Steel Structure

This research work mainly focuses on stabilization of Ikpayongo laterite using cement blended with Rise Husk Ash (RHA) and Carbide Waste (CW) to promote its physical characteristics. The blending of cement with Rice Husk Ash (RHA) and carbide waste (CW) was done in proportion to determine the required proportion suitable for the stabilization of Ikpayongo laterite. Atterberg limit test, Compaction test, California Bearing Ratio (CBR) test, Specific Gravity, Unconfined Compressive Strength (UCS) test and Durability test were conducted on the laterite sample. The blend of cement with RHA and CW at interval of 0% to 10% displayed better results than the cement treated soil at some percentages. The result showed that at 2% and 10% cement content the MDD of the natural soil reduced from 2.015Mg/m3 to 1.917Mg/m3 and increased to 1.987Mg/m3 respectively, it also reduced to 1.870Mg/m3 when treated with 2% blend of 80% cement 10% RHA 10% CW and increased at 10% of the cement blend. The CBR v...

This paper describes the prediction of stiffness of bolted cover plate connections with slots perpendicular to the acting force. The wok is based on three sets of tests: experiments on connections with more bolt rows and different bolt forming technology prepared at the

MGPS Cofferdam is an equipment to be attached at the submerge part of the ship’s hull, to create an watertight environment for the safety cutting, welding, or another underwater activities. The activity here for the MGPS Cofferdam is the changing of the rise pipe at side of the submerged part of hull.

One of the most important practical considerations in the optimization of steel structures is that structural members are generally to be selected from available steel pro®les. Furthermore, the solutions produced according to the national speci®cations are undoubtedly valuable from the point of view of applicability in real-life practice. This paper reports the development of a computer-based systematic approach for discrete optimal design of planar and space structures composed of one-dimensional elements. The main characteristic of the solution methodology is the use of a genetic algorithm (GA) as the optimizer. Applications and experience on steel frame and truss structures are discussed. The results of comparative studies of the GA against other various discrete and continuous optimization algorithms for a class of representative structural design problems are reported to show the eciency of the former. It is observed that a GA often ®nds the region of the search space containing the global optimum, but not the true optimum itself. Also, in this study an approach based on a proposed multilevel optimization is tested and proved to overcome this shortcoming. #

The objective of this paper is to present the structural adequacy study, via simulation and analytical methods, of two existing cylindrical steel tanks for various levels of contained liquid, which was carried out for MOTOR OIL HELLAS, Corinth Refineries S.A., with the purpose of contributing realistic data on the topic of seismic response of steel tanks. For this reason, reference is given to the current design philosophy, followed by detailed description of the tanks. Analytical calculations based on international and domestic design Codes (American Code API650, Eurocode 8 and the Greek Seismic Code EAK2000) are also presented, followed by finite element simulation results that were obtained during the preparation of the aforementioned study.

Structural fire safety is assured if the design value of the effect of the actions (thermal and mechanical) is lower than the design value of each structural element fire resistance or, in other words, structural safety is assured when the steel temperature in a fire situation only reaches values less than the structure critical temperature. The critical temperature is the temperature that causes structural collapse in a fire situation. The temperature in the structural element can be determined either experimentally or analytically. In the case of a structure covered with thermally protective material, such methods serve, in practice, to determine the thickness of the protective material. In this work, a previously unpublished expression for the calculation of the temperature in thermally protected steel structural elements in fire is derived. Comparisons with international recommendations and with experimental and numerical analysis results are made. In view of its simple form and derivation, the use of such expression is recommended for the revision of the Brazilian Standard "Steel structures fire design".

With the US rejoining ITER, the US chamber technology community has resumed participation in discussion in the ITER Test Blanket Working Group (TBWG) and has proposed to develop, in collaboration with other parties, liquid and solid breeder blanket concepts to be tested in ITER. Presently, the US focus on the liquid breeder option is the dual coolant heliumcooled reduced activation ferritic steel structure with self-cooled Pb-17Li breeder (DCLL) that uses flow channel insert (FCI) as the MHD and thermal insulator. When projected for a reference tokamak power reactor design, it has the potential for a gross thermal efficiency of > 40%. The US is planning for an independent test blanket module (TBM) that will occupy half an ITER test port with corresponding supporting ancillary equipment. An initial design, testing strategy and corresponding test plan have been completed for the DCLL concept. The DCLL TBM conceptual design for the integrated testing phase, including the choice of configuration, relevant design analyses, ancillary equipment, testing strategy and corresponding test plan, have been prepared for the transition into the preliminary design phase.

