Thanks JoshPlumn
1. I agree, splicing the tanks is silly however the upper columns had to be reduced in depth to accommodate a tank w/insulation on the upper level. The location of the columns could not be changed.
2. RISA is showing the maximum axial force in the lower W12x65 column as ~30kip...
Thanks jayrod12. The portion of the model with the spliced columns is attached.https://files.engineering.com/getfile.aspx?folder=adbda0bd-efe7-4fba-b09b-14287d0ab985&file=Columns_for_DA_Frame.r3d
A design requires a column splice between a W6x25 and a W12x65. RISA was used to model the entire frame. For the same load case the axial forces in the members are significantly different where they join, the axial force in the W12x65 is 29kips while the axial force in W6x25 is 11kips. Is this...
We have vertical HSS being used as a supports or lateral stops for 12"ø steam pipe at various points on a pipe rack. The rack is entirely indoors in a conditioned space. Aesthetics are not a concern. Is there any need to add cap plates or end plates on the HSS?
A contractor is suggesting the use of 1ft deep, very wide concrete slab to support heavy rotating equipment. The local jurisdiction has a required frost depth 42in. Can a very heavy foundation (while still below the allowable bearing capacity of the soil) eliminate the need to go below the 42"...
I'm attempting to make a 11"x11" baseplate work below a W10x49 subjected to 20k-ft moment and 10kip shear in both directions, and a 2 kip tensile load. I'm trying to place the anchors within the column flanges. The column loading creates a "large moment" situation per AISC design guide 1 section...
If we have a steel duct plate under uniform pressure that's being reinforced/stiffened with a channel or angle how do we calculate the shear at the connection between the plate and the stiffener? I'd like to determine this force so I can check that the weld between the duct plate and stiffener...
What is a conservative K value for a partially braced frame like in the attached picture? It’s somewhere between sideway inhibited and non-inhibited. http://files.engineering.com/getfile.aspx?folder=3b6792aa-02a3-4e83-8cc1-31d212a1b315&file=Brace_Frame_K_Value.jpg
If I'm welding a 3in tall, 3/16in thick plate normal to a 3/16in plate, we're creating an inverted t-shape. How do I determine the effective width of the plate to use as my flange? I need it to determine my section properties.
We were trying to meet 5800psi at 28days however some of our core samples were as low as 3800psi. After reading more it appears we'll ultimately reach design strength (likely higher) just at much slower pace because of the increased fly ash.
We had petrography performed on a sample taken from a concrete core that came back with below expected strength. The petro results show the fly ash as being 35% of the cementing material instead of 25% as expected. The sample also showed air content slightly above ACI recommendations. I know...
Thanks everyone. The target strength is 5800psi; the 28day strength averaged at 93% of that. Surprisingly core samples taken a few days after the 28-day strength are coming up as low as 3790 which is 65% of target strength. Because of this we believe there is a large difference in the mix at the...
The results of the 28-day tests aren't meeting the target compressive strength. We believe it's due to the strength retarding properties of fly ash in the mix. Assuming the 56-day test meets the target; are there any implications to long-term durability (40 year service life) with utilizing...
A project has 28 day breaks showing about 10% less than the target. 56-day breaks are coming in well over the 28 day target. The concrete is at about 30 days now at some locations. If the contractor places about 50% of the dead load on the structure will it affect the concrete’s curing or...
A large area new 8" thick slab will support curbs, 6" housekeeping pads, and concrete piers. Would these be poured separately because of the difficulty in forming a curb, slab, or pier on top of a wet floor? I'm used to roughing the slab and doweling in curbs, pads, etc. on an existing slab but...
What's preferable for a steel worker to place; 3/16" or 1/4" fillet weld?
We're attaching auxiliary steel to existing building steel to support some lightweight pipe (<1 kip at most support points). For our application either size is sufficient as 3/16" fillet weld provides 4.2 kips/in strength...
What is a good resource for design a slab on grade subjected to a column load? I have a column with an 18kip vertical load and soil with 150 pci subgrade modulus and I'm wondering if I can use a 12" slab. Hopefully there are tables that will eliminate the need for FEA.
Of the two resources I...
