scholarly journals Steel column planning using the American Institute of Steel Construction (AISC) 2010 method

2020 ◽  
Vol 821 ◽  
pp. 012014
Author(s):  
Wahyuni ◽  
K C S Zein ◽  
Muchlis
Keyword(s):  
American Institute ◽  
Steel Construction ◽  
Steel Column

Shear strength of steel plate reinforced concrete shear wall

2020 ◽  
Vol 23 (8) ◽  
pp. 1629-1643
Author(s):  
Zhi Zhou ◽  
Jiang Qian ◽  
Wei Huang
Keyword(s):  
Finite Element ◽  
Shear Strength ◽  
Reinforced Concrete ◽  
Steel Plate ◽  
Shear Wall ◽  
American Institute ◽  
Composite Shear Wall ◽  
Steel Construction ◽  
Composite Shear ◽  
Modified Formula

This article investigates the shear strength of steel plate reinforced concrete shear wall under cyclic loads. A nonlinear three-dimensional finite element model in ABAQUS was developed and validated against published experimental results. Then, a parametric study was conducted to evaluate the effects of the parameters on the lateral capacity of composite shear wall, including shear span ratio, concrete strength, axial load ratio, steel plate ratio and transverse reinforcement ratio of the web. Furthermore, a modified formula of shear strength of composite shear wall was proposed. Regression analyses were used to obtain the contribution coefficients of different parts from 720 finite element models. Finally, the shear strengths of specimens from published tests were compared with design strengths calculated using the proposed formula, American Institute of Steel Construction Provisions and Chinese Code. It was found that the Chinese Code well predicts the shear strength of composite shear wall of a steel plate ratio of less than 5%, while unsafely predicting that of a higher steel plate ratio. The American Institute of Steel Construction Provisions predictions are quite conservative because the contribution of the reinforced concrete is neglected. The modified formula safely predicts the shear strength of composite shear wall.

Tensile strength of bolted ring-type splices of solid round leg members of guyed communication towers

2005 ◽  
Vol 32 (3) ◽  
pp. 595-600
Author(s):  
Cindy Kumalasari ◽  
Lihong Shen ◽  
Murty K.S Madugula ◽  
Faouzi Ghrib
Keyword(s):  
Tensile Strength ◽  
Design Method ◽  
Test Results ◽  
American Institute ◽  
Ring Type ◽  
Canadian Institute ◽  
Steel Construction ◽  
Failure Loads ◽  
Guyed Towers ◽  
Communication Towers

Bolted ring-type splices are very common in guyed communication towers using solid round legs 65 mm in diameter or smaller, but there is no guidance provided in either the Canadian Institute of Steel Construction Handbook of steel construction or the American Institute of Steel Construction Manual of steel construction for the design of such splices. Eighteen ring-type splices (three groups of six specimens each) were tested and experimental failure loads were determined. Based on the test results, it is concluded that it is unsafe to ignore the eccentricity of the splice. It is suggested that the load at first yield be conservatively taken as the strength of the splice. A simplified design method is proposed that takes into account the eccentricity of the splice, and the results from the proposed method agree closely with the experimental values.Key words: eccentricity of splice, guyed towers, ring-type splice, solid round legs, tensile strength.

Design and Analysis of Flanged Skirt Splices for Tall Pressure Vessel Towers

2014 ◽  
Author(s):  
Radoslav Stefanovic ◽  
Peter Ranieri ◽  
Jose I. Dorado ◽  
George Miller
Keyword(s):  
Pressure Vessel ◽  
High Strength ◽  
Construction Site ◽  
American Institute ◽  
Specific Design ◽  
Bottom Part ◽  
Canadian Institute ◽  
Steel Construction ◽  
Impossible Task

Pressure vessel towers used in the petrochemical and chemical industry are designed to accommodate numbers of internals including trays and beds resulting in tall vertical structures. Transportation of tall towers from the fabrication shop to the construction site presents challenges that can result in high transportation costs or a logistically impossible task of moving the vessel. One of the solutions to this problem is to shorten the tower for transport by cutting part of the tower skirt and welding it in the field. Depending on the location, welding on site can be expensive, labour intensive and may cause problems in the quality of the weld and the tower being out of level. Using a flanged skirt connection will reduce the field labour spent on connecting the bottom part of the skirt to the rest of the vessel. The challenge that lies in front of designers is that the current codes and available literature do not give a specific design and calculation guidance for implementing such a solution. This paper looks at different analytical methods to be used for the design of a skirt splice. Methods provided by Jawad and Farr, the Canadian Institute of Steel Construction, the American Institute of Steel Construction, and the Peterson Method from the European Commission’s High-Strength Tower in Steel for Wind Turbines (HISTWIN) are analyzed. Based on this analysis, the most optimal and safe design and fabrication methodology for implementing a Flanged Skirt Connection is proposed.