Telecommunication towers are among the few steel structures that little attention has been paid to their seismic behavior in existing design codes. Due to lack of design provisions, the designers apply the existing building design codes to telecommunication towers. However, the seismic behavior and response of telecommunication towers is very different from that of building structures. For example, the base shear values obtained for telecommunication towers using the building codes is much higher than what it actually is. In this research, for obtaining the seismic amplification factors, ten of the existing self-supporting four-legged telecommunication towers in Iran with heights ranging from 18 to 67 meters are selected. Then, strong motion earthquakes are applied to these towers in both vertical and horizontal directions. By performing linear dynamic analysis, the base shear and vertical response of the towers are calculated. Dividing the obtained base shear or the vertical response by the product of the tower mass and maximum horizontal and/or vertical acceleration components will result in seismic amplification factors of both horizontal and vertical earthquake components. At the end, by drawing the amplification factors versus the fundamental flexural mode and the first axial mode of the towers, relations for estimating the base shear and the vertical response of the telecommunication towers are obtained.

The influence of annealing temperatures on the thermo-mechanical behavior of NiTi alloy in terms of transformation temperatures, mechanical properties at ambient temperature and the recovery stress under constrained end conditions were investigated experimentally. An attempt is made to correlate results obtained from the DSC test and tensile test at room temperature with results from recovery stresses at elevated temperatures. It is found that annealing the alloy above the recrystallization temperature (600 • C) reduces the maximum recovery stress significantly, even though the alloy still exhibits thermal transformations and a stress-induced martensite plateau at an annealing temperature above 600 • C. A pre-strained amount above approximately 2.4% strain is sufficient to achieve the maximum recovery stress at constrained end conditions. It is recommended that the alloy used in this study be annealed at temperatures below 450 • C in order to produce the desired thermo-mechanical properties in the alloy for applications that exploit the shape memory effect.

The National Institute of Standards and Technology (NIST) Construction Metrology and Automation Group, in cooperation with the NIST Intelligent Systems Division, is researching robotic structural steel placement through an ongoing program entitled ''Performance of Innovative Technologies for Automated Steel Construction.'' This program, initiated in response to an American Institute of Steel Construction request for a 25% reduction in time to erect steel structures, focuses on the development of an Automated Steel Construction Testbed to research advanced concepts in crane automation, laser-based site metrology, laser radar (LADAR) imaging, construction component tracking, sensor-based data exchange and web-enabled 3D-visualization. The steel manipulator used in this test facility is the NIST RoboCrane, a 6 df parallel kinematic machine capable of both teleoperative and programmed control. A laser-based 3D site measurement system (SMS) retrofitted on RoboCrane provides position and orientation (pose) information to reduce errors in the encoder-based control system and map the crane's location relative to other components in the work environment, which enables autonomous path planning and navigation. D

This paper presents an approach for evaluating residual strength of fire exposed steel bridge girders. The approach involves three stages of analysis that is to be carried out at ambient conditions, during exposure to fire, and after cooling of the fire exposed bridge girder. In the first stage, load carrying capacity of the girder is evaluated at room temperature. In the second stage of analysis, thermal and structural response of the bridge girder is traced under specified fire exposure and loading conditions. In the third stage (after the bridge girder has cooled down), residual capacity of the girder is evaluated by incrementing load on the girder till failure occurs. The proposed approach is applied to carry out a set of numerical studies on a typical steel girder using finite element computer program ANSYS. Results from numerical studies indicate that the maximum fire temperature (and associated temperature in steel) is the most critical factor that influences residual strength of a fire exposed bridge girder. A girder exposed to typical "external" fire conditions, with maximum fire temperatures reaching to 600-700°C, retains about 70 to 80% of its strength on cooling. On the other hand, a steel bridge girder exposed to hydrocarbon fire, with a maximum temperature of about 1100°C, looses most of its strength during heating phase of the fire and experiences failure.

