CONNECTION DESIGN: STATIC LOADING - AMK

1 RAKENNUSTEKNIIKKA rev2 perehtyy liitosten ESDEP oppimisymp rist : versioCONNECTION design : STATIC LOADINGL ecture : Connections in BuildingsLecture : Introduction to CONNECTION design Lecture : Generalities on Welded Connections Lecture : Welded Connections -Basis for Weld Calculation Lecture : Welded Connections -Applications of Fillet Weld Calculation Lecture : Connections with Non-Preloaded Bolts Lecture : Connections with Preloaded Bolts Lecture : Particular Aspects in Bolted Connections Lecture : Analysis of Connections I: Basic Determination of Forces Lecture : Analysis of Connections: Distribution of Forces in Groups of Bolts and Welds Lecture : Analysis of Connections: Transfer of Direct Tension or Compression and ShearLecture : Analysis of Connections: Resistance to Moment by Combined Tension and Compression Lecture : Simple Connections for Buildings Lecture : Moment Connections for Continuous Framing Lecture : Partial Strength Connections for Semi-Continuous Framing Lecture.

2 Splices in Buildings RAKENNUSTEKNIIKKA rev2 ContentsLecture : Connections in BuildingsTop1. INTRODUCTION2. COMPONENTS OF CONNECTIONS3. TYPES OF Column Splices (Figure 8) Column Bases (Figure 9) Simple Beam-to-Column Connections (Figure 10) Moment Resisting Beam-to-Column Connections (Figure11) Simple Beam-to-Beam Connections (Figure 12) Moment Resisting Beam-to-Beam Connections (Figure13) Horizontal Bracing Connections (Figure 14) Vertical Bracing Connections (Figure 15)4. REQUIREMENTS FOR ECONOMY5. CONCLUDING SUMMARY6. ADDITIONAL READING RAKENNUSTEKNIIKKA rev2 | Next| ContentsESDEP WG 11 CONNECTION design : STATIC LOADINGL ecture Connections in BuildingsOBJECTIVE/SCOPETo identify the ways in which structural connections are made in steel buildings, to discuss the importance of a proper choice of CONNECTION type on both overall structural behaviour and economics and to present the basic principles of CONNECTION : Introduction to design of Simple Industrial BuildingsLecture : Introduction to design of Multi-Storey BuildingsLecture.

3 General Fabrication of Steel Structures ILecture : Fabrication/Erection of BuildingsRELATED LECTURESL ecture : Introduction to CONNECTION DesignLectures : Welded Connections Lectures : Bolted Connections Lecture : Analysis of ConnectionsLecture : Simple Connections for BuildingsLecture : Moment Connections for Continuous FramingLecture : Partial Strength Connections for Semi-Continuous FramingLecture : SplicesLectures 13: Tubular Structures RAKENNUSTEKNIIKKA rev2 need for various forms of structural connections in steel buildings is established and their basic forms are identified.

4 Methods ofmaking connections are discussed within the context of transferring local forces between components, ensuring consistency of overall structural behaviour and the practical aspects of fabrication and erection. The basic principles of CONNECTION design are thus INTRODUCTIONS teel frame buildings consist of a number of different types of structural elements, each of which has to be properly attached to the neighbouring parts of the structure. This will involve the use of several forms of CONNECTION . The main classes of CONNECTION are:i) Where a change of direction occurs, beam-to-column connections, beam-to-beam connections and connections between different members in ) To ensure manageable sizes of steelwork for transportationand erection columns are normally spliced every two or three )

5 Where a change of component occurs, including CONNECTION of the steelwork to other parts of the building, column bases, connections to concrete cores and connections withwalls, floors and 1 gives examples of connections within the context of a multi-storey are important parts of every steel structure. The mechanical properties of the connections are of great influence on the strength, stiffness and stability of the whole number and the complexity of the connections have a decisive influence on the time that is necessary for the statical analysis and the production of drawings.

6 RAKENNUSTEKNIIKKA rev2 of connections, cutting, drilling and welding of main members, plates, cleats and stiffeners, consumes much of the work content in the fabrication shop. The ease with which the site connections can actually be made is a key factor in the selection, design and detailing of the connections in a building frame has a very significant influence on COMPONENTS OF CONNECTIONSC onnections in steel structures are normally made using welds and/or various forms of structural welds are possible, fillet welding of the type illustrated in Figure 2a is normally to be preferred to butt welding as shown in Figure 2b, since it requires only simple preparation of the parts to be joined.

7 Can usually be accomplished with relatively simple equipment and does not require special skills of the welding may be conducted on site, it tends to be expensive for the following reasons: Temporary platforms with safe access have to be provided. Work can be delayed unless welds are protected from the weather. Electric current has to be supplied to the working point. Temporary bolts and cleats are still needed to hold members together. Cost of inspection. The longer erection period means that the client cannot take over the building as quickly.

8 RAKENNUSTEKNIIKKA rev2 joints are, therefore, normally made on the shape of the CONNECTION and the location of the bolts, they are loaded in tension, in shear or in combined tension and shear, see Figures 3 and accommodate some mismatch in hole distances and bolt diameters, holes are normally drilled 2mm in diameter greater than the bolt diameter (clearance holes). Where displacements due to these clearances are not acceptable, the bolts may be preloaded to prevent slip. For statically loaded structures, such as buildings, preloaded bolts should normally be avoided.

9 The special treatment of the contact surfaces to obtain a high and reliable value for the slip factor and the procedures to achieve the design preload are PartsIn addition to bolts and welds, other parts are often also necessary to transfer forces, plates and angle cleats. Figure 5 shows some examples in beam-to-column weak areas may occur inconnections. In the beam-to-column CONNECTION in Figure 6 such areas may be the column flange and the column web. The transmission of high localised forces in the column may cause local yielding and local buckling.

10 These failure modes may be decisive for the moment resistance of a RAKENNUSTEKNIIKKA rev2 For example, the moment resistance of the CONNECTION shown in Figure 6 is lower than the full plastic moment of the necessary, the moment resistance can be increased by strengthening the relevant weak areas of the connections, see Figure 7. RAKENNUSTEKNIIKKA rev2 TYPES OF CONNECTIONSFor buildings designed to resist essentially STATIC LOADING , including wind loads, it will normally be sufficient to design connections to resist forces that primarily act in one direction only.