I am asked to support my team in Poland to assemble our own spreader/ lifting beam so we can transfer max of 84-ton tank/horizontal vessel. My exposure was more on industrial/ petrochem facilities but haven't used to welding thick plates.
I generally proposed CJP to connect the 50mm top and...
In my understanding, stress magnification by durability factor and verification of actual fs of the 2006 edition (ACI 350) had already replaced the z factor procedure by Gergely-Lutz expression of the older edition(as noted by R10.6.4). If such Gergely-Lutz expression had now became only as an...
Hi guys. I am trying to make a STAAD model a counterfort geometry as per my attached sketch, but then i was stucked when i was trying to find my bending moment for the cantilever behavior of of the counterfort. Any way staad could give me the stress i...
I have a recent discussion with a consultant about minimum concrete cover for walls for a waste water containing tank. I read in ACI350 it could be only 2", but our Consultant insisted to use 3". We wish to keep my 2" as the code prescribed. I have also some minor low walls inside which is...
I just wonder how could STAAD consider controlling maximum soil bearing pressure in order to transfer remainder loads in to stiffer support?
To make my inquiry more visual, i had a tank illustrated in my attachment, where i have a base slab sitting on fill, while the walls are directly...
Hi guys, i was designing a wastewater RC tank on ground. I am taking 1.4(D+F) for operation case, F as fluid load. My design basis calls for American Codes (ASCE. ACI350) and such operation load case is clearly defined. But i could not find in the codes on how to deal with leak test load...
Hi guys. I reviewed an existing steel frame tower (for a food processing plant) on piled foundation. My initial check goes fine by strength and serviceability, but i was worried that the RC pedestals did not follow appropriate seismic detailing (located at high seismic risk zone). It was like...
I was caught up in a doubt if my interpretation of ASCE7-10 redundancy factor is correct. I was designing a piperack. As being non-building structure, i took redundancy factor of 1.0 as per Code's Section 12.3.4.1 item 4. However, Section 12.3.4.2 says that if it's at SDC D~F (mine is at SDC...
I was designing an end plate moment connection for a SMF Building at SDC D, and having trouble with very large demand moment (3,000 kN-m) due to overstrength. My girder is 800mm deep. I
1. I checked DG and it seems the most i could do was 8 tension bolt connection (2 hor x 4vert each...
I was quite confused how to deal with the R value for my roofed footbridge. I have a cantilevered concrete column and had my flooring and roof frame by structural steel. I assume the upper part being steel has different seismic response than than the supporting concrete column. Do i need to...
