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Hi All, Just got a request from a client to provide some engineering on a treehouse from a treehouse company here in the States. Curious if any of you have ever worked on anything like this. Seems like a lot of risk for very little $. Obvious concerns are the fact that it is going to be...

Hi All, I am modeling a steel joist in RISA and I am curious about what is the correct and/or permissible way to analyze the top chord for bending moments. What I mean by that is that if I model the joist as a whole I am getting different moments for the top chord than if I would model the...

Can anyone explain to me what exactly a Miami-Dade County Notice of Acceptance is? A Client has asked me to design roof panels for a structure in a high wind zone (not in Florida) and provided this document for the allowable design values. It does contain a table with "Maximum Design...

Hi All, I would like to get some opinions on the following condition. We have a number of silos that are planned to go up near an existing building. The silos are going to be higher than the existing buildings low eave by about 11', they are about 12'-6" in diameter, and only off the low...

Need a quick sanity check from you guys. I have been asked to design a steel beam, post, and footings for a two-level deck on a residential home near the shore. There is a large clear width requirement under the outside edge of the deck which is driving the requirement for the steel framing...

I am analyzing joists for some new snow drift loading and some of the web members are crimped angles. In the SJI Table 4.3-1 in Section IV for Web Members it says to use a k of 0.75 for kl/rx and a k of 0.9 for kl/ry. Since the equal leg angle is rotated 45 degrees for a crimpled condition...

Are pools generally considered to be an impervious surface when considering lot coverage by impervious surfaces? If so, is there a place where this is mentioned in the code or other significant document? Our township gives examples of impervious surfaces (roofs, drives, patios, walls, etc.)...

I would like some opinions on best practices for a slab on grade in a partially open, unheated building. We are in a location where the frost depth is 36". The main interior columns are inboard of the building line and the rafters cantilever 10' to the building line. For the main interior...

I have a building that was just designed using the Envelope Procedure in Chapter 28 of ASCE 7-16. There are going to be a number of equipment screens added to the roof. Since Chapter 29 uses the Directional Procedure is it incompatible to calculate the MWFRS appurtenance loads from that...

I am trying to do a detailed analysis of a 30' 24k7 joist for some custom loading in RISA 3D. I started by analyzing the joist for the SJI allowable uniform loading. Unfortunately right off the bat things are failing badly which has me questioning my model. I am hoping you guys may be able to...

I have a client that would like to attach a 500 pound garage hoist to an LVL beam. He was wanting to lag an eye bolt into the bottom of the LVL and I recommended against that. I was hoping to find some sort of hanger that attaches to the sides of the LVL instead so the fasteners would be in...

Hi All, I am working on a project where I would like to use the following column to rafter connection on an HSS frame: Does anyone know of references that address this type of condition? The column side is nothing really unusual, it is more the rafter side of the splice that is a little...

Detail below is drawn to scale but I can provide specific dimensions if needed. My question is, would you consider the top stirrup in this condition adequately developed to provide shear reinforcing for the loading condition shown? Anchors fail without some form of shear reinforcing. Thank you!

I am working on a reinforcing solution for a tapered three-plate column that will need to be notched about mid-height for clearance. Fortunately not my fault. I can easily get the reduced section to work by welding some angles on either side of the web to create a new inner flange. See...

Does anyone have the weight for a 1.5" wet branch line?

I would appreciate all your opinions on this as a sanity check. I have been asked to look at an existing pre-engineered metal building for snow drift from a new higher length extension. There is no question that I will need to review the purlins and eave struts to the current code for this new...

I have a footing where there will be a descending slope adjacent to my grade beam. The grade will never fall below the bottom of the footing but I want to make sure they grade around the footing properly to protect from frost. Here is the detail I am planning on showing. Is there a better way...

I have a situation where I would like to use a landing smaller than 36" for a spiral stair case to a second floor room in a residential home (mine). This is not the egress door for the home and the room is accessible from the interior of the home. The spiral staircase would go right up to the...

Hi All, I think this is a simple question but I am struggling with it nevertheless. Let's say you have an HSS beam with an open end (no end cap) and it is bearing on a masonry wall (or any other type of support). What equations are you using to determine the capacity of the HSS where it bears...

I need to design a short 5' tall smoke screen curtain that will run along the ceiling of a warehouse. The screen will be constructed of light gauge framing, will be hung from the roof framing, and will cantilever about 2' below the roof joists. Does anyone know if the code specifies a loading...