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Thanks all for the replies. Is there any reference that provides modification factors or capacity reduction factors for properly designed typical connections as moments connections?. What I mean is this: I assumed that a connection is fully fixed and designed it accordingly. Because this...

Some structural software accept specifying partial fixity for connections. What does partial fixity really mean? Doest mean that the connection can resist some moment without allowing rotation or it allows some rotation before resisting moment or neither?

SHBH: Let me give a hint here. I hope it helps. Moment is a function of stiffness.

Courtnvm, Accodring to "HOLLOW STRUCTURAL SECTION- CONNECTIONS AND TRUSSES" by: J.A. PACKER AND J.E. HENDERSON, This connection can resist up to 190 kip.in before the failure occurs by yieldig the face of the HSS column.

Strainman, Can you plese define the variables and the units in this equation? Thanks

I am looking at an existing composite floor, a concrete slab on steel deck, to carry mobile selves which run on tracks. The deck is designed for 195psf and the tracks have a weight of 1000 pound per linear foot . How would you check this floor for this type of new loading. The tracks are 72"...

Hi Aiden, Just like you, I thought Lu is calculated by equating Mu to Mp. Looks like it is not the case. Have you figured out how to calculate it? Thanks

Thanks all for the inputs. This is a two-way concrete slab with geometry irregulrity.

Hi all I am wondering if it is OK to model a flat slab as a number of beams in two directions. How the forces differ in both cased. The reasons for the question are: 1-I don't have a FE program to analyze flat slabs and, 2-Both the direct method and the equivalent frame method for analyzing...

Thanks all for the inputs. This is one of a number of walls we have in a 6-storey building located in a high seismic region. One wall is about 10m long and has about 65000 kN.m moment at its base. We have designed the wall so that all the bars, concentrated and distributed, to contribute in the...

We are desinging shear wall that will be supported on two caissons at the ends. My question is : how different this wall is from the one supported on a strip footing in terms of detailing steel bars? Thanks for the help

Hi all I am designing a concrete building that will have a future storey. I want to account for future splicing rebars. Can you advise me on the best way of doing this. Thanks for your input.

Bekaert has steel fiber products ,Dramix, Wiremix and DramixDuo that replace the traditional WWM. They also have a free computer program called DRAMIX DRAPRO that designs the slab for different types of loading.

Loads will transfer from the slab to the beam, and then to the column only if the beam is stiff enough, minimum 2 times the stiffness of the slab. Otherwise, some of the load will go directly to the column. Think of the beam as same thickness as the slab, the slab is only a flat slab right?. I...

Dik: I understand snow accumulates when wind blows the snow and when snowflakes hit a barrier; they fall and accumulate beside that barrier. In this case the wind can blow under the unit and disperse the accumulated wind. Therefore, I think there should be some reduction in the accumulation.

Hi all, When calculating snow accumulation, do you consider a mechanical roof unit elevated by 1.2m stub-columns same as if it is not elevated ? Thanks to your input

rb1957: If the rotation needed for a simply supported beam is less than what a possible slip will provide, then if the beam was designed as fixed-fixed,(for less positive moment), then this is not conservative. Or am I missing something here? My question is general. Clearly, the fabricator...

To facilitate constructin, Hole diameter= bolt diameter + 2mm.

You designed a beam carrying a UDL as fixed end connections. The shop drawings show the flanges of the beam bolted with a clip angle and welded to the column. (Typical right?). Now given that the holes are larger than the bolts, the ends will rotate if slip is not prevented. You compared the...

STAAD HAS INDIAN SECTIONS DATABASE. YES, THEIR W SHAPES ARE UP TO ABOUT 690 MM DEEP, BUT THEIR IW SHAPES ARE UP TO ABOUT 1700MM DEEP.