In this work numerical structural analysis by the finite element method (FEM) is used in order to study the structural collapse of a Second World War (WWII) lattice tower. The study is divided into two different stages: a forensic pre-diagnostic stage (first) and pathologic analysis and diagnostic stage (second). In the first stage, the causes and the origin of the collapse are determined based on only on the symptoms. In the second stage the failure mechanics are established and these are proven. The entire FEM model is built through beam elements and the design of experiments (DOE) method was employed to limit the number of simulations required, significantly saving on the computational time needed to arrive at a diagnostic. Based on analytical results, it is concluded that the main variables in the structural collapse are: the corrosion of the wire ropes and the wind load. A buckling analysis, both linear and nonlinear, is also carried out to verify and to check that the collapse hypothesis for the communications tower is right. Finally the conclusions of this study are given.

This paper presents a study for the development of first- and second-order tool-life models at 95% confidence level for turning high strength steel. The tool-life models are developed in terms of cutting speed, feed rate, and depth of cut, using response surface methodology and design of experiment. The effects of the main cutting variables (cutting speed, feed, and depth of cut) on tool life have been investigated by the application of the factorial design method. All of the cutting tests were performed using uncoated carbide tools under dry conditions. Tool-life contours have been generated from these model equations and are shown in different plots. Dual-response contours of metal removal rate and tool life are shown also. The results are presented in terms of mean values and confidence levels. © 1998 Elsevier Science S.A. All rights reserved.

http://ac.els-cdn.com/S0924013697004354/1-s2.0-S0924013697004354-main.pdf?_tid=7ea8c4dc-1d34-11e4-b1a5-00000aab0f6c&acdnat=1407307382_b0d7d5d96bfabc738bde8c6860d2acd2 
http://www.sciencedirect.com/science/article/pii/S0924013697004354

In building construction a significant advantage of vierendeel beam systems is that they can, in portal frames, take advantage of the member flexural and compression resistances eliminating, avoiding the need for extra diagonal members. For this reason, they allow greater interaction with building services, enabling a free space for pipes, ducts, etc. They are also widely used in staggered-truss systems. This work is aimed at evaluating the influence of initial stiffness variation in the joints of a vierendeel girder type beam, carried out with the inclusion of analyses of semi-rigid portal frames. FTOOL/SRC was the program used to model the semi-rigid joints by means of a simple and compact parametric analysis. The main goal of this article is to demonstrate, through a series of analyses of a vierendeel beams, the influence of semi-rigid joints in the structural response. These analyses have involved, in a first stage, fixed and simply supported beams configurations followed by three semi-rigid structures, allowing a better understanding of the force-transfer mechanism in this structural system.

The "slim deck" and the "slim floor" systems are typical examples of composite shallow floor systems that have been applied recently in the civil engineering industry, while various manufacturing companies developing their own systems. Such systems, which are typically encountered at contemporary multi-storey buildings of any use and will be discussed in this paper, are the Ultra Shallow Floor Beams-USFBs ® (ASD metal services, 2014) the DELTABEAM ® composite deck floor (

Clause 6.3.4 of EN 1993-1-1 describes a “General Method” for lateral and lateral torsional
buckling of structural components, ideally suited to software applications. Although the
UK National Annex places some limitations on the use of this method, it is possible that
the approach will become more widely used. In the fist of two articles, Dr.József Szalai, of
ConSteel Solutions Ltd describes the background to the method.

