Steel Building Structures Research Articles

Analysis on Optimizing Steel Structure Building to Improve Construction Quality

Analysis on Optimizing Steel Structure Building to Improve Construction Quality

A Component-Based Model for Novel Modular Connections with Inbuild Component

A modular steel structure building has obvious advantages in reducing construction period and protecting the environment due to its unique construction method, so it is widely used in modern construction. However, the modular building connection design and modeling are mostly based on the traditional connection research results. To address this issue, the paper developed a component-based model for novel modular connections with an inbuild component. First of all, the comprehensive parameter study was implemented using elaborate finite element models. Then the component-based model for novel modular connections was developed, and the force-deformation response of each component was determined using the finite element method. Thirdly, assembly of all components to overall rotational joint and the simplified finite element model of modular connections was obtained. Finally, comparison between simplified and refined finite element was conducted, the results showed that the proposed model can predict the mechanical behavior of modular building connections within the acceptable margin of error.

Structural performance of automated multi-depth shuttle warehouses (AMSWs) under low-to-moderate seismic actions

Automated Multi-Depth Shuttle Warehouses (AMSWs) are compact storage systems that provide a large surface occupation and therefore maximum storage density. AMSWs represent the future of storage technology, providing substantial savings in terms of cost, space, and energy with respect to traditional warehouses. Currently, designers refer to the standard building codes for the seismic design of AMSWs. Since structural characteristics of AMSWs are considerably different from the steel structures of typical buildings, this current approach used by designers is questionable in terms of safety and efficiency. In this article, the behavior of 5 AMSW structures has been studied performing 150 time-history analyses by direct integration including P-Delta effects. Demand/capacity ratios calculated for each element showed the dominance of the brittle failure mechanism in AMSWs subjected to low-to-moderate seismic actions. These mechanisms mainly took place in upright columns and their base connections prior to the activation of ductile energy dissipation mechanisms of the structure. Based on the results, further improvements have been recommended for the future design provisions, which may lead to a safer seismic design of AMSWs.

Analysis on accumulated deformation and stress of the steel roof of Beijing Opera House during construction

This paper aims to study the stress and deformation of large steel structure buildings in the actual construction process. Midas Gen finite element software is used to simulate and analyze the whole construction process of the curved reticulated shell roof, the peripheral steel columns and the permanent support. The stress and deformation results of the structure in the final construction state are compared with those in the design state under one-time loading. The results show that, in the final construction state, the maximum tensile stress and the maximum compressive stress are 1.9 times and 2.0 times of that in the design state under one-time loading respectively, which is very significant. When the design model is loaded with weight at one time, the maximum tensile stress and the maximum compressive stress of the structure both appear near the opening of the steel roof, while in the final construction state, the maximum tensile stress of the structure appears near the boundary frame beam, and the maximum compressive stress appears on the main ridge beam. The maximum vertical displacement of the structure in the final construction state is 2.0 times of that when the design model is loaded at one time. The maximum vertical displacement of the design state appears near the opening of the steel roof, while the maximum vertical displacement of the structure in the final construction state appears on the main ridge beam. In view of the above, the effective guidance for the construction of steel roof structure is provided in this paper to ensure the safety of the structure.

Study on optimal design of a new type of beam-column assembled rigid joint

With the progress of engineering technology, steel structure has become the mainstream structural form of construction engineering, and beam column composite structure is the most commonly used connection form in steel structure buildings. In order to improve the design and construction performance of beam-column joint, a new type of beam-column assembled rigid joint is proposed and its parameter optimization is analysed based on equal strength design method and finite element software. The results show that the new beam-column assembled rigid joint has excellent performance for ductility and energy-dissipating capacity and the joints and splice plates can both meet strength requirements. The number of bolts and the length of cantilever beam have great influence on the ultimate bearing capacity and ductility of the joint. The new type of beam-column assembled joint is easy to construct and has good mechanical properties, and its ductility and elastoplasticity are better than those of ordinary joints without splicing.

