I am considering a couple unusual connections for a small steel framed pergola with light loading. Have any of you ever designed a narrow tee connection to an HSS subject to shear and axial load? The worst case loading will be light, only 3.4 kips of shear, and 1.72 kips of axial load. See any...
I am probably opening up a can of worms here but I am re-evaluating how I am doing my foundations around dock doors. I am curious about details that performed well and not-so-well for you guys, your design approaches, and any other comments/suggestions you may have. For instance...
1) Do you...
I was looking through AISC Design Examples Version 14.0 page IIA-104 and I am stumped on where the 4.5 and 1.5 values are coming from in their calculation for Znet at the top of the page. Can someone help me out on this one?
I need to notch an HSS beam to sit on an existing girder and fit under an existing deck and slab. I am planning to use the attached detail. Other than checking the beam action of the reduced section for bending and shear and then developing the plate into the HSS itself is there anything else...
Hi all, I am looking for input on the best detail to use for a covered porch foundation. We will be using a slab on grade which will sit on a ledge in the existing concrete wall at the house side. At the outside I was originally planning to use a strip footing with block wall and over pour the...
Would it be considered a conflict of interest or in conflict with engineering ethics to allow a client to me as a reference for a Contractor's License in another state? The form appears to be set up for an individual but I am the only engineer in my company and the owner. I had initially...
I have accidentally added a number of shapes to the permanent RISA shape database. Is there a way to remove them yet still leave them intact on the model files where they are used? Also, is there a way to make modifications to the RISA shaped database outside of RISA? I have a project were I...
I have two simply supported twin girders that are 24" apart. They span 50' and have a start depth of 18", taper to 42" at the midspan, and then back to 18" at the opposite support. They are each carrying a point load at midspan loaded through the centroid of the beam. I am planning to lace...
Is there anything in AISC or IBC forbidding the use of long slots on the back-to-back legs of a double angle connection? I have a simple interior carry beam, fairly lightly loaded (~15 kips end reaction), that I would like to isolate from inadvertently carrying any axial load through the frame...
Up to what roof slope can sliding snow be eliminated via snow guards? In my circumstance I am dealing with a higher roof slope of 3:12. If I add guards can I eliminate the sliding snow? The existing roof can handle the extra load. I am asking this because ASCE states that non-slippery roofs...
I have a situation where I am reviewing a small penthouse building which sits about 56' in the air on an open framed steel structure. The walls and roof are paneled and have no openings with the exception of one man door which will be designed for the wind loading. The floor of the building...
I am looking for suggestions on the best way to determine the remaining flexural capacity of a post-tensioned beam under various tension loads. Would you just assign certain strands to resisting the tension load and others to resisting the flexural bending? Maybe reduce the Aps*fps component...
When calculating the passive resistance of the soil below the frost depth is it proper to consider the passive pressure based on the actual depth or should the passive pressure be calculated on the actual depth minus the frost depth?
For example if the frost depth is 2' and my passive pressure...
Hi All,
Why is it that a flat roof snow load can be reduced for high slopes yet there is no mention of reducing drift loads on that same roof? Is there a rational method for reducing the drift loads like perhaps multiplying it by the Cs factor? I'm curious what you guys think about this.
Thanks
When calculating the design strength of a cold formed Z-section with unequal legs is it acceptable to average the leg lengths and create equal legs to simplify calculations? I seem to remember in the past seeing this done and the justification was that the average flange width was still within...
Hi All,
I am estimating beam sizes for a mezzanine that will carry at a maximum light truck loading. I am having no luck finding in any of my references what the appropriate design loads and spacings would be for this type of loading. I can find box truck loading and the like but that is...
I have a very large footing pedestal (80" x 46") that is carrying two columns. I am trying to figure out the best way to orient my stirrups and I was hoping someone might be able to clarify a few things for me. I have not decided wich size bar I am going to use for my vertical reinforcing but...
I have been asked by a client to design a foundation for a building which will cover an existing structure (a concrete aggregate bin). The bin sits on a large mat foundation and the dimensions of this new building are very tight to the existing structure.
Before I had known that the existing...
Hi all! I am trying to determine drift limit for an interior partion wall consisting of metal studs and drywall on both sides. At first glance I assumed it should be H/500 but I could not locate any references that mention studs and drywall specifically. Can you help?
Thanks.