The in-plane behavior of screen grid insulated concrete form (SGICF) walls was evaluated using full scale shake table experiments. The wall specimens utilized dry fit insulated form blocks made from recycled expanded polystyrene granules that were bonded together with cement. When stacked, the cavities in the blocks formed a grid of cores that are evenly spaced vertically and horizontally. Each wall was built on top of a foundation block that was designed such that failure would occur within the walls themselves. The walls consisted of four circular vertical cores and five circular horizontal cores reinforced with a single rebar placed nominally in the center of each core. Fiber-reinforced concrete was used in one of the walls to evaluate the effect on failure modes, drift capacity and shear strength. The results showed that the use of fiber-reinforced concrete in the cores had not significantly improved the drift capacity and had exhibited lower strengths than the wall with conventional concrete. These outcomes were mainly attributed to voids in the cores that had resulted despite similarities in workability of the concrete mixes and in techniques used to place the concrete in the walls.

This paper describes a seismic design procedure for rib-reinforced steel moment connections ba.c;ed on an equivalent strut model. It is shown from the results of finite-element analysis that the force transfer mechanism 10 the rib connections ts completely different from that predicted by the dac;sicnl beam theory and that a diagonal strip in the rib acts as a strut. By treating the rib as a strut, an equivalent strut model that could be used as the basis of a practical design procedure 1s proposed first A step-by-step design procedure i~ then recommended based on the proposed model.

New or improved techniques of steel processing such as Thermo-Mechanically Controlled Processing (TMCP) and Quenching in conjunction with Tempering (QT) led to availability of High Strength Steels with low alloy content and good weldability in last few years. Requirements for matching strength of electrodes are frequently discussed. Many design codes require overmatching strength, although It can be difficult to find suitable welding consumables that are able to satisfy matching or even overmatching requirements with steel strength over 900 MPa. Another aspect is need for sufficient ductility, which can be also hard to reach with overmatched electrodes. According to lack of sufficient knowledge about behaviour of HSS joints full utilization and material savings is sometimes hard to achieve. The paper deals with tests made with HSS DOMEX 960 and also sophisticated techniques of testing and numerical modelling, which are useful for evaluation of welded joint loading capacity.

Two types of fireproof flooring systems commonly encountered in the 19 th century are the "jack arch floor" and "the filler joist floor". A proper evaluation of their fire resistance requires reliable information of the thermal and mechanical properties of their construction materials, namely cast iron, wrought iron, mild steel, "early" concrete and masonry, at elevated temperatures. This paper collates temperature-dependent thermal (i.e. thermal conductivity and specific heat) and mechanical properties (i.e. yield strength, tensile or compressive strength, Young's elastic modulus and thermal expansion) of the metals as well as the temperature dependent thermal properties of the "insulation" from literature. The collated data are then compared with Eurocode's mathematical expressions for contemporary materials to assess the applicability of the Eurocode expressions for the 19 th century fireproof flooring systems.

The rule of Safety-Economic-Aesthetic is mainly based on in the design and construction of the structure built by civil engineers. Safe transport power is easily provided in digital environment with certain regulation and methods. However, the safest structure may not always be the most economical structure. Here, civil engineer should set the safety and cost balance to the optimum level. Particularly, the structures, which costly steel building systems are widely applied in our country, are generally industrial structures. The aim of this study is to contribute to the increase of the use of steel structures in our country and to help applicants compare economically in choosing frameworks. Design parameters in the study are foreseen as truss span, frame spacing and roof slope. The impact of fixed-column long 7 different truss spans (15m, 16m, 17m, 18m, 19m, 20m and 21m), 7 different frame spacings (5m, 5.5m, 6m, 6.5m, 7m, 7.5m, 8m) and 5 different roof slopes (5%, 6%, 7%, 8%, 9%) on the cost of hangar type industry structure was researched. The loads to be used in the analysis were determined for the province of Konya according to Calculation Values of the Loads to be taken in the dimensioning of the structural elements (TS498)[1]. The analysis was carried out with SAP 2000 program in 6 different combinations according to “2016- Regulation on the Design, Calculation and Construction Principles of Steel Structures (ÇYHY)[2]”. Totally, 245 frames were analyzed. When the safety and cost balance were set, the optimum frame design was found to be 6% roof slope, 15 m truss span and 7.5 m frame spacing. Key Words: Steel Structures, Cost, Optimum Frame Design

