How to design frames of Butler Building?
How to design frames of Butler Building?
(OP)
Hi,all,
I recently have a project to repair the fire damaged of a one-story industrial building. This building is the so called Butler Building. Does anyone have any idea or any information or examples how to design the frames of this type of building? The span of the two columns of the one bay frame is about 96 ft long. In other words, the beam is of 96 ft span. The frames are spaced about 25' O.C. I was thinking of using the deep span OWBJ as the beam and regular wide frange steel columns to replace the existing frame. One problem (1) comes up is that How to design the connection of the OWBJ to steel column and how to detail this. Or any experienced engineer can suggest any other economic way to replace the existing damaged butler frames. The second question (2) is that what will the dead load and live load be. Should dead load 6 psf and live load 20 psf be enough? Will 20 psf live load too high? Will contractors stand on top of the deck during construction? If not, can I reduce the designed live load? The third question (3) is that the design table of roof deck by Verco is listed to about 14 ft. However, the frames are spaced 25'. Is there any vendor of roof deck producing decks that can handle the deck supporting points spaced about 25ft? Any help will be highly appreciated. Thanks.
I recently have a project to repair the fire damaged of a one-story industrial building. This building is the so called Butler Building. Does anyone have any idea or any information or examples how to design the frames of this type of building? The span of the two columns of the one bay frame is about 96 ft long. In other words, the beam is of 96 ft span. The frames are spaced about 25' O.C. I was thinking of using the deep span OWBJ as the beam and regular wide frange steel columns to replace the existing frame. One problem (1) comes up is that How to design the connection of the OWBJ to steel column and how to detail this. Or any experienced engineer can suggest any other economic way to replace the existing damaged butler frames. The second question (2) is that what will the dead load and live load be. Should dead load 6 psf and live load 20 psf be enough? Will 20 psf live load too high? Will contractors stand on top of the deck during construction? If not, can I reduce the designed live load? The third question (3) is that the design table of roof deck by Verco is listed to about 14 ft. However, the frames are spaced 25'. Is there any vendor of roof deck producing decks that can handle the deck supporting points spaced about 25ft? Any help will be highly appreciated. Thanks.






RE: How to design frames of Butler Building?
RE: How to design frames of Butler Building?
If this is a fire damage repair and the building is insured, then the Owner is entilted to have the building rebuilt to its original insured value, in fact it MAY be a requirement of the insurance company. Insurance companies don't like "successful fires".
I would contact the manufacturer of the metal building and have them design a matching building frame and install that along with the other necessary componets. Then, the building will have a consistant framing system and be restored to its pre-fire condition. Since you don't understand the engineering aspects of a preengineered building, hire a local structural engineer.
RE: How to design frames of Butler Building?
RE: How to design frames of Butler Building?
RE: How to design frames of Butler Building?