Hello all,
I am working on a new commercial retail project. Attached is the intended schematic elevation.
When I was first coordinating with the architect (prior to elevations), they mentioned the build would be CMU wall systems.
However, looking at the elevation provided, it seems that I’d...
Hello,
I am working on the structural/architectural rehabilitation of an 80 year old 30'x60' building. CMU walls, and steel joists (from the 1930s) with some type of built-up roofing system that bears on the joists.
The roof is intended to be replaced. So, a full demo of the built-up roof, the...
Hi, I’m asking because typically the main slabs on grade do not have construction joints - only the garage and patio do.
I guess both make sense, since the garage sees higher vehicular point loads, and the back patio is supporting the facade.
But why not the slab on grade for most of the...
Hello. I am trying to analyze an existing beam for the following load conditions. The beam section is an "L shape".
So for the cantilever, I can simply use the basic moment and shear formulas, and reinforce the tension side accordingly.
- Another option I am considering is to consider the...
Hello,
I am working on a minor structural rehabilitation project, that will utilize some structural steel. I am not concerned with the capacity of the steel...I am spec-ing stainless simply to prevent corrosion. I am editing 05 50 13 (Misc. Metal Fabrications), and 05 50 14 (Structural Metal...
Is there a reason why Figure 30.5-1 does not provide positive GCp factors for h > 60'? They do for h < 60'...just wondering what the justification is? Do we typically not design for any "downward" C&C pressures then, only uplift?
I am looking to specify bar grating that can resist AAHSTO HL-93 loading. At the very least, the 16 kips concentrated wheel load (assuming 2 pairs of wheels on the rear axle for a total of 4 wheels).
I found this supplier, but am having trouble understanding the language they're using to...
I have a 1/2" cantilevered steel plate welded to a steel beam. The plate is experiencing a 13 kip load as shown in the image below:
My question is, can I use AISC 14th F11. RECTANGULAR BARS AND ROUNDS and apply those equations to calculate flexural strength? My understanding was that bars are...
Hi guys,
I am designing a cantilevered service platform - to support 15 psf DL and 60 psf LL. See attached image for a 2D sketch of the platform.
Per the IBC, we should be able to resist a 50 plf lateral or vertical load (or the 200 lb concentrated equivalent).
I am applying a 0.175 k-ft/ft...
Hello,
I found a sample "tower material take-off" sheet from TNX Tower - a structural analysis software geared towards telecom towers.
One thing I am always confused about is the base moment - see attached PDF...
Hello,
I have the following problem (attached). My question is this:
When I am calculating the dead weights of the retaining wall, the foundation, and the soil, do I need to account for the groundwater level? So, for example, B.O.F. = 10', T.O.W. = 25', and G.W.L. = 19'.
Assuming a 2' thick...
Hello,
I have attached an image "Problem.png" that shows the gusset plate of interest, and the context of the loading. The axial compression load of 10 Kips is applied from the L3x3x1/4 brace to the connection at an angle of 45 degrees.
Problem.png...
I am able to calculate my GCp values, and obtain net wind pressures for the walls and roof.
However, I don't really understand what to do when ASCE Section 27.4.6 says The MWFRS shall be designed for these cases. Does anyone have a detailed example I can refer to which outlines the evaluation...
I am a little lost as to interpreting the load cases 1-4. I have calculated my GCp values...and then the associated positive and negative pressures, but I am afraid I am lost from there.
Can someone provide me with a good example that goes through the calculations of these 4 load cases and...
Hello,
I am intending to calculate the punching shear of an edge column sitting on a slab.
Per ACI 318-14 p. 364 Table 22.6.5.2, there are three equations used to determine the 2-way shear capacity. You are to take the smallest value of these three equations and consider that to be your...
Hello,
We specified 0.25" thick washers to be used for a fastening application. We are fastening the flange of a HDPE pipe to concrete.
However, the contractor stated those washers won't be available to be bought until April.
The question from the contractor is whether he can stack (4) 1/16"...
Hello,
This is an embarrassing and silly question for a structural engineer to ask.
Let's say I have an L2x2x1/4, with a weight of 3.19 PLF (from AISC) and an area of 0.944 in^2 (0.0065 ft^2). It is 5' long.
I want to calculate a PSF load associated with that angle...how would I go about...
Hello,
I have a very basic question. I have a drilled pier/light pole system subjected to a concentric axial load and lateral loads due to the pole, which will cause an associated moment at the base.
My question is, can I just do P/A + M/S, S being the section modulus of the circular caisson...
Hello,
I've seen many posts on here, but none seem to tackle the condition I have.
We are designing a screen wall system to cover up some electrical equipment. We will have 12' CMU walls on all four sides of the equipment...let's just say no openings to keep it simple. However, there is no...
