AISC Papers

Diquan · (This post was last modified: 03-01-2012, 03:49 AM by Dell_Brett.)

AISC Papers - Requested by: devilmaycry in February 14th

Author: AISC | Size: 61 MB | Format: PDF | Quality: Unspecified | Publisher: AISC

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Diquan · 02-29-2012, 01:44 PM

AISC Papers & Journals

Author: AISC | Size: 61 MB | Format: PDF | Quality: Unspecified | Publisher: AISC

→ Seismic Design and Response of Crane-Supporting and Heavy Industrial Steel Structures
→ Lightly Damped Moment-Resisting Steel Frames: A Design-Based Approach
→ Design of Steel Buildings for Earthquake and Stability by Application of ASCE 7 and AISC 360
→ Current Steel Structures Research No. 27
→ Repairable Seismic Moment Frames with Bolted WT Connections: Part II
→ Hybrid Moment-Resisting Steel Frames
→ Design of Braced Frames in Open Buildings for Wind Loading
→ Repairable Seismic Moment Frames with Bolted WT Connections: Part I
→ Experimental Investigation of Shear Transfer in Exposed Column Base Connections
→ Design of Steel Columns at Elevated Temperatures Due to Fire: Effects of Rotational
→ Current Steel Structures Research No. 28

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Diquan · (This post was last modified: 03-06-2012, 03:25 PM by Dell_Brett.)

Structural Stability Research Council

Author: AISC | Size: 559 MB | Format: PDF | Quality: Unspecified | Publisher: AISC

Structural Stability Research Council
- 1992
- 2001
- 2002
- 2003
- 2005
- 2006
- 2007
- 2008
- 2010
- 2011

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unix0123 · (This post was last modified: 03-06-2012, 03:26 PM by Dell_Brett.)

Hi Diquan,

There seems to be an error on file

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The rar file is ok. The problem is in the pdf file inside it.
Could you kindly verify?
Thank you.

Moderator Note:

Link for SSRC-2007 corrected
Thanks to Diquan

Diquan · 05-15-2012, 07:49 PM

Which Design Concept for Prestressed Steel?

"Prestressed steel structures are those in which, during manufacture, assembly, or exploitation, deliberate stresses are produced of precise magnitude, direction, and period of duration. The most significant aims of prestressing are: enlargement of the elastic range in which the structure works; redistribution of internal stresses or forces; improvement of stability; increase of fatigue resistance; decrease in deformations; wider use of high strength steels. Some examples of the many types of prestressed steel structures and methods of prestressing are: rigid basic structures (girders, trusses, frames, masts, towers, etc.) prestressed by high strength tendons; systems or networks of prestressed flexible strings (hanging roofs and walls, etc.); multi-layer and hybrid beams or vessels (simultaneous use of different materials as concrete and steel, carbon steel and quenched-tempered steel, etc.); statically indeterminate structures prestressed by enforced displacement of redundant restraints (usually by enforced shifting of some redundant supports or by compelled assembly of some elements fabricated with planned dimension "inaccuracies"); removal or exploitation of residual, secondary, or other "parasite" stresses (from welding, temperature treatments, mechanical operations with steel in cold state, unwanted constructional rigidity of some details, etc.). Prestressed structures utilizing tendons are the most widely used and most economical."

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Diquan · (This post was last modified: 07-20-2012, 10:49 AM by Dell_Brett.)

The Bridge Delta Girder: Single-Webbed and Double-Webbed

Author: Hadley, Homer M. | Size: 1.1 MB | Format: PDF | Quality: Unspecified | Publisher: AISC

The specifications of the American Association of State Highway Officials (AASHO) govern the construction of the great majority of highway bridges in the United States. These specifications determine the dimensions and general relationship of parts in steel girders. Since compliance with these specifications is the sine-qua-non condition upon which allotment of Federal participating construction funds is based, deviations from these requirements are rare. Yet it is a fact that the standard plate girder as produced by the AASTHO specifications is not satisfactory in all respects. It is too flexible, too limber, too lacking in lateral stiffness. The 1959 AISC National Engineering Conference paper presented by Mr. E. L. Durkee of the Bethlehem Steel Company, dealing with bridge erection problems, is an earnest plea for providing lateral stiffness in steel members. Of course, after installation of cross-bracing, bottom lateral bracing and a top roadway slab, the plate girder serves admirably, but it can not be said to do so in the early stages of bridge construction.