Structural performance evaluation of square hollow section column under compressive axial force with bending moment having different width‐thickness ratio

AbstractThe square hollow section (SHS) is commonly used for the column of the steel building structures in Japan. The moment‐resisting frame will resist the lateral force with the flexural manner of the columns. Under the seismic event, the bending moment will be significant, and the plastic hinge may be formed in the columns. It is crucial to understand the structural behavior at the component level to capture the structure system's ultimate limit state by computational simulation. Understanding the strength and the ductility is one of the essential aspects, but it is also crucial to know the structural elasto‐plastic behavior until the ultimate limit state. It is worthwhile to conduct the testing of the members under combined loading conditions. In this paper, the test results obtained from the different width‐thickness ratio SHS were reported. The forces subjected to the specimen were axial force and cyclic bending moment; therefore, the member was under combined loading condition. Collapse mode, maximum bending moment, and plastic deformation capacity were evaluated in consideration of the effect of the width‐thickness ratio; comparison study between the current design recommendation was also shown.

Development of Flexural Buckling Rules for the New AISC Stainless Steel Design Specification

AbstractThis paper presents the development of flexural buckling curves for austenitic and duplex stainless steel welded I‐sections and structural hollow sections, which are proposed for implementation in the new AISC stainless steel specification. The proposed buckling curves were developed following the same type of reliability analysis employed to develop the flexural buckling curve included in AISC 360 Specification for Structural Steel Buildings for carbon steel, considering all the experimental data available in the literature and a large number of numerical results. In order to facilitate their implementation, the proposed curves follow a similar form as the AISC‐type of curve included in AISC 360, with the only differences being the addition of a yield plateau and the values of selected coefficients used to adjust the shape of the curves.Three different buckling curves are proposed: one buckling curve for circular hollow section (CHS) columns and I‐section columns buckling about the major axis; one for rectangular hollow section (RHS) columns; and one for I‐section columns buckling about the minor axis. The proposed curves represent a significant improvement with respect to the currently available stainless steel flexural buckling curve included in AISC Design Guide 27, providing an increase in strength predictions of up to 55%.

Experimental Validation of Detachable Links for Eccentrically Braced Frames

AbstractEccentrically braced frames (EBFs) subjected to seismic actions dissipate energy through yielding of link members. Other members of the framing are on the other hand designed to remain mainly elastic during a seismic event. The framing can be reused after an earthquake if the link members can be replaced. In line with this, the last decade has witnessed development of replaceable links. However, most of the proposed details are not well suited for replacement under residual drift conditions. Consequently, this paper presents details of an experimental validation of a detachable link concept where a splice connection is introduced at the mid‐length of the link to facilitate replacement under residual frame drift. The concept was studied by conducting six nearly full scale EBF tests under quasi‐static cyclic loading. Different splice details employing bolted connections with vertical slotted or site drilled holes and welded connections were developed. The link length ratio, type of mid‐splice connection and the amount of residual drift were considered as the variables of the testing program. The specimens were subjected to the loading protocol recommended in AISC Seismic Provisions for Structural Steel Buildings (AISC‐341). The experimental results suggested that the detachable links with the proposed connection details can satisfy the link rotation capacity limits of AISC‐341. The detachable links performed similar to conventional links while their replaceability under residual drift was demonstrated.

Seismic Performance Analysis on a High-rise Hidden Frame-brace Structure

The building No.1 project located in the district of Jinjian Yingxiyuan at the city of Taiyuan is the first high-rise steel structure building in Shanxi Province by using hidden frame-brace system with the special-shaped wide concrete-filled steel tubular (WCFT) columns. In this paper, elastic analysis and pushover analysis of the new building are carried out by using the finite element software MIDAS/Gen, which is based on the theory of equivalent sectional flexural stiffness. And the results show that the various parameters under the action of frequent earthquake and rare earthquake meet requirements of the code, the failure mechanism of the structure is reasonable, and the seismic performance is good. Finally, the hidden danger and the key problems about the new structure system are put forward.

