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Section 12.3.3.4 says that the design forces determined from Section 12.10.1.1 shall be increased by 25% for the connection of diaphragms to vertical elements. In section 12.10.1.1 diaphragm forces are calculated by equation 12.10-1 and compared to the seismic forces calculated from the...

I am designing a special masonry shear wall with an opening as a coupled shear wall. This results in an additional axial tension/compression force from seismic in the wall piers on either side of the opening. When calculating Fvm per equation 2-29 of ACI 530-11, am I correct to assume that the...

Is the only way to combat masonry crushing per ACI 530-11 equation 2-7 by increasing the diameter of your bolt? Can you justify excluding this failure mode in some way? I'm just trying to figure out how you get any decent capacity out of an anchor bolt in masonry when you have to check this...

This is what I am hearing: Don't do fire walls in multi-story construction, particularly in high seismic areas. If you do have a fire wall in multi-story construction, you really need to have 2 buildings; which means 2 fire walls and a seismic joint between.

The article is about wood construction, but I think the concept is applicable for any building type. My building has a special concentrically braced frame lateral system. I would really like to construct the fire wall out of metal studs with gyp and avoid making it a structural wall that is...

Here is a link to a SEAOSC opinion paper on the issue. It is not for the building type I am working on, but the concept is the same. It doesn't make sense to me to "create an unnecessary weakness in the structure" as the SEAOSC paper puts it, by breaking up the...

I am working on a 3-story building with a 2 hour firewall that cuts right through it. The building has concrete over metal deck floors and steel beams and columns. The building is located in a high seismic region and the floor diaphragm needs to be continuous through the wall. My thought was...

Thanks for responding JAE. I did see that reduction you mentioned. So taking that into consideration you almost have ASCE 7-10 section 2.4.1 basic load combination 6b: D+.75L+.75(.7E)+.75S, except that for some reason you get to reduce your dead load by 25% and the seismic is included at...

I am designing a free standing crane in a high seismic area. AISC Design Guide 7 has a Case 3 load combination that includes earthquake loads, where the load is at strength level (E). Can someone explain to me why it wouldn't be at allowable stress level (.7E)?