Greetings,
I am trying to ascertain whether filling HSS columns with concrete in a steel two-story building would have any significant impact in reducing lateral deflections of the structure. The idea is to use filled HSS tubes instead of a bracing system, since that would limit the...
Greetings,
I was shown architectural drawings for a three story building in which the second and third floor exterior columns rest on the end of a cantilevered beam from the first floor, The cantilever beam is 6.5ft long. I did some preliminary calculations and it seems doable (Section size and...
Greetings, I have a question as to how to adequately design baseplates with gusset plates.. Specifically for braces. I attached a PDF showing my situation.
In general (not for baseplates) I have used the Uniform Force Method but I know this method is not applicable to situations like this. I am...
Greetings,
I am trying to design a shear connection between an hss beam and an hss column, the limiting issue in this case is that the beam is framing into the wide face of a 260x90mm column, so any force acting perpendicularly to the wide face of the column is bound to cause some troubles as...
Greetings,
I would like to ask if anyone can share an example on how to design a two story x brace connection... I am specifically confused as to how to find the shear and moments at different parts of the gusset plates in order to check its limit states. My initial approach (with chevron...
Greetings,
I have a question regarding connecting an hss brace to an hss column, virtually all connections I have seen in books, AISC, online.. etc... connect the hss brace to the hss column by means of a gusset plate, I understand the way this connection works.. however I wonder why the...
Greetings,
It has been my understanding in the past that for steel decks resting on more than two supports its necessary to provide reinforcement due to the negative moment that is generated over the supports (due to continuity). Now, I was reading some of the manufacturers manuals and in some...
I got myself into a bit of a mess, I was approached to design a system with beams of very long spans (40 feet) supporting a second level(not a roof). I pointed out that it was most likely not possible to do the 40 feet span.. and the arch suggested the following system: Simply support the 40feet...
Greetings to everyone,
I am having a bit of a dilemma, I have a structure that is L shaped.. the long dimension is 200 feet and the short is 115 feet. Its steel deck and steel moment frames, with the assumption of pinned bases. I am trying to ascertain the necessity of an expansion joint due...
Greetings, I am currently designing a moment connection between an HSS column and an HSS beam, I am forced into this configurations and although I would very much prefer to use W-shapes it is out of the question. Initially I tried to simply weld the beam to the column, but this lead to a myriad...
Greetings, attached is a summary of my FEA analysis.
I am currently designing a two story OMF building. My initial assumption was to assumed the columns pinned at the base, I did this because it seems to be the common practice. But now that the time has come to design the base plates I'm having...
Greetings,
Short Version: Is it logical that Im getting high torsion in a beam receiving the ribs of two ribbed decks during earthquake load action?
Long version:
I'm designing a two story concrete house, a rather simple structure.But my area is seismic so i must consider lateral loads. The...
Greetings,
I have a confusion regarding the design of footings with pedestals when lateral loads (Vx and Vy)are present; specifically shear from seismic loads. I have a footing that receives axial and horizontal load from a pinned column, so in principle there is no moment transfer. However, the...
Greetings, I am currently modeling a building in SAP2000 and/or ETABS where I have frames with trussed beams supporting metal decks. My question is: how can I assign a diaphragm to the entire floor that doesn't restraint Z displacements, I was using the "traditional" (rigid) approach, but the...
Greetings and thanks for reading my message,
I am modeling a two story building in SAP2000, this building has frames spanning 18m so the beams are trusses. My question is how should i model the connection between truss chords and frame columns.. currently i set the connections not to transmit...
