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hello folks, I am wondering if there is a way to create an opening in the round tubular member. the version I am using is 21.1. It seems the opening process is not possible as the opening width will surpass the two segments (web pieces) of a round member. it is possible to create the opening...

thanks motorcity, the guy is saying joist are 2X10, 14.5 feet long, 24" apart. I am thinking of putting (2) 4X4 HSS beam b/w joists and to be supported on shear walls and then (4) stubs on hss going out of the roof ,the equipment will be installed on those. therefor the size of the opening...

Driflimiter, I like your solutions, as long as client is ok with the cost of labor and roofing. jayrod12, I like your solution as well. is it doable to locate the blocking at the edge of the opening? I am thinking of one side of blocking is accessible to be connected to the joist, what about...

Hi all! I had a question regarding the wood building in high seismic region, a client has asked me to put an equipment (weight around 14kN) on the roof of a 3 story wood frame building . by analysing i found that the roof framing below requires reinforcement and the only way to reach joists is...

Thank you JoshplumSE for your advice and the RISA file. it was very enlightening. your model makes sense to me. I like option c because I can use the area load concept in RISA to calculate the wind, dead, and snow load automatically within a LC. Jayrod12 thank you for confirming.

Thank you JoshPlumSE Regarding the joist hangers, you are correct, the joist imparts its shear at the face of the beam, hence, I will use bending moment release. and thank you for your advice on beam torsion release now my problem in modeling: for the joist sit on the beam connection which...

Hi guys, I would like to know how to model two types of connection first one is the joist hanger and the second one is joist over the beam connection I am worried about the torsion that happens on the joists and the beam torsion causes shear stress and Risa will fail the member because of that...

Hello fellow engineers: Question regarding the releasing fixities (moment) when connecting two continuous members with only 1 U-bolt, one member is a pipe and the other is a rectangular bent plate (support) I guess in reality U-bolt transfer only shears by bearing and frictions but no moment...

Hi All! I have 3 questions regarding a pad and pier that is going to handle shear, upload and download Force. The pad is on the rock and I am going to use 4 rock anchors at the corners to help me with upload capacity. I have seen it is common practice that designers apply prestressing force on...

Thank you DaveAtkins and dik for confirming, do you know any guidelines explaining the lock off load and the common practice value in telecom self supporting tower. I mean the factors that a design engineer needs to consider for the lock-off load. there are some limit for this force as...

Hello every one, my question is regarding the rock anchor "design load". I am going to design a concrete pad with 4 rock anchors to resist uplift. I have factored ultimate uplift load, I need to know the design load as I m going to specify the Lock-off load for the anchor. what is the design...

Thank you All for your inputs, what about bending reinforcement? Do I need that? Why I don’t ? Isn’t it identical to axially loaded pad which we consider bending reinforcement at the bottom?

Thanks again Jayrod12, wondering why you are worried about the confinement, concrete is pretty good at compression and I don't really have vertical rebar to worry about the buckling. can you shed light on this? My concern is bending of bottom and being difficult to place the bottom rebars due to...

Thanks Jayrod12, I like your thought. How thick at the thinnest? Thickest? thinnest around 100mm and thickest 850mm for one way and for the other way, thinnest around 100mm and thickest 1400mm

I was wondering what would happen if I delete the bottom reinforcement? it cracks due to bending1 but is it detrimental?

How are you planning on transferring the moment to the rock? Is it just a giant pad? (there is no moment transfer to the pad, only trapezoidal pressure from main foundation reaction) They need to be able to do some form of mechanical levelling. (for bottom reinforcement? I agree) What does...

Hi All, we are engaged in a project that we need to design pad and pier foundation over sloped rock. Client asked not to chip or blast the rock (to generate even surface) due to residential area nearby. I came up with a solution that to put the pad on a concrete poured wedges (as a leveling...