ELASTIC DISTORTIONAL BUCKLING OF SINGLY SYMMETRIC I-SHAPED FLEXURAL MEMBERS WITH SLENDER WEBS

2012 ◽  
Vol 12 (02) ◽  
pp. 359-376 ◽  
Author(s):  
TADEH ZIRAKIAN ◽  
JIAN ZHANG
Keyword(s):  
American Institute ◽  
Distortional Buckling ◽  
Flexural Members ◽  
Finite Strip ◽  
Steel Construction ◽  
Code Provisions

The effectiveness of the measures provided in the 2005 American Institute of Steel Construction (AISC) Specification for elastic distortional buckling of doubly symmetric I-shaped flexural members with slender webs was evaluated in a previous study. It was demonstrated that the code equations generally provide conservative strength estimates for the slender-web I-beams, and the amount of the conservatism was found to be rather dramatic for some cases. As a continuation of this effort, the effectiveness and accuracy of the 2005 AISC code provisions as well as predictions for elastic distortional buckling of slender-web singly symmetric I-shaped members is investigated in this paper. Comparisons are made with the finite strip analysis results for distortional buckling and the two design equations for elastic distortional buckling proposed by other researchers. It is demonstrated that the code predictions are by and large conservative, and even overly conservative in some cases, which does not seem to be justifiable economically.

scholarly journals Guía de análisis y diseño estructural de una nave industrial con puente grúa, empleando la normativa peruana y americana, en la ciudad de Lima

2020 ◽  
Author(s):  
◽  
Victor Alexis Solorzano Mogollon ◽  
Karen Jandira Vargas León
Keyword(s):  
American Concrete Institute ◽  
American Institute ◽  
Steel Construction

El crecimiento industrial en el país va en aumento, lo que genera un incremento de la necesidad de nuevas estructuras industriales. La siguiente tesis tiene como objetivo principal representar una guía, mediante un ejemplo aplicativo, de análisis y diseño estructural de una nave industrial con puente grúa, debido a que el Perú no cuenta con lineamientos exclusivos para este tipo de estructuras. Se presenta una recopilación teórica que cubre los lineamientos para el análisis y diseño estructural de naves industriales, teniendo en cuenta los efectos que genera un puente grúa en la estructura, para después establecer una metodología clara y concisa. Se plantea un proyecto teórico de una nave industrial que cubre un área de 600 m2, cuyo uso será de almacén y cuenta con un puente grúa de 10 toneladas de capacidad, con el objetivo de desarrollar la metodología establecida. La metodología, que comprende el análisis y diseño estructural de naves industriales con puente grúa, cumple con los requerimientos de las normativas: Reglamento Nacional de Edificaciones (RNE), American Institute of Steel Construction (AISC) y el American Concrete Institute (ACI).

Prying action in bolted steel circular flange connections

2006 ◽  
Vol 33 (4) ◽  
pp. 497-500
Author(s):  
Cindy Kumalasari ◽  
Yongcong Ding ◽  
Murty K.S Madugula
Keyword(s):  
Experimental Investigation ◽  
Test Data ◽  
Tensile Force ◽  
American Institute ◽  
Bolted Connections ◽  
Canadian Institute ◽  
Steel Construction ◽  
Prying Action ◽  
Communication Towers

Both the Canadian Institute of Steel Construction (CISC) Handbook of Steel Construction and the American Institute of Steel Construction (AISC) Manual of Steel Construction discuss prying action in tee-type and angle-type connections subjected to tensile force, but no guidance is provided for determining the prying force in bolted steel circular flange connections. However, such connections are very common in leg members of guyed lattice communication towers. To determine the magnitude of the prying forces in such connections, an experimental investigation was conducted on 10 bolted steel circular flange connections. On the basis of the test data, it is proposed that for use with equations in the CISC handbook and AISC manual, the length of the flange tributary to each bolt (bolt pitch) be taken as the circumference of the bolt circle divided by the number of bolts.Key words: bolt pitch, bolted connections, circular flange, prying action, tensile force.

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