Calculation of load increase factors for assessment of progressive collapse potential in framed steel structures

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۴٫۲۷۶ در سال ۲۰۲۰

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۲۶ در سال ۲۰۲۱

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۰٫۹۰۱ در سال ۲۰۲۰

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Calculation of load increase factors for assessment of progressive collapse potential in framed steel structures

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Calculation of load increase factors for assessment of progressive collapse potential in framed steel structures


Progressive collapse of building structures is a relatively rare event. However, the conse- quences of progressive collapse may be  catastrophic in  terms of injuries and loss  of lives. In addition, in many parts of the world including the United States of America, Europe, Asia, and recently, United Arab  Emirates, there is a trend to build taller and more structurally complicated buildings with adventurous load paths. Therefore, structural design that takes into account the potential for progressive collapse is becoming critical. This  paper outlines and discusses the process of estimating the load increase factor (LIF) needed for progressive collapse resistant design of steel building structures that takes into account the effects of component ductility on structural response following the initiation of collapse. LIF are  used to account for the dynamic effects of column/wall removal when the designer opts for lin- ear   or   nonlinear static  analysis to  assess the  potential  for   progressive  collapse.  The approach recognizes the difference in  response associated with deformation-controlled compared to force-controlled response quantities and structural elements. Emphasis in this paper is  on  the Alternate Path (AP)  approach which is  the most commonly used approaches for  progressive collapse resistant design of  building structure that fall  under Occupancy Category II.

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  1. Introduction

Assessment of the potential for progressive collapse of a building structure takes place after the design of all structural elements and components is completed in accordance with the applicable building codes in a country or region. The  goal of progressive collapse assessment is to determine the capability of the structural system and components to transfer struc- tural loads following the loss  or  significant damage of a primary load-carrying element. Components found deficient are redesigned to satisfy collapse mitigation requirements. The AP approach discussed in this paper for assessment of progres- sive  collapse potential is similar in many ways to procedures described in various provisions/standards. However, this paper emphasizes the United States Department of Defense progressive collapse design provisions contained in UFC 4-023-03 [1]. As a minimum, vertical elements are  removed for AP investigations at: 1st  story above grade, story directly below roof, story at mid-height of building, and a story above the location of a column splice or where change in column size  occurs.

For each of the stories indicated above, the entire framed structure is assessed for  progressive collapse potential when critical external and internal columns are  notionally removed. This paper focusses on performance of the structural system following the loss  of corner columns, in particular. Corner columns are  particularly vulnerable as practical structures rarely have the ability to  span unsupported for  long  distances to  transfer loads to  other elements [2].  Each  structural element, (LS), collapse prevention (CP), etc.  These performance levels are  the same as those defined in ASCE 41  [۳].

For progressive collapse resistant design, each steel component and connections must satisfy Load and Resistance Factor Design (LRFD) Eq. (1).URn    Ru                                                                                                                                                                                                                                                          The design strength U Rn is calculated using AISC LRFD [4]. The required strength, also  known as the actions, Rci Qi, may be  determined using linear or  non-linear analyses as  appropriate. For  the purposes of  calculating component capacity, actions,  such  as  bending moments  or  shear  forces, are   classified as  either  deformation-controlled,  or  force-controlled. Therefore, a  component may need to  be  checked for  both deformation-controlled  and force-controlled actions. Typical deformation-controlled or  force-controlled, classifications are  shown in Fig. 1 [1].  Primary component action is deformation- controlled if it has  a Type  ۱ curve and e P 2g, or, it has  a Type  ۲ curve and e P 2g. Define a primary component action as force-controlled if it has  a Type  ۱ or Type 2 curve and e < 2g, or, if it has  a Type  ۳ curve.

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