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≔F H D =m a x <br />⎛ <br />⎜ <br />⎜ <br />⎜⎝ <br />,――――――― <br />-―――― <br />⋅χ M O T _LS <br />⋅C 1C 2 _L S J LS <br />M S T <br />L sw <br />――――――― <br />-―――― <br />⋅χ M O T _I O <br />⋅C 1C 2 _I O J I O <br />M S T <br />L s w <br />⎞ <br />⎟ <br />⎟ <br />⎟⎠ <br />4 .0 2 9 k i pkipkipkip <br />The resulting hold-down demand is 4.03 kip. The GL 1.5 wall already has existing <br />HD6 hold-downs. The allowable capacity of the hold-down is 5.41 kips (see <br />Simpson Catalogue below). <br />For existing shear walls that require a new hold-down, the capacity is taken as <br />the lesser of the 41-17 hold-down capacity and the anchorage strength of the <br />post-installed rod. <br />The 41-17 lower bound capacity is determined by taking the ASD allowable capacity <br />listed in the Simpson catalogue, and adjusting it per the equation below: <br />＝T LB ――――― <br />⋅⋅⋅T a F S L B κ <br />C D <br />≔F S 2 .5 Simpson designated safety factor on hold-downs <br />≔L B 0.8 5 41-17 lower bound adjustment factor <br />≔C D 1 .6 Load duration factor for seismic, from NDS 2015 <br />≔κ 1 .0 41-17 Knowledge factor, 1.0 for new components <br />For anchorage strength of post-installed rods, see Hilti report <br />25 of 100 <br />1327 S Grand Ave <br />12/12/2024