Class B tension lap splice, mechanical splice, or welded splice. The Institute does not prepare project drawings and The structural integrity requirements of the ACI project specifications. While every precaution is taken Building Code were not incorporated into the various to ensure that all data and information furnished are as tabulated designs of this Handbook.
One reason for this accurate as possible, the Institute cannot assume exclusion was due to the inability to determine where responsibility for errors or oversights in the use of such the bars would be truly continuous i.
The information given in the As an example, consider a relatively short foot tabulated designs should prove useful in preliminary span one-way joist system.
Since stock lengths of rein- design, in preliminary estimating of quantities of mate- forcing bars from steel mills vary from 40 to 60 feet, this rials, for establishing sizes and clearances, and for com- would result in lap splicing the bottom bars within either paring different types of construction.
Obviously, the every two or every three spans. Although the bars could tabulated designs apply only to the particular condition have been assumed to be lap spliced at every support or of span, loading and material strengths specified. The at midspan, such details were felt to be unrealistic. This would have necessitat- obtaining the most economical design. It is not possible to pre- not include the structural integrity requirements in pare tabulated solutions for connections of these mem- order to make them as general as possible.
The bers and systems in general. Structural integrity for the Engineer using this Handbook must evaluate the issue completed structure can be provided only by the of structural integrity on a case-by-case basis.
Engineer familiar with the overall requirements involved. Consequently, inch-pound units, includ- tions. Minimum yield strengths in metric units are , , and MPa megapascals , which are equiv- ing the designations for the sizes of reinforcing bars, are alent to 40,, 50,, 60, and 75, psi, respec- 1 used throughout this Handbook. Space limitations pre- cluded inclusion of companion tabulated designs in met- tively. Grade It is important for users of this Handbook to be aware Bar Marking.
Soft metric reinforcing bars are required of current industry practice regarding soft metric rein- to be identified with the Producer's mill designation, forcing bars. Regarding the physically changing the bar sizes.
Within a few years, the bar to indicate its size. For identifying or designating shift to exclusive production of soft metric reinforcing the yield strength or grade, the ASTM specifications bars was essentially achieved. Virtually all reinforcing provide an option. Appendix A in the Manual shows the struction project most likely will be soft metric.
The sizes of soft metric soft metric bars. More information about soft met- reinforcing bars are physically the same as the corre- ric reinforcing bars is given in Engineering Data Report sponding sizes of inch-pound bars. Soft metric bar No. EDR No. The metric bar designations are simply a re-labeling Users of this Handbook are also encouraged to visit of the inch-pound bar designations. Strength design of crete columns are given as follows: columns consists of determining the critical load com- For strains greater than review of a trial design.
The manual calculations for that corresponding to fy , stress in reinforcement shall such a review are formidable and become increasingly be considered independent of strain and equal to fy. The column capac- When these combinations are simplified tests. The load capacities tabulated in Chapters 3 and perpendicular to the neutral axis. The capacities tab- taken less than 0. An equivalent rectan- or the number of bars, or their arrangement, can be gular stress block for compressive stress distribution in quickly determined.
Also, the increase in factored concrete as specifically prescribed was used ACI moment as an effect of slenderness may be added. The area of concrete displaced by vertical rein- The intervals, or control points, at which design axial forcing bars was deducted from the total compression load strengths and moment strengths are tabulated were on concrete.
Where the vertical reinforcing bars are selected to permit convenient construction of interac- located at varying distances from the neutral axis, such tion curves, complete from maximum design axial load as bars in circular patterns for round columns, or in the strength to pure flexure. Sample interaction curves pre- sides parallel to the direction of bending for square or pared from the load tables in Chapters 3 and 4 are rectangular columns, actual bar area and location were discussed and shown.
In the sample interaction curves considered for each bar. Note that for a square column, if the unbraced it is frequently helpful to construct a load-moment height and end restraint conditions are equivalent in interaction diagram. Such a diagram is particularly use- both directions, the minor axis capacity, except for 4- ful in the evaluation of load effects for the three differ- bar columns, will be smaller and will control the max- ent load combinations prescribed.
The various load- imum load allowed. Maximum design axial load moment capacities can be located conveniently on an strength will be equal in both directions for a square interaction diagram, and the effect of changing bar size, column. Round-tied columns versus square. The round-tied column or circular bar pattern is less efficient for moment resistance.
For equivalent areas of vertical reinforcing bars and concrete, the square column has more capacity than the round-tied column. At the point of maximum design axial load strength, the capacities of the two columns are the same. Grade 60 versus Grade 75 reinforcing bars. Tabulated capacities of columns reinforced with Grade 75 bars have been included in this Handbook in bar sizes 11, 14, and Load-moment interaction curve comparisons for a square column reinforced with Grade 60 and Grade 75 bars are shown in Fig.
Tables for tension development lengths depth of the offset bars. This effect can usually be safe- and tension lap splice lengths are also provided in ly neglected when the stress is always compressive Chapter 5. For footing dowel design, see Chapter 13 — with low reinforcement ratios.
Particularly with rein- Footings. Selection of the tab- be reduced. The variety of cross-sectional shapes used columns with reinforcing bars in two faces only pro- for reinforced concrete columns is unlimited, but many vide a different bending resistance in each direction.
In this Chapter, design strength tables for fers due to different lateral bracing in the two direc- the three most used types of columns are furnished: tions. Since the same format was used for square columns with reinforcing bars in two faces and all rec- 1.
Square cross section with symmetrical groupings tangular columns, this type of square column design of reinforcing bars in four faces 4F. Square cross section with symmetrical groups of 3 umn design strength table. Rectangular cross section with reinforcing bars in Scope. The tabulated column designs presented on all faces; symmetrical groups of reinforcing bars in Pages through are for a concrete compres- opposite faces.
Tabulated designs for concrete Design strengths for the latter two types are tabulat- compressive strengths of 5,, 6, and 8, psi in ed for bending about each axis of symmetry.
Also included in the enclosed CD- distant from each parallel line through reinforcing bar ROM are tabulated designs for concrete strengths of centers. For the rec- structures. The ASTM A Specification for carbon- tangular columns, the major axis is a line parallel to the steel reinforcing bars includes Grade 75 bars in bar short sides passing through the center of the section.
For example, Grade 75 could pro- See Fig. CRSI recommends that the ed. Output and resulting format for the two tables are availability of Grade 75 bars in any size should be different. The square columns with symmetrical group- investigated before the higher grade is specified.
The ings of reinforcing bars in four faces provide the same ASTM A Specification covers low-alloy steel rein- design moment strength in each direction and require forcing bars in a single grade, i. Square 60, psi. Slenderness effects. All design strengths tabulated shown for minimum size sides, 10 inches. New Upload Books. Revised Edition. A book of this grade is generally well kept and is in good shape to read and store.
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The Guide was authored by Dr. Timothy W. Mays, P. The new Guide has been developed as a standalone publication to provide the practicing engineer with a detailed overview of pile cap design, detailing, and analysis methodologies that represent the current state of practice in the industry, and meet the latest codes and standards including the International Building Code IBC and ACI When the Design Handbook pile cap design tables were developed, pile allowable loads exceeding tons were not common.
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