Vertical acceleration demands on column lines of steel moment‐resisting frames

Moschen, Lukas; Medina, Ricardo A.; Adam, Christoph

doi:10.1002/eqe.2751

Cited by 21 publications

(14 citation statements)

References 15 publications

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“…Furthermore, it is apparent that the taller frame structures exhibit the largest median PFA v to PGA v ratio with its maximum value of 4.8 at the roof level of the center node of the left bay of the 20-story frame structure. This large amplification is in accordance with results of Moschen et al (2016) and Francis et al (2017). Moschen et al (2016) computed the vertical accelerations of a generic stick model, representing the interior column line of a steel frame, in an effort to assess the vertical accelerations at or very close to column lines.…”

Section: Normalized Peak Floor Acceleration Demand Of the Base Case Frame Modelssupporting

confidence: 93%

“…Hence, neglecting the filtering effect of the building on the vertical base excitation component of ground motion would in some cases underestimate the magnitude of vertical NSC acceleration demands. A recent study by Moschen et al (2016) of the vertical peak floor acceleration (PFA v ) demand of a generic stick model, representing the column line of steel perimeter moment resisting frames, confirmed these considerations. It was found that the median PFA v demand at column lines can be up to four times larger than the vertical peak ground acceleration (PGA v ).…”

Section: Introductionmentioning

confidence: 80%

“…The first considered ground motion record set is denoted as the vertical ground motion (VGM) record set in this study. It was assembled by Moschen et al (2016) focusing on the characteristics of vertical ground motion components. The median of the vertical components matches in the frequency range of 3.33-40.0 Hz the normalized vertical response spectrum (NEHRP-spectrum; FEMA P-1050-1 2015), and its dispersion complies with a predefined target dispersion of σ t = 0.80.…”

Section: Vertical Ground Motion Record Setmentioning

confidence: 99%

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Vertical peak floor accelerations of elastic moment-resisting steel frames

Gremer

Adam

Medina

et al. 2019

Bull Earthquake Eng

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The scope of this study is the quantification of vertical peak floor acceleration demands at column lines and along the length of beams of elastic moment-resisting steel frames subjected to recorded ground motions. These demands correlate with the maximum strength demands on rigid nonstructural components attached to a frame structure. Since it is commonly assumed that buildings behave flexibly in the horizontal direction and rigidly in the vertical direction, the assessment of vertical acceleration demands is typically not considered in most cases. The results of this study show that vertical peak floor accelerations can be up to five times larger than the vertical peak ground acceleration, in contrast to horizontal peak floor accelerations that are only up to two times larger than the horizontal peak ground acceleration for the numerical models used in this study. The most significant amplifications estimated in the vertical direction are found at the center of the girders. Further investigations of modified steel frames indicate that the story-wise mass distribution has an influence not only on the vertical acceleration demand, but also on the horizontal component of the response, though to a lesser degree. In contrast, the response in the vertical and horizontal direction is only slightly affected by an increase in the flexural stiffness of the beams. The results of this study strongly indicate that in steel frames it can be considered highly questionable to ignore the amplification of the vertical acceleration component along the height of the structure.

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Section: Normalized Peak Floor Acceleration Demand Of the Base Case Frame Modelssupporting

confidence: 93%

Section: Introductionmentioning

confidence: 80%

Section: Vertical Ground Motion Record Setmentioning

confidence: 99%

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Vertical peak floor accelerations of elastic moment-resisting steel frames

Gremer

Adam

Medina

et al. 2019

Bull Earthquake Eng

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“…Bradley, 2013; Lin et al, 2013) are available in the literature, little effort has been devoted to developing methods for the selection of hazard consistent vertical ground motion records. In engineering practice, however, there are many examples where the vertical component of the ground motion, in addition to the horizontal ones, plays a significant role on the structural seismic response: reinforced concrete precast structures (Bovo and Savoia, 2019), dams (Chakrabarti and Chopra, 1972; Chopra, 1966; Christopoulos et al, 2003), components in nuclear power plants (Kitamura et al, 2005), rocking systems (Vrettos, 1999), and non-structural components (Moschen et al, 2016), such as suspended ceilings and other contents sensitive to rocking, sliding, or overturning.…”

Section: Introductionmentioning

confidence: 99%

Correlation of spectral acceleration values of vertical and horizontal ground motion pairs

Kohrangi¹,

Παπαδόπουλος

Bazzurro

et al. 2020

Earthquake Spectra

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We present correlation coefficient estimates between a number of ground motion intensity measures ( IMs), as measured from the NGA-West2 database, with focus on the correlation of vertical–vertical and vertical–horizontal ground motion components. The IMs considered include spectral accelerations with periods from 0.01 to 10 s, peak ground acceleration, peak ground velocity, and significant duration (for 5%–75% and 5%–95% definitions). To facilitate their use, parametric equations are also fitted to the correlation models. Finally, the dependence of the obtained correlation coefficients to magnitude, distance, and Vs30 is evaluated.

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“…Finally, the results of this paper are summarized based on the comparison methodology in references [26,27]. Tables 9 and 10 show that the peak vertical floor acceleration (named as PFAv) may exceed the peak vertical ground acceleration (named as PGAv).…”

Section: Elastic Beam-column Elementmentioning

confidence: 99%

Seismic Response of Steel SMFs Subjected to Vertical Components of Far‐ and Near‐Field Earthquakes with Forward Directivity Effects

Shahbazi¹,

Mansouri

et al. 2019

Advances in Civil Engineering

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In the near-field earthquake, forward directivity effects cause long-period pulse with a short effective time and a large domain in the velocity time history. This issue increases the ductility needs of structures, and in recent decades, the destructive effects of these kinds of records have been evaluated in comparison with far-field earthquakes. This brings about the necessity to compare a structure’s behavior subjected to vertical components of near-field (NF) earthquakes, including forward directivity effects vs. the effects of vertical components of far-field (FF) earthquakes. The present study investigated 3-, 5-, 8-, and 20-story steel moment frames with special ductility (SMF) through which modeling effects of panel zone have been applied, subjected to vertical component of near-field (NF) earthquakes with forward directivity and the vertical component of far-field earthquakes. By investigating the results, it can be clearly seen that the average values of the maximum displacement, shear force of the stories, and the velocity of each story under the impact of the near-field earthquake are greater than the amount of that under the effect of a far-field earthquake. However, this comparison is not valid for the amount of acceleration, axial force, and moments in the columns of the structures accurately.

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Vertical acceleration demands on column lines of steel moment‐resisting frames

Cited by 21 publications

References 15 publications

Vertical peak floor accelerations of elastic moment-resisting steel frames

Vertical peak floor accelerations of elastic moment-resisting steel frames

Correlation of spectral acceleration values of vertical and horizontal ground motion pairs

Seismic Response of Steel SMFs Subjected to Vertical Components of Far‐ and Near‐Field Earthquakes with Forward Directivity Effects

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