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I have posted a couple of threads regarding this subject in the past, but I would like to post a more thourough question regarding providing seismic design on steel stairs. I have a particular project which is in the Missouri area and is governed by the 2006 IBC and ASCE 7-05. I have about 6...

yes, a line load.

Does anyone have information regarding what is the allowable deflection of a cantilevered glass guardrail system which has 4-way spider fitting at each lower corner of panel analyzed as thin plates. The glass would be tempered glass. When I analyze the panel using thin plate theory, I get a...

Okay, I have a fun and interesting challenge. I am providing calculations on a stair that has the stair stringer attaching to a 6" structural concrete. The steel fabricator has fabricated and installed a mirrored image of this stair. They are proposing to connect the stringer to the 6" slab...

How did you check the yielding of the column face? I looked at the Blodgett Formula as discussed above and got an allowable force of 10.5 kips. I could be missing something though. The force is vertical. The HSS6x2 is LLV.

Yes, the 6x6 would work. The problem is that the fabricator took it upon himself to go ahead and fabricate and install the HSS6x2x1/4. What I am trying to say is that everything is installed and now I have to provide damage control.

I have a situation where a HSS6x2x1/4 horizontal outrigger is welded between a HSS12x2x1/4 stair stringer and a HSS6x6x3/8 building column. The HSS6x2x1/4 is welded all around at each end. I am very concerned about the connection of the HSS6x2x1/4 to the building column becuase of local...

Okay, I found the AISC specification regarding bearing joints for compression members. Spec section J1.4 states the following: "When columns bear on bearing plates or are finished to bear at splices, there shall be sufficient connectors to hold all parts securely in place. When compression...

jike, the landings are supported at three corners using stiffened angle seats welded to steel embed plates and the fourth corner has the stacked column. As of right now, the fabricator want to only weld the 2" side of the tube to the channel flange, which would only give me 3 inches of weld. I...

Well originally the columns were designed as continuous, but the contractor did not locate the stair tower walls correctly, therefore geometry concerns come into play. In order to get the correct stair widths to meet code egress requirements the columns had to be stacked. My original question...

I have a 6 story stair tower which has a stacked HSS column the whole height of tower. The columns are intersected by the landing members. In essence what I have is a HSS6x2x3/8 column and MC12x10.6 landing member. The HSS6x2 columns have end plates at each end and are welded off to the...

Thank you for the replies. I went ahead and designed per the reference standards of the governing building code. Val

If I am providing calculations on steel connections for a project governed by the 2000 IBC, is it acceptable to use the AISC 13th edition? I believe the AISC LRFD 3rd edition is referenced in the 2000 IBC. Val

I guess I didn't explain that this stringer is an HSS12x3. Val Courtney, PE Valstone Engineering, Inc.

I built a RISA model of the stringer with the CMU wall stiffness included. I believe the CMU wall will move enough locally (about 1/4") to relieve most of the thrust that was occuring. The thrust in the stringer is approximately 2 kips and I am comfortable with that.

Well I normally do not design my crippled/kinked stringers for thrust b/c most typical stair connection will not develop the thrust. What I typically do is resist one end for horiozontal movement and allow the other end to expand. Usually my maximum horizontal movement is between 1/16" and 1/8"...

I have a question regarding kinked stringer design. The NAAMM standard for metal stairs design kinked steel stringers based on a uniform load that is projected along the length of the stringer. When I look at a kinked steel stringer it appears that there would be an outward thrust at each end of...

Yes, what happened was that I was hired to provide structural steel connection design. I initially designed the connection as a shear plate connection welding to the steel embed plate and bolting to the steel beam following the procedures as set forth in the AISC 13th edition. Then I was...

Okay, I have simple question to ask regarding connections to steel embed plates. Is it acceptable to provide a simple shear connection using a shear tab on each side of beam web. What happened was that originally a typical shear tab was provided, but the concrete shear wall was constructed 2"...

I apologize for not giving a little more information. I have an axial, shear, and moment acting on a steel embed base plate that is sitting on a 9" 6000 psi elevated concrete floor slab. This embed plate is the base plate for the stair stringer. What I did is modeled the embed plates using...