1. CONNECTIONS IN STEEL STRUCTURES IS 800-2007 CRITERIA

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. BASED ON FORCES TO BE TRANSFERED
TRUSS CONNECTIONS
FULLY RESTRAINED CONNECTONS
PARTIALLY RESTRAINED CONNECTIONS
SPLICES
BARCKETS
BASED ON PLACEMENT OF PARTS TO BE JOINED
LAP JOINT
BUTT JOINT

5.  Bolts
 Weld

6.  Connecting Plates
 Connecting Angles

7.  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

8.  Riveted Connections
 Bolted Connections

9.  Welded Connections
 Bolted-Welded Connections

10. Round Ductile steel bar called shank. A head at one end
 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.

11.  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

13.  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.

14.  Bolts may be loaded in: Tension
 Fastened Together primarily by Bolts.
 Bolts may be loaded in: Tension
Shear
Both Tension & Shear
 Threads of bolts under shear force:
Excluded - Included -
Increased strength Decreased stregth.

15.  Bearing type bolts
 High strength friction grip bolts (HSFG)

16.  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

17. 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

18. 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

19.  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.

20. Advantages Disadvantages The bolting operation is very silent
Bolting is a cold process hence there is no risk of fire
Bolting operation is more quicker than riveting.
Less man power is required in making the connections.
Disadvantages
If subjected to vibratory loads, results in reduction in strength get loosened.
Unfinished bolts have lesser strength because of non uniform diameter

21.  whose components are joined together primarily by welds.
Welding Notations were developed by American Welding Society (AWS).

22. 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.

23.  Horizontal
 Vertical
 Overhead
 Flat

24.  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.

25.  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

26.  Most connections are Shop Welded and Field Bolted types.
 More Cost Effective
 Better Strength &
Ductility characteristics –Fully w
elded.

27.  Shear (semi rigid, simple) connections
 Moment (rigid) connections

28. Shear End Plate Fin Plate
 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

29. Provide full continuity between the connected members
 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.

30. Field Bolted Moment Connection
Bolted splice Moment Connection
Field Bolted Moment Connection

31.  Single plate angle Connections
 Double web angle connections
 Top and seated angle connections
 Seated beam connections

32. 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.

33.  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).

34. heavy loads are not acting
 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

35.  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.

36.  Beam to beam connections
 Column to column connections (column splices)
 Beam to Column Connections
 Column Base Plate Connections

37. Two Types
 Primary Beam to Secondary Beam Connection
 Beam Splice

38. utilize the splices as internal hinges.
 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.

39. Web or Flange Cleats Hunched Connections
 Connects Beam to column.
 Very Common
 A wide range of different types are used Fin Plates
End Plates
Web or Flange Cleats Hunched Connections

40. End plate connections Fin plate connections
 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.

42.  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

43.  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.

45. TRUSS CONNECTIONS
In truss connections only the axial forces are to be transferred. These are simplest in all types of connections which may either be welded or bolted.

48. FULLY RESTRAINED/MOMENT CONNECTIONS
These connections are particularly used when continuity between the members of the building frame is required to provide more flexural resistance and reduce lateral deflection due to wind loads. In this type of connection both the webs and flanges are connected. In this connection greater than 90% moment can be transferred with full transfer of shear and other forces

51. PARTIALLY RESTRAINED CONNECTIONS
These connections have rigidity less than 90%. The original angles between the connected members may change up to a certain limit after the application of loads. These connections can transfer some percentage of moment along with full shear force.
SIMPLE\SHEAR CONNECTIONS
These connections have less than 20% rigidity. These are considered flexible and beams become simply supported. In this case only the web is connected with the other member because most of shear stresses are concentrated in the web.

52. SEMI-RIGID CONNECTIONS
These types of connections provide rigidity in between fully restrained and simple connections and approximately 20% to 90% moment compared with ideal rigid joint may be transferred. These type of connections are mostly used in practice because their performance is exceptionally well under
cyclic loads and earthquakes

57. SPLICES
These are used to extend the length of a particular member. These connections may be bolted or welded.

59. BRACKETS
These are the connections which used to transfer moment besides other type of forces. The term bracket is generally
used for an extra plate projecting out of column and acting like a seat for the beam.

60. COLUMN BASE CONNECTIONS
These connections can either be pined or fixed depending upon the type of forces to be transferred.