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Hold-down Effect Factor Jhd

According to CSA O86 11.5.5., a hold-down effect factor, Jhd is to be applied to the shear strength of shear wall segments. Refer to Holddowns and Anchorages for a discussion of the use of anchorages, as opposed to hold-downs, so that this factor applies. A complete description of this factor can be found in Chapter 9 Shearwalls and Diaphragms of the CWC's Wood Design Manual as well as in the Commentary to CSA O86, included in the Wood Design Manual.

For a shear wall segment without hold-downs on its tension side, the hold-down effect factor is calculated as (CSA O86 11.5.5.3):

where:

Pij = uplift restraint force at the base of the tension end-stud of the segment

Vhd = basic shear resistance of segment (i.e. shear resistance with Jhd = 1)

height, length

Hs = The height of the shear wall as shown in figure 11.5.5.3 and defined in 11.4.1.2. Does not include the depth of the diaphragm joists, or the portion at a gable end above the wall but below the roof, both of which are considered in the calculation of the moment arm for the overturning force Rij

and,

For segments with hold-downs only at the bottom of tension end-stud of the segment, the factor is calculated as (CSA O86 11.5.5.4.):

where Ptop is the uplift restraint force at top of the tension end-stud.

CSA O86 Figure 11.5.5.3 shows an example of the calculations involved in determining Jhd. The uplift restraint force in the tension end-stud, P is dependent on:

In determining Jhd, the software follows the same procedure as the example shown in CSA O86 Figure 11.5.5.3. However, in the O86 example, the shear wall openings in the lower level line up with those of the upper level. The standard does not explicitly show how to determine P in cases in which the shear wall segments are offset from one storey to the next.

In determining the uplift restraint force, P the hold-down forces from an upper level transferred to a point within a shear wall segment, is not included in the calculation of P. Instead, the force is transferred straight through to the level below the lower level, by means of a vertical load transfer element.

If the hold-down force is transferred to a point above an opening on the lower level, it is distributed by statics to the end studs of the two lower shear wall segments that are adjacent to the opening.

See Also

Design Provisions

Shear Wall Design

Nail Withdrawal Capacity

Maximum Percentage Gypsum Wallboard

Out-of-plane Bending Capacity for Component and Cladding Wind Loads

Height-to-width Ratio

Irregularity Analysis

Mid-rise Wood Construction