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Diquan · 10-25-2012, 04:18 PM

Design Aid-Anchor Bolt Interaction of Shear and Tension Loads

Author: Scacco, Mario N. | Size: 0.5 MB | Format: PDF | Quality: Unspecified | Publisher: AISC Bookstore

A common practice among structural engineers involved in industrial building design is to specify either ASTM A36 threaded rod bolts or A307 headed bolts for use as cast-in-place anchors to carry combined shear and tension forces to the foundation. It is also fairly common to specify ASTM A325 or equivalent strength material for anchor bolts which must carry higher forces than can be accommodated by ordinary carbon steel bolts. Several articles have been written in the past ten years which have addressed the problem of anchor bolt design for combined loadings. By consolidating and summarizing the available data, the problem can be simplified for most situations encountered in normal practice. A conservative design approach is warranted, as suggested by Marsh and Burdette1 since test data is limited and consequences of bolt failures are quite unacceptable for steel structures which must carry expensive industrial equipment.

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Diquan · 10-26-2012, 08:50 PM

Effective Length Factors for Gusset Plate Buckling

Author: Dowswell, Bo | Size: 1.1 MB | Format: PDF | Quality: Unspecified | Publisher: AISC Bookstore

Gusset plates are commonly used in steel buildings to connect bracing members to other structural members in the lateral force resisting system. Failure modes for gusset plates have been identified, and design procedures are well documented in the literature, but uncertainties still exist for gusset plates in compression. The previous research includes laboratory tests, finite element models, and theoretical studies. Many of the previous studies concentrated on the capacity of gusset plates in compression. A literature review revealed a total of 170 experimental specimens and finite element models with compressive loads applied. The procedures that are currently used to design gusset plates are reviewed. Using the experimental and finite element data from the previous studies, the capacity of gusset plates in compression are compared to the current design procedures. Based on a statistical analysis, effective length factors are proposed for use with the current design procedures.

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Geometric Formulas for Gusset Plate Design

Author: Chambers, Janice J.; Bartley, Tony C | Size: 6.0 MB | Format: PDF | Quality: Unspecified | Publisher: AISC Bookstore

Common approaches to compute the yield and buckling resistances of gusset plates require knowledge of the lengths yc, ycf , yb, ybf, L1, L2, and L3, (Figures 2 and 7). While numerical values for these resistances have been presented in the literature, formulas for yc, ycf , yb, ybf, L1, L2, and L3 have not been published. This paper presents the derivation and validation of equations to compute these lengths. The equations are summarized in flow charts that can be incorporated into software for practical applications. The formulas provided for yc, ycf, yb, ybf, L1, L2, and L3 enable optimization of gusset plate design.

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Simple Equations for Effective Length Factors

Author: Dumonteil, Pierre | Size: 0.5 MB | Format: PDF | Quality: Unspecified | Publisher: AISC Bookstore

In theory at least, the design of a column or of a beam-column starts with the evaluation of the elastic restraints at both ends of the column, from which the effective length factor K is then derived. To get a K-factor, the designer is much more likely to use the two charts provided in the Column Design section of the AISC Manuals, rather than to solve the transcendental equations on which the charts are based. However, having to read K-factors from an alignment chart in the middle of an electronic computation, in a spreadsheet for instance, prevents full automation and can be a source of errors. The fact that spreadsheets cannot accept so-called circular references makes their use awkward for the automatic solution of transcendental equations. A side benefit of an excellent article by Barakat and Chen3 was the demonstration of how powerful an engineering tool the electronic spreadsheet can be: it automates many routine calculations, and it is well suited for tedious column and beam-column calculations. Barakat and Chen did not elaborate on how they obtained the K-factors used in their examples; from the context, it seems that the factors were manually entered into the spreadsheet. Obviously, it would be convenient to have simple equations take the place of the charts in the AISC Manuals. The American Concrete Institute4 does publish equations, but their lack of accuracy may be why they seem not to be used in steel design. Better equations have been available in the French Design Rules for Steel Structures5 since 1966, and have been included in the European Recommendations6 of 1978, with only a change in notation. These equations are accurate, yet simple enough to be easily programmed within the confines of a spreadsheet cell. For this reason, they may be useful to North American engineers.

