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PROJECT: Cross Dock <br /> j; sEIZMic� � FOR: Tuff Shed Jeffery Beag <br /> ADDRESS: 6501 Rainier Dr., <br /> Everett,WA <br /> SHEET#: 9 <br /> MATERIAL HANDLII1G N`UINEERING CALCULATED BY: tchang <br /> EST.1985 DATE: 6/11/2024 <br /> TEL:(909)869-0989 PN: 20240523 5 <br /> 1130 E.CYPRESS ST,COVINA,CA 91724 <br /> Longitudinal Analysis:Type 144" <br /> This analysis is based on the Portal Method,with the point of contra flexure of the columns assumed at mid-height between <br /> beams,except for the lowest portion,where the base plate provides only partial fixity and the contra flexure is assumed to <br /> occur closer to the base(or at the base of pinned condition,where the base plate cannot carry moment). <br /> Mew, Mn-n <br /> , Fn <br /> MCoM,c= MCo,,,,1,=Mc0M <br /> McAm= ((Mu +1\ko„r)/2)+MBA M M5 5 MilalirS <br /> Vc.,= Kong/#of columns=186 lbs 7 M. M4-4 a <br /> Mr,,,,,^a^ 'I' F4 <br /> MB05e= 4092 in-lbs <br /> III M3-3 <br /> MLewer= ((V.,.hi)-MBase „, __/ F3 <br /> Pr:, M2-2 .r h3 <br /> (186 lbs•44 in.)-4092 in-lbs=4092 in-lbs <br /> 2 <br /> M,, <br /> Ml-1 , h2 <br /> Fl <br /> hl <br /> M base 1_, <br /> FRONT ELEVATION <br /> Levels hi f Axial Load Moment Beam End Connector <br /> Moment Moment <br /> 1 46 59 3,700 4,092 5,136 9,786 <br /> 2 52 127 1,850 5,208 5,136 7,740 <br />