This paper outlines the Taguchi optimization methodology, which is applied to optimize cutting parameters in end milling when machining hardened steel AISI H13 with TiN coated P10 carbide insert tool under semi-finishing and finishing conditions of high speed cutting. The milling parameters evaluated are cutting speed, feed rate and depth of cut. An orthogonal array, signal-to-noise (S/N) ratio and Pareto analysis of variance (ANOVA) are employed to analyze the effect of these milling parameters. The analysis of the result shows that the optimal combination for low resultant cutting force and good surface finish are high cutting speed, low feed rate and low depth of cut. Using Taguchi method for design of experiment (DOE), other significant effects such as the interaction among milling parameters are also investigated. The study shows that the Taguchi method is suitable to solve the stated problem with minimum number of trials as compared with a full factorial design. © 2003 Elsevier B.V. All rights reserved.

http://ac.els-cdn.com/S0924013603008653/1-s2.0-S0924013603008653-main.pdf?_tid=2237c70c-1d34-11e4-be23-00000aab0f02&acdnat=1407307227_44583f52d51574fb6af1f7e09c9ed31b 
http://www.sciencedirect.com/science/article/pii/S0924013603008653

The paintwork of Melbourne’s Prince’s Bridge has degraded over recent years and refurbishment is necessary. Investigation showed the presence of lead in the coatings, so the opportunity was taken to completely remove the lead- based paint and provide a modern coating system that should provide good durability for many years. The lead paint was removed by dry abrasive blasting, with complete containment of all dust and waste meeting the stringent requirements of AS4361.1. The coating system is a zinc-rich primer, MIO epoxy intermediate coat and, for the external façade, an aluminium-pigmented polyurethane to give a finish largely identical to the existing coating scheme. This paper describes the development of the coating specification, including the heritage requirements. It also describes the lead management process, including the monitoring requirements, as well as some of the unforeseen issues that have arisen, such as dealing with excessive porosity in the cast iron facade.

This work presents a failure analysis study of a fifth wheel coupling system that failed in service. The first part of the study presents the failure analysis conducted to determinate the reasons for failure. A finite element analysis was conducted to simulate the coupling in service. The results of the numerical analysis was compared with fatigue S-N curves given in the British Standard BS 7608 -Fatigue design and assessment of steel structures. Finally, corrective actions are presented to prevent similar events. The investigation concluded that the failure occurred by fatigue initiated at a welded joint. The presence of defects in the weld toe created the condition for crack initiation. The adoption of better welding procedures and careful inspection are vital to prevent similar failures.

Galvanized steel structures are used in a large variety of external constructions in the modern urban society, and their beneficial properties from a corrosion and oxidation perspective are well known. Less investigated is the extent of their contribution to the diffuse dispersion of zinc in the society and also to the environmental fate of corrosion-induced released zinc. This paper presents long-term runoff rates of zinc from galvanized steel surfaces with main focus on hotdipped galvanized steel exposed for up to 10 years at nonsheltered urban atmospheric conditions. The long-term capacities of a naturally formed patina and the presence of surface treatments and coatings to hinder and reduce corrosion-induced zinc runoff from galvanized steel are elucidated. The environmental interaction of zinc runoff and concrete surfaces in pavement and urban storm drain systems is highlighted and the high capacity of concrete to retain released zinc presented.

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√  Finishing OVEN dengan metode HEAT TRANSFERRED PRINTING
√  Didukung oleh Fitur-fitur Keamanan dan Keindahan Modern
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One of the evocative structural design solutions for sustainable tall buildings is embraced by the diagrid (diagonal grid) structural scheme. Diagrid, with a perimeter structural configuration characterized by a narrow grid of diagonal members involved both in gravity and in lateral load resistance, has emerged as a new design trend for tall-shaped complex structures, and is becoming increasingly popular due to aesthetics and structural performance. Since it requires less structural steel than a conventional steel frame, it provides for a more sustainable structure. This study focuses on the structural performance of a steel tall building, using FEM nonlinear analyses. Numerical comparisons between a traditional outrigger system and different diagrid configurations (with three different diagrid inclinations) are presented for a building of 40 stories, with a total height of 160m, and a footprint of 36m x 36m. The sustainability of the building (in terms of structural steel weight sa...