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Diquan · (This post was last modified: 01-30-2013, 08:18 AM by Dell_Brett.)

Structural Stability Research Council - Annual Technical Session and Meeting - Proceedings - 1998

1998 Annual Technical Session & Meeting

September 21-23, 1998
Atlanta, Georgia

Reports on Current Research Activities

Published by the
Structural Stability Research Council
University of Florida

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Diquan · (This post was last modified: 06-15-2013, 01:29 PM by Diquan.)

Analytical Criteria for Stitch Strength of Built-Up Compression Members

INTRODUCTION

In the buckled configuration of a built-up compression member,
shear force is developed between individual components
due to secondary moments caused by JP-8 effect. AISC-ASD'
requires that stitches be designed such that they have adequate
strength to resist the shear force developed between individual
components. AISC-LRFD^ also has a similar requirement
(see Section E4, p. 6-40). However, neither specification
gives a procedure to calculate the shear force developed
between individual components in a buckled configuration.
This paper presents a derivation of analytical equations to
calculate the shear force developed between individual components
of built-up struts in buckled configuration. The equations
are presented for two cases. First, for the case in which
only the first buckling load is of interest. Second, for the case
in which, in addition to the first buckling load, post-buckling
bending is involved such as in seismic-resistant design. The
proposed equations are general enough so that they are applicable
to any end condition including the two extreme cases
of hinged- and fixed-end conditions.
The proposed equations are verified analytically and experimentally.
For analytical verification, the results from the
proposed equations are examined for the extreme cases of end
conditions and separation between the components. For experimental
verification, test results by the authors are used.^"^
The stitch strength required for some test specimens are
calculated according to the proposed equations. The results
are compared with actual strength provided by the stitch
welds of the corresponding specimens. It was found that
specimens which suffered unsymmetrical buckling and/or
post-buckling behavior did not have adequate stitch strength
according to the proposed equations.

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Progressive Collapse Analyses of 2D Steel Framed Structures with Different Connection Models

Progressive collapse is initiated by a local failure of an individual structural element that sheds additional loads on adjacent structural elements. A local failure can be defined as a loss of the load-carrying structural capacity. If any of the adjacent elements fails under the enhanced loads, additional collapses would progresses to other structural elements until a disproportionate part of the structure collapses. Therefore, it is essential to investigate the nature of progressive collapse that can result in a massive destruction of a structure. In this study, the finite element code ABAQUS/Explicit was validated and used for the analyses. 2D steel frames for various combinations of spans and stories with rigid, semi-rigid, and reinforced semi-rigid connections. This paper showed that the control of horizontal column buckling propagation is a key factor in preventing progressive collapse.

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Simple Nonlinear Static Analysis Procedure for Progressive Collapse Evaluation

Author: Wenjun Guo and Ramon Gilsanz | Size: 130 KB | Format: PDF | Quality: Unspecified | pages: 10

Abstract: There is a concern about progressive collapse of buildings. A simple structural design criterion including
definitions for key or important members in a structure is proposed and a single-degree-freedom model is created
first to illustrate the analysis procedure of progressive collapse. Then, a nonlinear static analysis procedure for
existing buildings is presented. Evaluation of a six-story concrete structure is carried out based on this procedure
and the result of this simplified approach is compared with the calculation from a nonlinear dynamic procedure.
Key Words: Progressive Collapse, Criterion, Nonlinear, Static

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