A tension member is a part of a structural framework that transfers force throughout its entire length in one direction. A rope used to support weight or a cable used in a suspension bridge are both excellent examples of tension members. The eccentricity of the longitudinal load or the action of transverse loads in addition to the primary longitudinal stress are two particular cases in which a member, generally a tension member, may additionally be exposed to a bending moment.

 

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Tension member: Features

The tension members of structures support axial tensile loads; straining in tension members only results from direct axial pressure. The final strength of the tension components is influenced by a variety of factors, including connection length, fastener size and spacing, cross-sectional area, shear lag at the end connection, eccentricity of the connection, and manufacturing process.

The ends of a tension member can be bolted together or joined together via welding. The bolt holes cause the effective sectional area of a tension member to be less than its gross sectional area. Members of tension are distinguishable from other people by their inflexibility. A tension part can experience elongation by being stretched past its breaking point. When a member experiences its maximum amount of tensile stress, the member fails. A member under strain may fail as a result of both excessive elongation and section rupture.

 

Types of tension members

cables and wires

Tension members of the wire variety are use in derricks, hoists, hangers for suspension bridges, rigging slings, and guy wires. To create a strand, individual wires are coil around a common core. Multiple strands of wire are coil around a central body to form wire ropes. A centre conductor is surround by a number of strands that are spirally twist to form cables.

 

Rods and bars

Round or square bars are frequently use to create tiny tension members. Circular bars with pin connections on either end are use in place of threads. The ends of rectangular plates and bars are enlarge and drill to make eye bars when they are forged. An alternative to pin connections is to utilise eye bars. Large cross-sectional, straight members are bars and rods. A cross-section could be rectangular, square, or both. Instead of being employ in bundles like cables, wires, and strands, they are use individually as structural components. To make it simple to bolt them to other members, they frequently feature threaded ends.

 

Unique structural forms and plates

Individual structural shapes like angle and tee sections are use to create tension members. The angle sections are far more rigid when compared to the wires, cables, rods, and bars. If a tension component is too long, the single-angle parts may become flexible. When riveted together, single-angle parts may be prone to eccentricity in both planes. The eccentric channel section only has one axis. The web direction of the single channel sections has the highest flexural strength, while the flange direction has the lowest. As tension members, angles and other typical structural steel sections are also use. These typically include the length and width.

 

Built-up areas

Two or more tension members make up built-up members. When single structural steel sections are unable to provide appropriate surface area, built-up sections are use instead. The roof trusses’ tension members are double-angle sections with unbalanced legs. Angle pieces are fasten to both of the sides of the gusset plate. When both angle sections are situate on the same side of the plate, tension and bending may be apply to the gusset plate. Similar to that, built-up pieces are often use in construction. These are made using a wide variety of standard sections and plates.

 

Failures of tension members: causes

There are various ways that a tension member could fail, so the portion of the member should be construct to prevent failure in any of these ways. Three types of tension member failure exist:

• A tension member may fail as a result of extensive section yielding, which happens when the member deforms excessively and ruptures. A member of this class will experience significant longitudinal deformation prior to breaking. A building is unusable when subjected to such severe distortion. As a result, one of the parameters that limits the design strength is the gross cross-section’s yielding.
• Bolts or welds are frequently use to link tension members to the main or other members, and if the connection breaks, the net section could burst. Stress is redirect through tension members with bolt holes. Due to the reduction in cross-sectional area caused by the bolt holes, these bolts experience stress concentration near to them during service loads.
• This type of tension member failure results in a portion of the block being separate from the member. It occurs when the bolts’ shear strength exceeds the material’s bearing strength. This increases the chance that a block will shear off as a result. A route that is simultaneously stress in one plane and shear in another is refer to as block shear failure.

 

Tension member: Slenderness ratio

The ratio of a tension member’s unsupport length to its smallest gyrating radius is known as the slenderness ratio. However, the maximum effective slenderness ratio is define by IS: 800 (2007) as the ratio of the effective length of the member to the smallest gyration radius. The lack of buckling in this type of member means that there is no theoretical restriction on the slenderness ratio of tension members. To prevent buckling during the reversal of loads, IS 800 has kept a restriction on the maximum value of slenderness of tension members.

 

Tension member: The role of shear delay

Consistent stress is produce when the tension component is load at an angle away from the connection. The forces on the leading leg increasingly transfer to the linked leg as we get closer to the junction. The outcome is that the stretch leg is attach, while the unstress leg is protruding.

The exceptional leg fails as a result of the shear lag effect’s uneven stress distribution. As a result of not being utilise to their maximum potential, tension members’ power is lessen. The shear lag effect is reduce by uneven angle sections with a longer link leg and a shorter outstanding leg.

 

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