if i will consider torsion loading i will add additional moment
Mx from connection eccentricity = Beam reaction times distance between column center and connection ..
Also additional moment My (torsion moment = beam reaction times 8" which is distance between column center and load.)
so there...
i have steel cantilever beam with simply supported beam back up. Column is continuous. i will have moment connection at one end as shown. if i will get upward load at the other end then how to design that connection. To design beam i will consider appropriate unbraced length.
I am trying to design steel column. As shown on attachment beam is 4in away from column. And beam has torsional loading. To check column do i have to include Mx moment and My moment both. what eccentricity i have to include for My moment.
i have 3 story wood shear wall with 12'4" total length and it has 6ft opening in center. So fully sheathed wall segment is 3'-2" and 3'-2" each side of opening. total ht is 30ft. Can i still use perforated shear wall approach.
so here try to understand what is tension at lower story than. see attachment.
http://files.engineering.com/getfile.aspx?folder=52e691c9-5f1d-4dc6-b136-0baef237e3a2&file=Tension.jpg
I have two story wood shear wall. Upper story wall is 12ft wide and lower story is 9ft wide with 3ft opening at the end. To check overturning can i still use 12ft wall with proper uplift connector at lower story. I will use 9ft wall only for shear capacity.
I am trying to design HSS beam to HSS column moment connection. Is there any resource for that. if i will use weld all around is this consider as moment connection.
I am unable to find information for allowable shear for panel diaphragm to attach plywood with douglas fir-larch with screw instead of nails? IBC has table for nails only.
I have masonry wall and have vertical rebar at every 32" o.c. so i will grout those cells only where i have vertical rebar. but if i will add horizontal rebar at every 48" o.c. due to shear wall then do i have to use solid grouted wall or i should just add bond beam at 48" o.c. with rebar. so...
I have new W-beam lintel sits on existing unreinforced masonry wall. reaction is 10 kip. What is allowable bearing stress for URM. Wall is 6in thick. Do i have to use same 0.25f'm.
Mechanical unit is 2ft high and that will fit between ceiling and roof framing. So mechanical unit is suspended from steel framing. do i have use steel hanger at four corners to support this unit.
what is best way to support.
