiffness of the experimental results and the compressive strength of the web plate at zero displacement noted earlier, the comparison to SAP2000 (using an idealized tension-only hysteretic model for the web plates) is comparable. Note that the negative stiffness observed is a consequence of the displacement shape imposed to the specimen, which has lead to undesirable actuator interaction across the stories. A forced controlled testing protocol will be used for the subsequent tests to eliminate this artifact. From observation of the PT force response (Fig. 10b), the PT strands remain elastic. Some PT force loss is observed which is attributed to anchor seating and strand relaxation. A typical test panel after testing is shown below in Fig. 11b.

Top Story Displacement (mm)

Top Story Drift (%)

Bas

e Sh

ear

(kN

)

Hysteresis

-200 -120 -40 40 120 200

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250

-200 -120 -40 40 120 200

-4.5 -3 -1.5 0 1.5 3 4.5

-250

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50

150

250Bare Frame TestSAP2000

Interstory Displacement (mm)

Forc

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N)

PT Force Response

-80 -60 -40 -20 0 20 40 60 8040

60

80

100

120

140

160

-80 -60 -40 -20 0 20 40 60 8040

60

80

100

120

140

160

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Documents

Experimental Investigation of Self-Centering Steel Plate Shear Walls