UNBRACED LENGTH Sample Clauses

The "Unbraced Length" clause defines the maximum length of a structural member, such as a beam or column, that is not supported or braced against lateral movement or buckling. In practice, this clause specifies the points along a member where bracing must be provided, often referencing engineering standards or design requirements to ensure stability. By clearly establishing these limits, the clause helps prevent structural failures due to lateral instability, ensuring the safety and integrity of the overall structure.
UNBRACED LENGTH. Determination and understanding of the unbraced length is a very important part of member design. The adequacy of a particular beam can be dramatically affected by the lateral support provided. The unbraced length for simple span beam modules refers to the top of the beam, which in all simply supported gravity loaded cases is in compression. Multi-Span beams and cantilevers, due to their loading geometry, generally have moment reversals, which cause the bottom portion of the beam to be in compression. In StruCalc the unbraced length of the bottom of multi-span beams and cantilever beams defaults to the distance between supports and the distance from the cantilever end to the support; the reason being that unless bracing is specifically called out on plans the bottom of beams are usually always unbraced. The unbraced length of the bottom of multi-span joists also defaults to the distance between supports unless some sort of sheathing (i.e. plywood, gwb, etc.) is applied to the joist’s bottom. If sheathing is applied to the bottom of multi-span joists, the box labeled “Bracing Applied to Bottom of Joists” (in the floor joist module) needs to be checked to provide an accurate joist design. For wood design, the NDS allows two different methods for the determination of lateral stability in beams. StruCalc uses the empirical method of reducing the allowable bending stress for large unbraced lengths. The “rule of thumb” method is also allowed by the NDS and can be used by setting the unbraced length to zero and hand checking the stability requirements. For steel beam design, the unbraced length is much more critical than it is in wood design since steel members generally have very slender portions in compression. As a result, the proper determination of the unbraced length is very critical for insuring a safe and practical design. Engineering judgment is always required to determine how and when a beam is braced and what is considered fully braced.
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UNBRACED LENGTH. The unbraced length of a column (Lx, Ly) indicates the distance between points of support for each bending axis (see figure 9-1). If the column is restrained from bending in one direction then the unbraced length in that direction can be set to zero. An example would be a standard 2x6 stud framed into a wall, as shown in figure 9-2.
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UNBRACED LENGTH. Due to standard steel nomenclature the unbraced length for steel design is defined as Lb not Lu. The limiting unbraced lengths (Lc) and (Lu) are calculated as shown below. The limiting unbraced length for compact “I” shaped members and channels for Fb = 0.66 * Fy is taken as the smaller of the following two equations: (12in ft) Fy 76 ⋅ bf Lc = ASD4 (F1-2) Lc = 20,000 ASD4 (F1-2) ) ⋅ Fy  d  ft  Af    For tube steel:  dy  (12in ft ) Lc =  Fy  Minimum for simplicity. The limiting unbraced length for “I” and “C” shaped members for Fb = 0.60 ⋅ Fy: 20,000  d  ft  Af    ) ⋅ Fy The allowable bending stress for “I” shaped compact members with an unbraced length (Lb) less than the limiting unbraced length (Lc): Fb = 0.66 ⋅ Fy ASD4 (F1-1) The allowable bending stress for “I” shaped members with non-compact flanges, Fy less than 65 ksi, and an unbraced length (Lb) less than the limiting unbraced length (Lc): Fb =  bf  4 Fy 0.79 − 0.002 ⋅ 2 ⋅ tf ⋅ Fy  ASD (F1-3) The allowable bending stress for non-compact members not included above with an unbraced length (Lb) less than the limiting unbraced length (Lu): Fb = 0.60 ⋅ Fy ASD4 (F1-5) The allowable bending stress for compact or non-compact members with an unbraced length (Lb) greater than the limiting unbraced length (Lu) is calculated as follows. When the unbraced length (Lb) is less than the elastic limit for equation F1-6 (EL1-6) then the allowable bending stress (Fb) is equal to the larger of equations F1-6 or F1-8. When the unbraced length (Lb) is greater than the elastic limit for equation F1-6 then the allowable bending stress (Fb) is equal to the larger of equations F1-7 or F1-8. The allowable bending stress (Fb) for “C” shaped members is equal to equation F1-8. The elastic limit for equation F1-6 is: 510,000 ⋅ Cb (12in ft) 1 EL1− 6 = rt ⋅ ⋅ Equation F1-6:   ( ft)   2    F1− 6 = Fy Fy ⋅ −  Lb ⋅ 12in rt     ≤ 0.60 ⋅ Fy  3 1,530,000 ⋅ Cb          Equation F1-7: F1− 7 = 170,000 ⋅ Cb ≤ 0.60 ⋅ Fy  )  Lb ⋅ (12in  2 ft   rt  Equation F1-8: F1− 8 = 12,000 ⋅ Cb ≤ 0.60 ⋅ Fy Lb ⋅ (12in ft) ⋅  d     Af  The bending coefficient (Cb) is a measure of the moment gradient for the section of the beam in question. It is conservative to take Cb as 1.0. You can change the Cb value used in design using the drop down box in the section toolbar. The allowable stress for compact tube steel members with an unbraced length Lb less then Lc is: Fb = 0.66 ⋅ Fy For non-compact tube st...
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