Báo giá thép Hòa Phát mới nhất được cập nhật công khai trên Website: thegioivatlieuxaydung.vn để khách hàng tiện theo dõi giá sản phẩm. Giá sắt thép xây dựng mới nhất – báo giá thép Hòa Phát Báo giá thép Hòa Phát và giá sắt thép xây dựng quỹ 2 diễn biến khá phức tạp bởi vì đây là thời điểm vào mùa xây dựng nhu cầu sắt thép xây dựng các loại tăng cao vì thế người ta quan tâm tới báo giá thép Hòa Phát cũng như giá sắt thép xây dựng. Thép Hòa Phát một trong những lựa chọn hàng đầu của các chủ công trình. Bởi vì sản phẩm thép Hòa Phát được sản xuất bằng công nghệ hiện đại, chất lượng sản phẩm cao, giá thành hợp lý. Do giá sắt thép Hòa Phát nói riêng và các loại sắt thép xây dựng nói chung thường xuyên thay đổi vì vậy quý khách hàng nên thường xuyên cập nhật giá thép để mua hàng với giá đúng nhất đáp ứng tiến độ công trình. Công ty thường xuyên cập nhật báo giá sắt thép xây dựng từ nhà sản xuất tói khách hàng trong đó có báo giá thép Hòa Phát Chúng tôi xin gửi tới khách hàng báo giá thép Hòa Phát mới nhất: Báo giá thép Hòa Phát Liên hệ mua sắt thép xây dựng các loại :

Commercial production greenhouses are widely used to produce plants and crops. From the structural engineering viewpoint, among the loads that act on greenhouses, wind and snow loads are the major ones. This paper focuses on the former, particularly on wind pressure coefficients. Design and construction of greenhouses should consider wind loads in order to ensure seamless operation, overall stability, durability, and safety, even though human occupancy is limited. Classification and design of greenhouses is typically based on European standards, which cover a variety of geometries and conditions. Some recent research studies suggest, however, that greenhouse design standards should be revised to ensure structural safety of greenhouses subject to strong wind loads. Triggered by this recent outcomes, this paper reviews existing literature on the topic: (a) briefly presenting the state of the art methods for determining wind pressures on greenhouses; (b) comparing the EN 13031-1 pressu...

In order to dismantle some equipments of an obsolete reprocessing plant in Marcoule, studies were carried out by IRSN (Institut de Radioprotection et de Sûreté Nucléaire)/DSU/SERAC in cooperation with CEA (power laser group) on the laser cutting of steel structures, on the request of AREVA NC/Marcoule (UP1 dismantling project manager) and CEA/UMODD (UP1 dismantling owner).

Modular construction methods have been adapted globally for the past few decades and are becoming more common due to their ease of use and flexibility. Structural connections between modules are required for integrity and robustness but details vary depending on the form of the module and the particular application. The behaviour of connections in analysis and design of modular buildings should particularly be taken into account in detail because of their effects on the distribution of internal forces and on structural deformations. The purpose of this paper is to present and analyse the behaviours of an innovative steel bracket connection. Experiments, including shear loading and simply supported tests, were carried out to establish directly the ultimate resistance as well as failure modes of the connections. The finite element software, Strand7, was subsequently utilised to produce models for comparison with test results. A parametric study has been carried out to investigate the effects of varying bolthole dimension and bolthole spacing on the structural behaviours of the steel bracket connection using linear analysis. The model presented in this paper was formed as a baseline for future in-depth investigations to ensure design optimisation of the steel bracket connection.

Two novel demountable shear connectors for precast steel-concrete composite bridges are presented. The connectors use high-strength steel bolts, which are fastened to the steel beam with the aid of a special locking configuration that prevents slip of bolts within their holes. Moreover, the connectors promote accelerated construction and overcome typical construction tolerances issues of precast structures. Most importantly, the connectors allow bridge disassembly, and therefore, can address different bridge deterioration scenarios with minimum disturbance to traffic flow, i.e. (1) precast deck panels can be rapidly uplifted and replaced; (2) connectors can be rapidly removed and replaced; and (3) steel beams can be replaced, while precast decks and shear connectors can be reused. A series of push-out tests and a beam test were conducted to assess the behavior of the connectors and quantify the effect of important parameters. The experimental results showed that shear resistance and...

