Architecturally Exposed Structural Steel

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.

تكمن مشكلة البحث في الأفتقار إلى منهجية إبداعية تشاركية، تتضمن مساهمات مباشرة وفعالة من المستفيدين وتستخدم في إبتكار أو دعم ميزات تنافسية لأنظمة التأثيث والإنشاء المعدني تحقق لها نجاحات تجارية. وعلية تنطلق مبررات البحث في ضوء الاستفسارات التالية: كيف يمكن دعم الثقافة التشاركية في إستيلاد أفكار إبداعية؟ وكيف يمكن التوسع في عملية التصميم وجعلها أكثر انفتاحا وتعاوناً؟ وكيف يمكن بناء منهجية لتطوير المنتجات بالاستعانة بمبادئ التصميم التشاركي؟ وكيف يتم توظيف تلك المنهجية في تحقيق مزايا تنافسية لأنظمة التأثيث والإنشاء المعدني؟ وعليه أضحي الهدف من البحث هو الأستفادة من مبادئ التصميم التشاركي في إعداد منهجية لإبتكار ودعم مزايا تنافسية لأنظمة التأثيث والإنشاء المعدني، ويتم التحقق من هذا الهدف إنطلاقاً من فرضية بحثية مفادها أن توظيف تلك المنهجية سيدعم عمليات التخطيط الاستراتيجي لتطوير تلك الأنظمة؛ ويزيد من مزاياها التنافسية؛ ويُحقق تطلعات الفئات المستهدفة بنسبة كبيره؛ ويدعم القدرة التنافسية للمؤسسات المعنية بها. وقد أنُجز هذا الهدف وفقاً لمنهج وصفي تحليلي أرتكز بدورة علي ثلاثة محاور: أولها التصميم التشاركي وتطوير المنتجات (مستويات، خطوات، أدوات)؛ ثانيها دور الإبداع والإبتكار في تعزيز المزايا التنافسية للمنتجات؛ ثالثها منهجية مقترحه لتوظيف التصميم التشاركي في إبتكار أنظمة معدنية ذات مزايا تنافسية

التحليل المورفولوجي هو أحد أبرز الأساليب الإبداعية الفعالة في مجال الأستشراف والتنبؤ والتعرف على البدائل المحتملة والسيناريوهات الممكنة، جرى تطبيقه في العديد من الحقول المعرفية وبخاصة ذات الطبيعه الكيفية مثل الإبداع والتصميم والنمذجة. ومن ثم سعت الدراسة الي الاستفادة من مبادئ التحليل المورفولوجي ودمجها بخصائص الدراسات المستقبلية، للوصول إلى منهجية نظامية في حل مشكلات التصميم، ما يوفر بدائل كثيرة لتطوير نظم التأثيث المعدني، ويساعد على إجراء تحليلات متعمقة لها، من خلال تجزئة الموقف التصميمي المستهدف إلى أبعاده الأساسية، وتحديد العناصر المؤثرة في بنيته، ثم ابتكار بدائل لها وربطها بالطرق الممكنة للحل، بغية استيلاد توليفات محتملة وتشكيلات بنائية مبتكرة داخل الحقل المورفولوجي، ثم توظيف تطبيقات رقمية لتقييم وتقليص حالات اللايقين، واعادة ترتيب بدائل التطوير المحتملة للوصول إلى سيناريوهات تطوير متسقة قابلة للتطبيق يمكنها أن تُحدِث تحسّنًا في الموقف التصميمي.

The construction of pedestrian bridges has seen a surge in recent years. Utilitarian structures have
given way to the creation of inspirational, aesthetically driven elegant structures that can be seen to
assume a dual role of “bridge” and “public art piece”. This duality of purpose has resulted in the
allocation of higher than normal funding for these projects, allowing for some spectacular results.
This paper examines the use of detailing in Architecturally Exposed Structural Steel as the means to
elevate the function of the bridge to the status of “art”.

The title is a tribute to the Le Corbusier book “Toward an Architecture” in which he explored the need for a new (modern) architecture. This book  maintains the similar purpose of exploring the need for a new engineering, an engineering which delves more into art and architecture, an engineering which is more inclusive, which sets its sights higher and broader. It is a quest for engineers’ new identity. It is time to reinvent ourselves. Today, engineering is still seen as only a technical, analytical or calculating effort which has nothing to do with invention or creativity. Engineers have lost the glamour of the past – and this statement can be heard by engineers all over the world. They are willingly (or not) accepting the role of technical support to the architect, becoming its technical servant. It is a challenging time for structural engineering. This book is a rare possibility for structural engineers to consider the meaning of their profession, to meditate about it and its relation to, or distinction from, the practice of architecture. This is a collection of thoughts but not conclusions and theories. These are simply the reflections of a practitioner. The book is recommended for all structural and architectural engineers,as well as to students of engineering and architecture, especially those who have chosen structural engineering as their life-long profession. It is an eye-opening book that will provide a clearer, more realistic perspective while also offering an idea of where engineers will be in the future and how they should adapt to the time that comes.