Research on the Application Mode of Prefabricated Steel Structure Building Design Based on BIM Technology

With the continuous maturity and improvement of BIM Tech, it has been more in-depth application in architectural design. However, the current application of Bim in prefabricated steel structure buildings still has some problems and shortcomings, such as the advantages of BIM Tech in improving the efficiency of building design, reducing the cost and reducing the workload. Based on this, this paper first analyzes the necessity of applying BIM Tech in steel structure prefabricated building, then studies the design of prefabricated steel structure building based on BIM, and finally gives the specific application of prefabricated steel structure building design based on BIM Tech.

Application of BIM technology combined with artificial intelligence in construction management

The construction industry is a kind of multi-project engineering. The management in the construction process is an important factor in ensuring construction quality. This paper briefly introduced the relevant content of building information modeling (BIM) and the application of BIM combined with the genetic algorithm in optimizing the processing scheme in the cutting process of steel structure buildings, and took a grid-shaped steel shed in Zhengzhou, Henan, as an example to compare the traditional and BIM optimized schemes. The results showed that the BIM-optimized scheme could make better use of raw materials with different specifications and the optimization scheme had higher economic benefits because of higher utilization rate, fewer processing personnel, and fewer working hours

Detection of Dangerous Defects and Damages of Steel Building Structures by Active Thermography

The article presents the results of a study of use thermographic non-destructive testing to search for cracks in steel structures. Theoretical substantiation of thermal non-destructive method of control for detection of cracks in steel structures. A practical study proving the possibility of using thermal non-destructive testing to detect cracks in steel structures is described. The problems that arise during the thermal non-destructive method of control and possible ways to solve them. The authors conclude that the method of thermographic control can be used during the inspection of steel structures for qualitative assessment of cracks.

Stability Analysis of Prefabricated Steel Structure Building Based on Pushover Method

Prefabricated steel structure building is a kind of structural system which is widely used in recent years. It is very necessary to study the stability of it by Pushover method. Through the investigation of a building under construction in Hebei Province, China, the finite element analysis software SAP2000 is used to establish numerical simulation models of four kinds of staggered truss steel structure, so as to calculate its static pushover performance. It includes base shear-peak displacement curves, performance points and plastic hinge development. The main conclusions are as follows: the terminal shear and displacement of the hybrid staggered truss structure are obviously better than that of the Vierendeel staggered truss structure in the process of pushover. The base shear of the structure can be greatly increased and the overall deformation of the frame can be reduced when the side spans is set up. Until the end of the pushover, there is no plastic hinge on the column, which meets the seismic design requirements of “strong column and weak beam”, indicating that the prefabricated steel structure staggered truss system has good seismic performance.

Technical Note: Internal Second-Order Stiffness: A Refined Approach to the Rm Coefficient to Account for the Influence of P-? on P-?

One component of the B2 amplifier method of addressing second-order effects is the RM coefficient, which represents the influence of P-? on P-? effects. This paper presents the background for RM based on LeMessurier’s paper, “A Practical Method of Second-Order Analysis: Part 2—Rigid Frames,” (1977), and makes explicit the simplifications entailed in the AISC Specification for Structural Steel Buildings (AISC, 2016b) formulation for this coefficient. These simplifications, while providing for reliable strength design, can overestimate the P-? effect for typical building applications, especially if applied to drift. A simple formula for RM based on the work of LeMessurier permits a more precise estimate, which can be used as a component of both force and displacement amplifiers presented in this paper. This explicit approach to the RM coefficient provides the basis for clear presentation of the relationships first-order and second-order stiffness (both internal and external), including the distinct effects of P-? and P-? stiffness reductions on equilibrium at the second-order displacement.

Design by Advanced Elastic Analysis: An Investigation of Beam-Columns

At the heart of the provisions for assessing structural stability within the AISC Specification for Structural Steel Buildings is the direct analysis method. The fundamental concept for this method is that the more behavior is explicitly modeled within the analysis, the simpler it is to define the AISC Specification design requirements. In other words, the direct analysis method consists of calculating strength demands and available strengths according to a range of well-defined and fairly detailed analysis requirements. This paper begins with an overview of two logical extensions to AISC’s direct analysis method, both of which are now provided in AISC Specification Appendix 1, Design by Advanced Analysis. In establishing these approaches, many systems were investigated in previous research, and it was noted that systems with beam-columns subject to minor-axis bending may deserve additional attention. This paper presents a detailed study that investigates such members, as well as members subject to major-axis bending.

