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.
I am trying to find weight for masonry wall in psf. I have 8 inch light weight masonry wall with rebar in 48 inch o.c. vertically and those cells are grouted solid only. What is for weight that. does it consider as partially grouted wall not solid grouted wall Correct?
I have interior column footing and trying to design anchor bolt for that. Top of footing is 1'-0" below slab on grade - finish floor elevation 0'-0" and footing is 5 ft wide. i am trying to check anchor bolt for tension and shear as per ACI Appendix D. There is no pier. Now for concrete breakout...
There is one example in Seismic Design manual where it shows calculation for two different seismic base shear in Transverse direction and Longitudinal direction.
The example shows that if wall is parallel to base shear we have to include full weight of wall in that direction.
if metal deck is attached to to top chord of truss can't we consider that as diaphragm and don't add any bracing at bottom chord. we might need some additional bracing to brace the trusses at bottom chord but it's not a part of diaphragm.
if the load acts outward we can resist lateral load by hairpin reinforcement as shown in figure aci 318-08 appendix D but how about when load acts inward ? this hairpin rebar helps to transfer shear to slab. So with hairpin rebar i don't have to check footing overturning from horizontal load and...
