I have an Unbraced WF beam Pinned at both ends and a post at mid-span which places segments of both the top & bottom flanges under compression. Is it accurate to use the location of the infections points as the unbraced length (where the moment switches from + to -) or the total length of the...
For ASME piping with joints made by welding or brazing Table 13.6.1 of ASCE 7-10 (Seismic Coefficient for Mechanical & Electrical Components) shows an Rp=12. However, section 13.4.1 of ASCE 7-10 Design Force in the Attachment) indicates that Rp shall not be larger than 6. Is the code expecting...
thread507-270275
I need the load carrying capacity of an old CECO 12H3 steel joist at 17 ft O.C.
If anyone with an old catalog can help it will be greatly appreciated.
Thank you
Problem: We have a vessel nozzle that is subjected to 3 thermal forces Fx, Fy, Fz and 3 thermal moments Mx, My, Mz with Fx the axial force and Mx the torsion. Even though all forces and 2 of the moments are much smaller than the given allowable's one of the bending moments exceed the allowable...
The ASME B31.1 allowable for A53 GR B at 800 degrees F is 10.8 and according to para 124.11. the upper temperature limit for this material is 800 except as permitted by para 122.6.2. Assuming it is permitted by 122.6.2, how can we determine the allowable at say 1100 degrees F?
Thank you
We have a large flat metal deck roof on 100 ft long steel joist @ 6 ft OC. The mechanical contractor has recently replaced 3 roof top units (Air Handling Units) with 3 new and lighter ones (approx 8 kip each). After the old units were removed and the new units installed several people working on...
I am searching for any information regarding what wind loads to apply when designing wall formwork, and scaffolding for the core of a tall concrete building.
Any information will be appreciated
Any tips on how to calculate the puncing shear on and end pipe cap will be appreciated.
I have a 16" pipe welded to the end cap of a 24" pipe resisting a 15 kip force. Using STAAD FEA I get plate stresses that do not make sense and I like to check them manually.
Is there a SS bolts that is close or equal to ASTM A325 structural bolt? Some threads here call for A193 B8 but the yield strength of A193 is only 30.
Any information would be greately appreciated.
Any recommnedations on how close before and after Split Sleeve Couplings (Depend-O-Lock Couplings) we should provide supports will be appreciated.
Thank you
I am very rusty with FEA. To check the effects of the mesh size with the accuracy of the results, I analyzed two 1/2"x4"x10" simply supported plates loaded with 10 psi on the local Z axis. The first plate was meshed with 1"x1" elements and the second with 1/4"x1/4". The stresses on the 1/4"x1/4"...
