I am reviewing some shop drawings where a wide flange beam bears on steel stud columns (3 studs together 8" studs 68 gage). There is a 1/4" thick bearing angle on top of the stud column to which the beam is attached. The studs are welded to this angle. This occurs at the corner of the wall. The...
I have an opening (36" x 36") at the edge of the slab (concrete over metal deck). The beam that is spanning between the joists according to me should take the point load from the edge angle only since the deck spans from joist to joist. One of the engineers in the office, says it should take the...
I have situation where a steel lintel (wide flange) supporting reinforced masonry is supported by a steel column in the middle due to the length of the steel lintel (steel lintel is continuous over the column). Will the column be designed with K=1 in both directions or should column be designed...
I have to design a curved concrete beam in elevation for a retail building. The architect wants it to have a tunnel like feel when entering the building.
The length of the beam in plan is about 35' feet. The curved length of the beam is going to be about 55' long.
Are there any books or code...
I have a condition in a church that needs me to design a king post steel truss spanning 96' feet. The truss is going to carry a movable wall below and concrete roof tile on top. My coworkers is saying that I could use double angles as truss members. However, I want to know if any of you guys had...
I have point load maximum of 21.0 k at each wheel (42 k axle load) Do I have to design the footing assuming all the load acts directly on the footing or I can assume the load spreads along more of the footing area through the medium of the abutment. I was concerned about punching shear at the...
I was looking at the calculations for an existing building done in the office by another engineer using the 1997 UBC. The slope of the roof was 4" inches vertical every 12" horizontal. The live load used was 16 psf. Was there a reduction in live loads in the UBC 97 for that slope? I just need to...
The architectural drawings call off a 40 LB under layment on the roof. Is this the weight per sheet or the weight per square foot. I am trying to get my dead loads for the roof.
I have an existing column with additional load coming down due to a new mechanical unit (about 2500#) on the roof. The existing column was already over stressed due to the existing loads (as per my calculations by about 10%). The column is an HSS4x4x1/4 (14'-8" tall) w/ 28k DL and 13K LL...
I need to design a welded splice at beam to beam connection only taking gravity loads (cantilvered system). One of the beams was about 2" short. I cannot full pen the flanges as I had detailed. The owner does not want to see bolts at the splice and does not want to see the splice plate...
I have a problem at a weld connection (gravity column to cap plate). The cap plate was 1" thick. The HSS column had a 1/2" thickness. The weld specified was 5/16" (code minimum). The contractor used a 1/4" weld. Is that fine or should I ask him to redo the weld.
I have a situation where I have to remove two columns at an existing beams(3 span beam) and place a new column to make it a two span beam. Looking at the existing conditions, there were originally two beams, one was continous across end bearing to the futhermost column. While the other beam...
