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This sheet created by M. Send an e-mail to m. Steel reinforcement must be bonded to the concrete sufficiently so that the steel will yield before it is freed from the concrete.

Despite assumptions made in the past to the contrary, bond stress between concrete and reinforcing bars is not uniform over a given length, not directly related to the perimeter of the bars, not equal in tension and compression, and may be affected by lateral confinement. The ACI Building Code requirements therefore reflect the significance of average bond resistance over a length of bar or wire sufficient to develop its strength development length.

The calculated tension or compression force in each reinforcing bar at any section [Eqs. Hooks can be used to assist in the development of tension bars only.

The critical sections for development of reinforcement in flexural members are located at the points of maximum stress and where the reinforcement terminates or is bent. The following requirements of the ACI Building Code for the development of reinforcement were proposed to help provide for shifts in the location of maximum moment and for peak stresses that exist in regions of tension in the remaining bars wherever adjacent bars are cut off or bent.

In addition, these requirements help minimize any loss of shear capacity or ductility resulting from flexural cracks that tend to open early whenever reinforcement is terminated in a tension zone. Reinforcement should extend a distance of d of 12db, whichever is larger, beyond the point where the steel is no longer required to resist tensile stress, where d is the effective depth of the member and db is the nominal diameter of the reinforcement.

This requirement, however, does not apply at supports of simple spans and at the free end of cantilevers. Continuing reinforcement should extend at least the development length Ld beyond the point where terminated or bent reinforcement is no longer required to resist tension. Reinforcement should not be terminated in a tension zone unless one of the following conditions is satisfied:.

A minimum of one-third the required positive-moment reinforcement for simple beams should extend along the same face of the member into the support, and in beams, for a distance of not less than 6 in. A minimum of one-fourth the required positive-moment reinforcement for continuous members should extend along the same face of the member into the support, and in beams, for a distance of at least 6 in.

It is not necessary to satisfy Eq. Negative-moment reinforcement in continuous, restrained, or cantilever members should be developed in or through the supporting member. Negative-moment reinforcement should have sufficient distance between the face of the support and the end of each bar to develop its full yield strength. A minimum of one-third of the required negative-moment reinforcement at the face of the support should extend beyond the point of inflection the greatest of d, 12db, or one-sixteenth of the clear span.

Tension development length, Ld, is the length of deformed bar or deformed wire required to develop, or to transfer to the concrete, the full tensile capacity of the bar or wire. For determining the appropriate modifying factors for use with bundled bars, a unit of bundled bars should be treated as a single bar with a diameter derived from the equivalent total area.

Application of all the various interdependent tension development length requirements to each structural element in design would be extremely difficult and a waste of design time. The authors recommend that the designer check the actual dimensions available for tension development in the connection or from a cutoff point established as a fraction of the span on typical design drawing details , compare to a table of development lengths required for each bar size, and select the bar size allowable.

Table 9. For deformed welded-wire fabric WWF with at least one cross wire within the development length not less than 2 in. The wire fabric factor is the larger of. The resulting development length should be at least 8 in except for determining lap splice lengths. When using Eqs. For deformed WWF with no cross wires within the development length or with a single cross wire less than 2 in from the point of the critical section, the wire fabric factor should also be taken as 1.

Bar sizes No. Tension lap splices are classified in two classes, A and B, depending on the stress in the bars to be spliced. The minimum lap length Ls is expressed as a multiple of the tension development length Ld of the bar or deformed wire Art. Class A tension lap splices include splices at sections where the tensile stress due to factored loads does not exceed 0.

For Class A splices,. Compression development length Ld is calculated by multiplying Ldb by optional modification factors. It excess reinforcement is provided, Ldb may be reduced by the ratio of the area of steel required to area of steel provided. For bar sizes No. For general practice, use 30 bar diameters for compression lap splices Table 9.

Spiral should conform to requirements of the ACI Building Code: Spirals should extend from top of footing or slab in any story to the level of the lowest horizontal reinforcement in members supported above. The ratio of volume of spiral reinforcement to the total volume of the concrete core out-to-out of spirals should be at least that given in Art. Clear spacing between spirals should be limited to 1 to 3 in. Lap splices, or full mechanical or welded splices can be used to splice spiral reinforcement.

Lap splice lengths should comply with Table 9. The ACI Building Code contains provisions for lap splicing bars of different sizes in compression. Length of lap should be the larger of the compression development length required for the larger size bar or the compression lap-splice length required for the smaller bar.

