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Great point! We have brace frames on the interior of the building with exterior moment frames.

Thank you, now I understand. If for example, on level 3 my brace frame is 20 ft away from the frame on the rest of the levels, the forces from the rbaced frame must transfer through the slab above and below the offset braces in order to continue down. We do not have this condition of vertical...

Section 1620.2.5 states we must design the diaphragm for the force Fp = 0.2I*Sds*Wp + Vpx, where Vpx is defined as: "The portion of the seismic shear force at the level of the diaphragm, required to be transferred to the components of the vertical seismic-force-resisting system because of the...

In my experience, the programs I have used will Auto-mesh on your grids or support lines(at beams), and not mesh otherwise unless you specify. Usually you can additionally mesh your areas based on maximum mesh size or by selecting additional points and lines at which you want to mesh. What...

On a job I am working on, the electrical eng wants to run conduit through our composite slab. It is 3" deck with 4 1/4" concrete over the deck with 3/4" DIA. 6" long studs. In areas where conduit runs, he shows each flute with 2 1" DIA conduits running parallel and on top of each rib anothe 2 1"...

The foundation system for the building is spread footings. ALl of the tension columns sit on a 4'0" thick concrete wall on top of a 15ft wide, 3'-0" deep footing. The wall is approx 36 ft tall. The columns are steel, and are MORE than appropriately sized for the tensions forced, stressed to...

The tension columns sit on top of a very large foundation wall supported by a large strip footing. Only one of these trusses has an X down to the base of the building, the lateral system is completely seperate from the trusses, though analysis shows their stiffness does attract some lateral...

The building I am workign on has a significant portion of the building cantilevered out. We have created 3 large trusses that carry this cantilever slab, that look like giant P's. Since the cantilevered portion of the floor is longer than the backspan, we have significant uplift on the first...

Thanks for the replies, I will try to get a hold of the reference and go over their simplified procedure. msquared48, there is a slopeing fill on top of this slab, plus a 4" concrete sidewalk topping on that. The sidewalk must be seperate from the slab with a waterproof membrane between them...

I have to design a concrete slab, one-way, that acts as a loading dock floor and ceiling to a transformer vault. This slab must be designed for a uniform live load of 600 psf or a wheel load of 16kips, which ever causes the greater stresses, per the transformer manufacturers specs. The thickness...

When designing braces in your lateral system, is it acceptable to apply a length reduction factor to account for the shortening of the braces due to large gusset connections rather than using the work point to work point distance? With some of the gusset connections in the building I am working...

Here is a sketch for any clarification. http://files.engineering.com/getfile.aspx?folder=d79a3eea-911c-4989-ae13-e2cd06604c81&file=Extended_Shear_Tab_to_Col_Web.pdf

I think you possibly missed what I am saying. I agree, if my bolt group is designed for the eccentricty from the cneterline of the bolt group to the column web, and my plate strength is limited as outlined, then yes, you are basically extending the web. But I am asking, if this shear tab has...

I'm reviewing shop drawings for a building our company provided the engineering services for. The detailer has provided extended shear tabs for all direct shear connections at beam/girder webs as well as column webs. Where we have a cantilever, there is a weak axis moment connection. It is a...

If I am interpreting the code correctly, Chapter12 - ASCE-7 '05, if my building is in category B for the table 12.3: 12.3-1 I need only consider numbers 1a, 1b, 4 and 5, and I may neglect numbers 2 and 3. And if I happen to have any of these irregularites, I must only abide by the sections...

Take a look atAISC Design Guide 9, it outlines torsional analysis and design of steel members.

Has any exported their REVIT model to ETABS? I have been trying by route of REVIT to DXF to ETABS, but when I import the DXF to ETABS either nothing shows up, or only 4 corner columns and a diaphragm appear. Is there a special software needED to make the link? Also, is it possible to create a...