Recent content by sadienerd

I am designing a 30,000sq.ft mezzanine in a low seismic area (SDC B). I am wanting to know what the most economical and generally used one sided moment connection between a wide flange beam and tube column is. I will have about 16 bents in total with the interior connection being continuity...

Thanks for the replies! I am probably being a bit dense here but I'm not sure I'm tracking your awnsers. RPMG you state that unless eccentric the Braced frame and moment frame will have the same displacement and the moment frames contribution will be small. I'm assuming that is for the flexible...

I have read a lot of post regarding mixing stiff lateral force resisting systems and sway frames on the same column line but have not found an awnser to my particular question. My question is as follows, can you mix a Braced frame and moment frame in the same direction (not on the same column...

I am wanting to design a double Angle connection to carry a new W12x26 that is bolted to the new steel beam and bolted to an existing 16"x16" concrete column (expansion or epoxied anchors). My question is on the design of the anchorage to concrete. Can a double Angle all bolted connection be...

Also, If I stick with the R=3 for my steel but specify the R of 4 for the walls how do I convey the seismic loading info to the wall designers? The R=4 will affect the amount of shear distributed to the wall as well as the loading at the connections to the steel. I am assuming I would have to...

The walls will indeed be site cast. We refer to factory cast as pre-cast in this part of the world. Thanks for your response.

We are currently having a debate in our office regarding the applicability of using R=3 "Steel systems not specifically detailed for Seismic Resistance" for a concrete tilt up building we are doing in a seismic design category C site. The tilt up panels will be designed by others but we are the...

I have seen many post on here regarding uplift calcs on footings. I don't want to get the .6*(footing weight) debate started again. I am curious how everyone checks there footing reinforcement for bending under the .6D+W combination. It seems to me that if there is net uplift on your footing...