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pr,i,d Tower Relocations - 40-26 Pkg #2 by JRB sheet no. <br />1q)ff <br />rocahon Everett, WA date 01 /23/24 <br />Arent Boeingjob no. <br />16015th Avenue, Suite 1600 <br />Seattle, WA 98101 [2061622-5822 Unistrut Calcs <br />�ZC��«t Lois <br />�av P�C�odi'� 7 <br />'�0112rmh) LO�)C- <br />4 <br />110 r+A�ti!8 Oar) �o< �1 gPh� (L/ 240 760 �hr+ <br />L zt�Jc!1 ,- `i- ' <br />\' 3 C'eAk.s - go10(o <br />The following tables are from <br />the Atkore Unistrut General <br />Engineering Catalog <br />Pv-\4 Lec1 ej - 5o DI <br />Dnb<c,L'a - c6%"I(o <br />Defl. at <br />Uniform Loading at Deflection <br />Max. Allowable <br />Uniform <br />Span <br />Uniform Load <br />Load <br />Span1180 <br />Span/240 <br />Span1360 <br />In <br />Lbs <br />In <br />Lbs <br />Lbs <br />Lbs <br />24 <br />1,690 <br />0.06 <br />1,690 <br />1,690 <br />1,690 <br />36 <br />1,130 <br />0.13 <br />1,130 <br />1,130 <br />900 <br />48 <br />850 <br />0.22 <br />850 <br />760 <br />500 <br />60 <br />680 <br />0.35 <br />650 <br />480 <br />320 <br />72 <br />560 <br />0.50 <br />450 <br />340 <br />220 <br />84 <br />480 <br />0.68 <br />330 <br />250 <br />160 <br />96 <br />420 <br />0.89 <br />250 <br />190 <br />130 <br />108 <br />380 <br />1.14 <br />200 <br />150 <br />100 <br />120 <br />340 <br />1.40 <br />160 <br />120 <br />80 <br />144 <br />280 <br />2.00 <br />110 <br />80 <br />60 <br />168 <br />240 <br />2.72 <br />80 <br />60 <br />40 <br />192 <br />2.10 <br />3.55 <br />60 <br />50 <br />NR <br />216 <br />190 <br />4.58 <br />50 <br />40 <br />NR <br />240 <br />170 <br />5.62 <br />40 <br />NR <br />NR <br />1 <br />(aye 2 <br />�� O,�t • o S o s$ • 760 = Fin <br />301 \1,,= <br />'P Notes: T-V <br />n u <br />Load limited by spot weld shear. <br />" KVr > 200 <br />NR = Not Recommended. <br />1. Beam loads are given in total uniform load (W Lbs) not uniform load (w Ibs/ft or <br />w Ibsfin). <br />2. Beam loads are based on a simple span and assumed to be adequately laterally <br />braced. Unbraced spans can reduce beam load carrying capacity. Refer to Page 62 <br />for reduction factors for Unbraced lengths. <br />3. For pierced channel, multiply beam loads by the following factor: <br />"KO" Series ....... 95% "T" Series .......... 85% <br />"HS" Series ....... 90% "SL" Series ........ 85% <br />"H3" Series ........ 90% "DS" Series ........ 70% <br />"MT" Series ....... 85% <br />4. Deduct channel weight from the beam loads. <br />5 For concentrated midspan point loads, multiply bearn loads by 50% and the <br />corresponding deflection by 80%. For other load conditions refer to page 18. <br />6. All beam loads are for bending about Axis 1-1. B03 <br />