Local buckling is a failure mode commonly observed in thin-walled structural steel elements. Even though its effect on their behaviour at ambient temperature conditions is well documented and incorporated in current design codes, this is not the case when such elements are exposed to fire. This paper focuses on the occurrence of local buckling in steel members at elevated temperatures by conducting a thorough review of the literature. Experimental data (over 400 in total) gathered from 16 different sources are presented for both hot-formed as well as cold-formed elements made from different cross-sectional geometries (rolled or welded H-sections, box sections, channels etc). The effect of local buckling (and the various parameters that influence it) on the failure temperature is discussed based on the collected experimental evidence. Finally, the methods (numerical modelling and proposed analytical expressions) used by different authors to understand this phenomenon for steel members exposed to fire are discussed.

Steel connections:1. CONNECTIONS IN STEEL STRUCTURES
2.  Connections are structural elements used for joining different members of a structural steel frame work.  Steel Structure is an assemblage of different member such as “BEAMS,COLUMNS” which are connected to one other, usually at member ends fastners,so that it shows a single composite unit.3.  Bolts  Weld ,4.  Connecting Plates  Connecting Angles, 5.  On the Basis of Connecting Medium.  According to the type of internal forces.  According to the type of structural Elements  According to the type of members joining, 6.  Riveted Connections  Bolted Connections, 7.  Welded Connections  Bolted-Welded Connections, 8.  Used for very long time.  Made up of: Round Ductile steel bar called shank. A head at one end The length of the rivet should sufficient to form the second head.  Design - very similar to bearing type of bolted connection.
9.  Heating of the rivet  Inserting it to an oversize hole pressure to the head.  Squeezing the plain End by Pneumatic driver Round head.  On Cooling Reduces in Length–Clamping Force
10.  The introduction of high strength structural bolts.  The labour costs associated with large riveting crews  The cost involved in careful inspection and removal of poorly installed rivets.  The high level of noise associated with driving rivets., 11.  Fastened Together primarily by Bolts.  Bolts may be loaded in: Tension Shear Both Tension & Shear  Threads of bolts under shear force: Excluded - Increased strength Included - Decreased stregth.
12.  Bearing type bolts  High strength friction grip bolts (HSFG) , 13.  The most common type is bearing bolts in clearance holes, often referred to as 1. Black Bolts  Ordinary, unfinished, rough, or common bolts.  Least Expensive  Primarily - Light structures under static load such as small trusses, purlins etc, 14. 2. Turned Bolts  Similar to unfinished bolts.  Shanks - Hexagonal Rods  Primarily - Light structures under static load such as small trusses, purlins etc  Expensive – Limited use – Structures with no Slippage Connections, 15. 3. Ribbed Bolts • Round head similar to Rivets. • Raised ribs parallel to the shank. • Actual Diameter - slightly Larger than the hole • Tightly fit into the hole. • Popular - Economical in Material & Installation, 16.  Uses when bearing type bolts slips under shear  High strength bolts (8G or 10K grade) Pre-tensioned against the plates to be bolted together so that contact pressure developed between the plates being joined  Prevents relative slip when extra shear is applied  Higher Shear Resistance., 17. Advantages 1. The bolting operation is very silent 2. Bolting is a cold process hence there is no risk of fire 3. Bolting operation is more quicker than riveting. 4. Less man power is required in making the connections. Disadvantages 1. If subjected to vibratory loads, results in reduction in strength get loosened. 2. Unfinished bolts have lesser strength because of non uniform diameter
18.  whose components are joined together primarily by welds. Welding Notations were developed by American Welding Society (AWS)., 19. • Groove ( More reliable than others)  Fillet (Mostly used, Weaker than groove and others)  Plug (expensive – poor transmission of tensile forces)  Slot (expensive - poor transmission of tensile forces)  Plug and Slot welds – stitch different parts of members together.
20.  Horizontal  Vertical  Overhead  Flat
21.  Economical – Cost of materials and labors.  Efficiency is 100% as compared to rivets (75- 90%)  Fabrication of Complex Structures – Easy – like Circular Steel pipes.  Provides Rigid Joints – Modern Practice is of Rigid Joints.,22.  No provision for expansion or contraction therefore greater chances of cracking.  Uneven heating and cooling - member may distort - may result in additional stresses.  Inspection is difficult and more costlier than rivets
23.  Most connections are Shop Welded and Field Bolted types.  More Cost Effective  Better Strength & Ductility characteristics –Fully welded.
24.  Shear (semi rigid, simple) connections  Moment (rigid) connections
25.  Allows the beam end to rotate without a significant restraint.  Transfers shear out of beam  Most Common Types: Double clip Shear End Plate Fin Plate
26.  Designed to resist both Moment and Shear.  Often referred - rigid or fully restrained connections • Provide full continuity between the connected members • Designed to carry the full factored moments.  Principal Reason - buildings has to resist the effect of lateral forces such as wind and earthquake.
27. Bolted splice Moment Connection Field Bolted Moment Connection, 28.  Single plate angle Connections  Double web angle connections  Top and seated angle connections  Seated beam connections
29. Two Step Process  A plate is welded to secondary section (beam)  An Angle is welded to Primary Section (column or Beam)  single shear plate welded to secondary beam and bolted to Primary beam or column.
30.  Two angles welded or shop bolted to the web of a secondary beam.  After erection the angles are bolted or site welded to the primary member (beam or column).
31.  Generally used in case of moment connections.  Two angles are provided at top and bottom of the beam to resist moment.  Generally used for lesser moments where heavy loads are not acting
32.  Generally used in case of shear connections.  A seating angle - at bottom of secondary beam - shop welded to the primary member.  Seating angle resists vertical shear coming from the beam.
33.  Beam to beam connections  Column to column connections (column splices)  Beam to Column Connections  Column Base Plate Connections
34. Two Types  Primary Beam to Secondary Beam Connection  Beam Splice
35.  Connects column to column.  Column splice comes under this category.  Used to connect column sections of different sizes.  Splices - designed for both moment and shear unless intended to utilize the splices as internal hinges.
36.  Connects Beam to column.  Very Common  A wide range of different types are used Fin Plates End Plates Web or Flange Cleats Hunched Connections
37.  Beams are normally attached using two or more bolts through the web. End plate connections  single plate welded to the end of the beams  Bolted to the column flange or web - two or bolts pair. Fin plate connections  Single Plate welded to the Column.  Beams are normally attached using two or more bolts through the web.
38.  Steel plates placed at the bottom of Columns.  Function - to transmit column loads to the concrete pedestal.  The design of a column base plate: determining the size of the plate. determining the thickness of the plate
39.  A layer of grout should be placed between the base plate and its support for the purpose of leveling.  Anchor bolts should be provided to stabilize the column during erection or to prevent uplift.
40.  R Usually cost of fabrication and erection constitute as high as 50% of the total cost of steel structures, per tones of material used
41. BY NAVEEN ANKUR SWARNAKAR & AJEET SHARMA