BASE SHEAR COEFFICIENT OF MEDIUM AND LOW-RISE STEEL STRUCTURE BASED ON ENERGY BALANCE FOR CONTINUOUS USE AFTER EARTHQUAKE

In recent years, regarding buildings that serve as bases for disaster relief work and as living spaces, the social desire is for continued use of and less repair work for such buildings after earthquakes. To meet that kind of wish, post-quake building damage must be kept to the slightest minimum. With the aim of continues use of buildings after earthquakes, this report deals with medium and low-rise steel structure buildings, giving consideration to practical guidelines for base shear coefficients in order to minimize building damage to the slightest possible after foreshocks, main shocks and aftershocks. The first priority was to theoretically speculate based on energy balance to derive a calculation formula for cumulative plastic deformation ratio corresponding to level of damage, the speed conversion value equivalent to total energy input and the natural period parameterized base shear coefficient (α1). Also, the application of this calculation formula to foreshocks, main shocks and aftershocks was made possible by introducing a cumulative energy spectrum. The derivation processes for the above are explained in Chapters 2 and 3. Next, from analysis results of α1 applied to seismic waves widely used in actual design, consideration was given to base shear coefficients that meet the current seismic code together with guidelines for base shear coefficients that would make it possible for continued use of buildings after earthquakes. By setting base shear coefficient guidelines in which a building’s Ds value is 0.4 or more with the 1st natural period at less than 1s, or where the Ds value is 0.25 or more with a natural period of 1s to 2s, the degree of damage is less than moderate even for earthquakes that very rarely occur, which fulfills the required performance in the seismic code. If a design is oriented to continuous use of the building after foreshocks, main shocks and aftershocks, then the pragmatic assessment would be to aim for a natural period of 1s or more and a base shear coefficient of 0.45 or greater as the Ds value. These analytical considerations are explained in Chapter 4. Finally, Chapter 5 explores the observation waves for the Pacific Coast of Tohoku Earthquake (2011) and Kumamoto Earthquake (2016), considering base shear coefficients that will make continued use of buildings possible after earthquakes. Regarding a building with first natural period of less than 1s, a short period region (greatly exceeding the energy input of an earthquake that very rarely occurs [a wave arrival count of 2]) existed in the energy input of observation waves of accumulated foreshocks, main shocks and aftershocks. Thus, this research confirmed that a natural period of 1s or more and a Ds value of 0.45 or more as the base shear coefficient will, generally speaking, minimize damage to less than slight for the abovementioned accumulated observations waves.

Local strength properties of steel bars as random functions

Local macroscopic mechanical properties of bar elements in steel building structures should be characterized by random functions of the same type. This idea has been inferred in present paper based on local hardness measurements. The possibility of trends occurring in the random sequences of hardness measurements along the sample lengths means that the test should be carried out on bars with a length comparable with the maximum lengths of technologically indivisible elements. Examination of this type of random sets on too short bars may lead to unreliable results even if a large statistical sample is used. The normalized hardness autocorrelation function determined experimentally due to the relatively strong intercorrelation relationship observed in experiments may be applied to approximate random functions of local yield limit and local strength of steel bar.

A decision-making model for supporting selection of green building materials

The manufacture and use of building materials result in numerous environmental concerns in the construction industry. Green building materials (GBMs) are environmentally friendly compared to their traditional counterparts. However, identifying the criteria for selecting GBMs and assessing their sustainability have been challenging. In this study, the Analytic Hierarchy Process (AHP) technique was used to decide between selecting steel building structure and reinforced concrete (RC) building structure as an alternative. In the first phase, the criteria for selecting GBMs were identified through literature review, experts’ opinions, and questionnaire survey. In the second phase, the purposive sampling technique was used to select experts and professionals in materials selection to compare the different GBMs criteria and also, to compare and weight the provided alternatives. The findings of this study identified that 29 criteria were ranked using a scatter plot of means and standard deviation scores. Besides, the results indicated that RC building structure, with a weight value of 0.5225, was a better alternative to steel building structure. Additionally, the results show that the environmental and economic criteria are more important than the social criteria. This study, therefore, developed a decision-making model for helping stakeholders to select materials required to achieve sustainable buildings.