It is permissible to lap-splice the large bar sizes, Nos. As an alternative to lap splicing, mechanical splices or welded splices may be used. When traditional lap splices satisfy all requirements, they are generally the most economical. There are conditions, however, where they are not suitable: The ACI Building Code does not permit lap splices of the large-size bars Nos. Lap splices cause congestion at the splice locations and their use then may be impracticable.

Under certain conditions, the required length of tension lap splices for No. For these reasons, mechanical splices or welded splices may be suitable alternatives. Mechanical splices are made with proprietary devices. End-bearing mechanical splices may be used where the bar stress due to all conditions of factored loads is compressive. For these types of compression-only splices, the ACI Building Code prescribes requirements for the squareness of the bars ends.

Stirrups are reinforcement used to resist shear and torsion. They are generally bars, wire or welded-wire fabric, either single leg or bent into L, U, or rectangular shapes. Stirrups should be designed and detailed to be installed as close as possible to the compression and tension surfaces of a flexural member as concrete cover requirements and the proximity of other reinforcing steel will permit.

They should be installed perpendicular or inclined with respect to flexural reinforcement and spaced closely enough to cross the line of every potential crack. Ends of singleleg, simple U stirrups, or transverse multiple U stirrups should be anchored by one of the following means: 1. A standard stirrup hook around a longitudinal bar for stirrups fabricated from No.

Stirrups fabricated from bar sizes Nos. Each leg of simple U stirrups made of plain welded-wire fabric should be anchored by one of the following means:. Two longitudinal wires located at the top of the U and spaced at 2 in. The second wire can be located on the stirrup leg beyond a bend, or on a bend with an inside diameter of at least 8db.

Each end of a single-leg stirrup, fabricated from plain or deformed welded-wire fabric, should be anchored by two longitudinal wires spaced at 2 in minimum.

The outer longitudinal wire at the tension face of the member should be located not farther from the face than the portion of primary flexural reinforcement closest to the face.

Between anchored ends, each bend in the continuous portion of a simple U or multiple U stirrup should enclose a longitudinal bar. Pairs of U stirrups or ties placed to form a closed unit may be considered properly spliced when the legs are lapped over a minimum distance of 1. In members at least 18 in deep, such splices may be considered adequate for No. Your email address will not be published. Save my name, email, and website in this browser for the next time I comment. Notify me via e-mail if anyone answers my comment.

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Robot structure analysis has extensive support for the design of reinforcement in concrete members. This type of design is divided into two parts: the required reinforcement design to calculate the required cross-sectional area for concrete members, and the provided reinforcement design can be used for testing and design of actual number of bars, types and layouts for horizontal and vertical reinforcement in concrete bar elements.

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This is very different from other vendors in the CAD industry like Autodesk and PTC that are eliminating perpetual licenses and are instead only offering term licenses that are more expensive in the long term. Lap splices, or full mechanical or welded splices can be used to splice spiral reinforcement.

Lap splice lengths should comply with Table 9. The ACI Building Code contains provisions for lap splicing bars of different sizes in compression. Length of lap should be the larger of the compression development length required for the larger size bar or the compression lap-splice length required for the smaller bar.

It is permissible to lap-splice the large bar sizes, Nos. As an alternative to lap splicing, mechanical splices or welded splices may be used. When traditional lap splices satisfy all requirements, they are generally the most economical. There are conditions, however, where they are not suitable: The ACI Building Code does not permit lap splices of the large-size bars Nos. Lap splices cause congestion at the splice locations and their use then may be impracticable.

Under certain conditions, the required length of tension lap splices for No. For these reasons, mechanical splices or welded splices may be suitable alternatives. Mechanical splices are made with proprietary devices. End-bearing mechanical splices may be used where the bar stress due to all conditions of factored loads is compressive. For these types of compression-only splices, the ACI Building Code prescribes requirements for the squareness of the bars ends.

Stirrups are reinforcement used to resist shear and torsion. They are generally bars, wire or welded-wire fabric, either single leg or bent into L, U, or rectangular shapes. Stirrups should be designed and detailed to be installed as close as possible to the compression and tension surfaces of a flexural member as concrete cover requirements and the proximity of other reinforcing steel will permit.

They should be installed perpendicular or inclined with respect to flexural reinforcement and spaced closely enough to cross the line of every potential crack. Bestsellers Editors’ Picks All Ebooks. Explore Audiobooks. Bestsellers Editors’ Picks All audiobooks. Explore Magazines. Editors’ Picks All magazines. Explore Podcasts All podcasts. Difficulty Beginner Intermediate Advanced. Explore Documents. Uploaded by Punith Ky.

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