Seismic Performance Evaluation of Novel Cold-Formed Steel Framed Shear Walls Sheathed with Corrugated Steel Sheets Page: 31
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Table 5.2 - Vertical Distribution of Seismic Forces
Effective Seismic Vertical Distribution Seismic
Level Weight Height wx hxk Factor Force
wx (lb) hx (ft) Cx Fx (lb)
Roof 32451 18 584123 0.59 6524
2nd 45134 9 406206 0.41 4537
Once seismic force applied on each floor was determined, the quantity and length of shear
wall could be calculated. The Load Resistance Factor Design (LRFD) method was applied and the
trial seismic force modification factors were referred to the light-framed walls systems with wood
structural panels (ASCE 7-10). Hence, R = 6.5 and flo = 3.0 were used in all building archetype
design, and were subjected to be verified.
The nominal shear wall strength was based on the test results by the author. It should be
noted that the width of the shear wall used in the building archetype was 3.5 in. wide, which was
different from the 4 in. width of test specimens. As per AISI S240 (2015), for Type I shear walls
with aspect ratios (h/w) greater than 2:1, but no exceeding 4:1, the nominal strength shall be
multiplied by (2w/h). In addition, a resistance factor of 4 = 0.6 was considered according to the
provisions in AISI S400 (2015). The shear wall design calculation is given in Table 5.3.
5.5 Modeling of Shear Walls and Bearing Walls
5.5.1 Modeling of Shear Walls
The shear walls and bearing walls were simulated in OpenSees as two diagonal truss
elements and elastic beam-column elements as illustrated in Figure 5.2. EqualDOF command was
used to ensure the displacement of the top two ends of the wall were the same.
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Lan, Xing. Seismic Performance Evaluation of Novel Cold-Formed Steel Framed Shear Walls Sheathed with Corrugated Steel Sheets, thesis, August 2017; Denton, Texas. (https://digital.library.unt.edu/ark:/67531/metadc1011859/m1/39/: accessed May 22, 2019), University of North Texas Libraries, Digital Library, https://digital.library.unt.edu; .