Cast iron columns were used in many 19th century structures. Many such structures are still in use today and it is important that they fulfill the current requirements on fire resistance. This paper presents the results of a comprehensive study of the behavior and fire resistance of cast iron columns based on extensive numerical simulations using ABAQUS. The ABAQUS simulation model was validated against six fire tests performed in the USA in 1917. The validated model was then used to investigate the effects of several parameters (column slenderness, load factor, load eccentricity, imperfections of column and cross section, axial restraint) on the behaviour of cast iron columns in fire. The parametric study results indicate that the fire resistance is governed by the applied load and these columns are sensitive to load eccentricity. Based on a comparison between the numerical simulation results and predictions of the EN 1993-1-2 method which is for modern steel structures, it has been found that the EN 1993-1-2 method can give safe and reasonably accurate estimate of the strength and fire resistance of cast iron columns.

Virtual Reality has become an almost ubiquitous technology in many applications, but it has seen limited success in design support. Reasons for this seem to lie in lack of easily available tools, high threshold for non-programmers, and high cost of equipment. In this paper we describe a Virtual Reality environment that is developed at Design Systems called the Desk-Cave. The Desk-Cave is a low-cost VR setup that combines principles of a CAVE system with a work desk. Architecture students with no specific training in VR technology use the Desk-Cave in design projects both in the early stage and the final presentation stage. The system allows quick transfer to the Desk-Cave and architectural evaluation of design proposals.