I have an existing building with the roof composed from a galvanized form deck and a concrete fill. The wind uplift load is larger than the weight of the concrete. The deck is capable to resist this load. Is there any literature or data on the bonding strength between the concrete and the deck...
I got a project with a bowling alley on a second floor. Any ideas on loading?
Form equipment catalog I found on line, load is about 100 psf but instalation requires use of forklift.
Thanks.
Mike.
I need to design 5 feet tall parapet in area of ground snow load equal to 90 psf. Snow drift is more than 5 feet. How can I find lateral snow load on parapet? Any ideas?
Thanks.
Hello everyone,
I got comment from building department that I can not have Special moment frame for seismic load resistance in strong direction of column (with prequalified connection per FEMA 350) and regular moment connection for cantilever or for torsion restrain in weak direction of column...
What is K-value for the columns in Dual Sistem Structure with Special Moment Frames and Eccentrically (or Concentrically) Braced Frames (System 4 Table 1617.6 p. 367 IBC-2000) ?
Is Sidesway Inhibited or Uninhibited for columns in such structures?
Thanks.
I am working on a project with a pump station and water tanks sitting below grade. Due to buoyancy, I need 2'-8" thick base slab. Due to length of structures, I need 1 inch expansion joint in this slab. I will use PVC waterstop.
I just can not find any ideas or info on how to leave this 1...
I modeled shear wall with openings in RISA as number of concrete plates. I got results as plate forces and stresses.
How can I determine required reinforcement based on this information?
Thanks for help.
I am working on a project for a hospital with an eye surgery units. I designed the framing using RAM-Steel software and started checking for floor vibration.
I am using AISC Steel Design Guide # 11 "Floor Vibrations Due to Human Activity" chapter 6 "Design for Sensitive...
According to "Menual of Steel Construction" Volume II "Connections" (1992) "... the designer needs to give carefull attention to the problem of developing suitable connections for stepped columns, where the upper shaft is spliced to the lower shaft..." (p. 7-20)...
How to determine the contribution of panel zone deformation to overall story drift? (Per "Modeling requirements" Sec. 1630.1.2 Item 2 UBC-97, p.2-13,2-14).
Thanks.