DESIGN OF COMPOSITE GIRDER STRUCTURE BRIDGE OF SELUANG-1 RIVER PT LIFERE AGRO KAPUAS, KAPUAS DISTRICT

The bridge at the Seluang-1 river is located around the palm oil plantation land owned by PT Lifere Agro Kapuas, Kapuas Regency, Central Kalimantan. In this Seluang-1 river, a bridge is planned to be built to facilitate the mobilization of palm oil plantation crops and other matters as well as transportation in the PT Lifere Agro Kapuas area because before there was a bridge the transportation traffic was cut off by the river so it had to circle quite a long way. The bridge is designed as a bridge with composite girder structure type. The methodology in the design of loading uses the SNI 1725-2016 concerning on the Loading Standards for Bridges and SNI 2833-2016 concerning on the Earthquake Resilience Planning Standards for Bridges. For methodology in designing concrete structures refer to SNI 2847-2013 concerning Structural Concrete Requirements for Buildings and methodology in designing steel structures refers to SNI 1729-2015 concerning Specifications for Structural Steel Buildings. The material used for abutment uses reinforced concrete material. The methodology in calculating the bearing capacity of the foundation uses the method by Mayerhof and also the method by Kazuto Nakazawa, while the methodology in calculating the lateral bearing capacity uses the Broms method, with the efficiency of the pile using a graph by O’Neill. From the results of topographic measurements taken a bridge design with a span of 30 m with a total bridge width of 7 m. The slab design is 25 cm thick with the compressive strenght of concrete is fc’ 30 MPa (K-350). The steel girder beam used WF Profile 1350.800.100.130 and the diaphragm beam used WF Profile 250.125.6.9 with BJ55 steel quality (fy 410 MPa). Whereas in the lower structure, the abutment designed with a height of 350 cm, a width of 320 cm and a length of 850 cm, was used with compressive strenght of concrete is fc’ 30 MPa (K-350). In the foundation used Spun Pile type piles with a diameter of 60 cm with a depth of 30 m piling as much as 8 piles on one abutment. Obtained Qallow = 116,37 tons > Qload = 114,69 tons so that the foundation is declared safe. The planned budget for the construction of a bridge on the Seluang-1 river is Rp 8.990.566.000,00.-

Evaluation of steel building structures with inerter-based dampers under seismic loading

One way of reducing damage to buildings from earthquakes is through the introduction of passive control devices. Many common passive control devices require relatively large masses to be effective, which increases cost and complicates design efforts. Inerter-based dampers are a promising alternative. Inerter-based dampers utilize inerters, mechanical devices that typically use a flywheel with a relatively small mass to provide large effective inertial mass. The evaluation of inerter-based dampers has typically been performed considering simple linear systems of masses and springs that are subjected to harmonic or random loads. While valuable information can be gained from these models, it is unclear if inerter-based dampers are effective at improving the performance of structures subjected to seismic ground motions, especially if the mechanics of the structure is modeled more explicitly and nonlinear behavior, such as yielding, is considered. This paper presents a numerical investigation on the behavior of structures with three different inerter-based dampers subject to seismic ground motions, including the effects of material and geometric nonlinearity. Designs for the three different inerter-based dampers were produced for 3-story and 9-story benchmark steel structures using existing design equations. The structures and devices were modeled in the OpenSees framework. The inerter-based dampers were found to remain effective outside of the elastic range, but at reduced efficiency. The inerter-based dampers were typically much more effective in the 3-story structure. These results show the potential for inerter-based dampers to reduce damage to structures subjected to earthquakes and will encourage the further study of these innovative devices.