This paper presents the energy consumption of a twostorey detached house in Thailand constructed by three different systems: concrete-frame house, steelframe house, and wood-frame house. The EnergyPlus software was used to simulate the energy performance of the houses. Different methods for simulating framing construction were compared in order to choose the appropriate one. The energy consumption of the houses was then investigated based on the selected method. The construction cost and electricity cost of different types of houses were analyzed to determine the economical system.

A intervenção tem autoria de Paulo Mendes da Rocha e consiste na inserção de uma nova obra na porção térrea da sede da Federação das Indústrias do Estado de São Paulo. A partir da demolição de um trecho da laje do projeto vencedor do concurso de 1969 (de autoria de Roberto Cerqueira César e Luis Roberto Carvalho Franco), abre-se espaço para a reorganização das atividades que estavam mal instaladas: galeria de arte, biblioteca, teatro, foyer e espaço para a fila de retirada de ingressos; protocolo, recepção e acessos aos elevadores. A estes foram acrescidos um salão de atos e um palco para atividades cívicas, e um café, junto ao foyer do teatro. Ao se eliminar parte dessa laje, eliminando-se também um forro existente e que escondia uma altíssima viga sobre a qual está apoiado o edifício e que faz a transição para um número menor de pilares, foi liberada uma ampla área de grande altura voltada para a fachada da avenida. Abriu-se então a calçada, visual e efetivamente, para um amplo espaço semi-público de transição que requalifica o edifício no seu sítio. O que se produziu foi um aumento das áreas de uso público, deslocando parte da recepção da FIESP (o setor de protocolo) para novas acomodações no subsolo, e concentrando o sistema de controle e separação da entrada nos recintos do elevador, que agora organiza a entrada no térreo superior e a saída no térreo inferior. Com a demolição da laje de entrada, a calçada da Avenida Paulista aumentou de 7 para 20 m, criando um espaço generoso de acolhimento, o que possibilitou uma visão nítida dos dois térreos (da galeria e da biblioteca).

The intervention of Pablo Mendes da Rocha consists of the insertion of a new building in the first floor of the headquarters of the Federação das Indústrias do Estado de São Paulo. From the demolition of a piece of the flagstone of the winning project of the 1969 competition, space for the reorganization of the activities confides that badly were installed. This article inside describes steel the incased box of the huge structure of concrete through the three-dimensional analysis of two components: the space of urban transition before and after the intervention. It also interests a more intent study of the light steel structure and the contribution of this technique with the effective constructive possibilities and architectural, the joint between existing and the unknown one, that - beyond its proper value as increased - new characteristic to the existing one confers.

Steel greenhouse structures are generally constructed by individual sole contractors using quick empirical structural calculations (pre-engineered solutions). It is also common to import standard greenhouses from other countries, mainly from The Netherlands, Italy, and France, and sometimes from Great Britain and Israel. Evidently, these countries differ concerning the local wind and snow conditions. Therefore, there is a need for a better design of structures accepted as satisfactory, while installation can be done in a different location. Many greenhouse structures incorporating poor designs or inappropriate pre-engineered solutions are currently in use. At the same time, demolition and reconstruction represent a very expensive solution considering the loss of crop production and the demolition and construction costs; thus, strengthening is a reasonable alternative. This paper presents strengthening techniques for steel greenhouses that are code-deficient according to EN 13031 and...

The dream of the “machine-made house” was part of the early 20th century modernist vision of standardised housing with factory-produced interchangeable components, modular plans and elevations produced at a price accessible to every citizen. The ambitious prefabricated steel house known as “the Beaufort House” was designed and developed by the Beaufort Division of the Commonwealth Department of Aircraft Production (DAP) located at Fishermen’s Bend, Melbourne and Essendon Airport. The highly efficient Beaufort Division manufactured twin engine Beaufort Bombers under license during the 1939-45 War. The Beaufort House was designed by Arthur Baldwinson (Chief Architect) and the staff of the Beaufort Division.