Medeek

After giving unbraced lengths some more thought and digging through the NDS a bit more I think the reason that Breyer makes the assumption that he does is that the language in the NDS for computing the Cv (volume factor) does say "the distance between points of zero moments". He then seems to extends this idea to computing the CL by using the same logic to determine the unbraced length (on both sides of a support). See example 6.28 in chapter 6.16. My only problem with this is that it would seem like it would be unconservative in many cases with multi-span beams where you are computing the CL for negative moments (at supports). However by using the full intermediate span length as the unbraced length perhaps it is too conservative. I wish the NDS would give more guidance on this matter, I can only guess at the intent and supposed correct algorithm at this point. Let's consider the example shown in the image below: If we consider that there is no lateral bracing at the intermediate support at 84" (bottom of beam) then per Breyer's method the unbraced length is between points of zero moment (x=67" to x=108"), so the unbraced length for the negative bending (neg. moment) is equal to 41". However I would argue that it is the full beam length, both spans, so 144". If we do consider that the beam is laterally braced (bottom of the beam) at the intermediate support at x = 84" then Breyer considers the worse case of the two conditions 84 - 67 = 17" and 108 - 84 = 24" and he concludes that the unbraced length should be 24". I would look at both spans on each side of the support or max. negative moment and take the larger of the two 84" > 60", so the unbraced length should be 84". Thoughts? Am I too conservative? On a slightly different note I would use 41" length to compute my Cv for the negative bending (for both cases given above). This is per the NDS verbage (Sec. 5.3.6).

Version 0.8.4 - 11.21.2025 - Fixed a bug with partial bearing at end supports. - Added the bearing area factor (Cb) to the bearing calculations and adjustment factors table. - Added the "Braced at Supports" option to the top and bottom lateral bracing options. - Fixed the lateral bracing algorithm for bending so that blocking at supports is enabled (bracing at top and bottom). - Fixed the algorithm for lateral bracing so that the unbraced length is correctly calculated.

The following text is provided on the web page for the Engineering plugin: http://design.medeek.com/resources/medeekengineeringplugin.pl

**Version 0.8.3** - 11.12.2025 - Enabled a detailed and simple engineering report/analysis for sawn lumber beams. - Added an option to switch between Euler-Bernoulli and Timoshenko beam analysis. - Report now includes live load and total load deflection graphs. - Shear, Moment and Deflection graphs can be toggled to all load combinations within the report. **Tutorial 1** - Beam Calculator I'm very excited about this release, it is the first time in history (that I know of) that one can do actual engineering all within SketchUp. The API is magical, you can turn SketchUp into just about any thing you can imagine.

Here are a couple examples, everything should be complete, but I will now spend the next couple of weeks error checking and seeing if I can break the engine or the report formatting. I will also need to test against other third party programs to make sure all my calcs are indeed correct. It is amazing how easy it is to make errors in the code on something this extensive. https://design.medeek.com/resources/engplugin/TEST1/EB_TEST1_2SPAN_1POINT_REV8.pdf https://design.medeek.com/resources/engplugin/TEST1/EB_TEST1_3SPAN_3POINT_REV1.pdf Currently the calculator will only handle sawn lumber beams. Once I'm fairly certain I've eliminated any bugs or other issues I will then extend the logic so we can handle glulam and timber beams. Once that is done I will probably next work on LVL, LSL, and PSL and then finally I will include the ability to analyze various I-joists from the major manufacturers.I've been slowly working on this for about three months now, probably another month to go.

I will be running a Thanksgiving promotion beginning Oct. 30th until Dec. 1st with 30% off of the regular mdkBIM bundle price (permanent license) using the coupon code GIVETHANKS25. This will reduce the bundle price from $280.00 USD to $196.00 USD. This promo code does not apply to any of the extensions purchased separately. As part of this promotion a permanent license for the Electrical, HVAC and Engineering plugins will also be included upon request at no additional cost. The offer ends on Dec.1st and no rain checks will issued thereafter. design.medeek.com

I still have completely finished the PDF reports since I've had my head so buried in the Timoshenko stuff for a couple of weeks (probably not a good use of my time but I couldn't resist). Here is some output for a couple of cases (two span and three span beam, equal spans with a UDL). What is interesting is the shape of the deflection graphs for the Timoshenko analysis. I think the numbers are correct but to be honest I really don't have another 3rd party program I can fully test against. I'm using a kappa of 5/6 and a G of 1/16 the E value, so in this case G = 106,250 Also I am just using the listed value of E for my Timoshenko calculations even though it already includes a 3% bump for shear built in. EB = Euler Bernoulli, TIMO = Timoshenko http://medeek.com/resources/engplugin/TEST8/EB_TEST8_2SPAN_UDL.pdf http://medeek.com/resources/engplugin/TEST8/EB_TEST8_3SPAN_UDL.pdf http://medeek.com/resources/engplugin/TEST8/TIMO_TEST8_2SPAN_UDL.pdf http://medeek.com/resources/engplugin/TEST8/TIMO_TEST8_3SPAN_UDL.pdf As a sanity check I multiplied my calculated value of G above by 10,000 in the code and then ran the TIMO analysis, the results are almost identical to the EB analysis as expected, so that tells me that with an extreme stiffness the TIMO degrades to an EB analysis as it should in theory. Here are the links to the TIMO analsys with a 10,000X inflated G: http://medeek.com/resources/engplugin/TEST8/TIMO_TEST8_2SPAN_UDL_GMAX.pdf http://medeek.com/resources/engplugin/TEST8/TIMO_TEST8_3SPAN_UDL_GMAX.pdf

Here are the different EB (Euler-Bernoulli) and TIMO (Timoshenko) deflections for the same simple supported beam with a basic UDL (no self weight, just the external load applied) : My parameters are: 2×10, L=144 in, E=1.7e6 psi, I=98.931 in⁴, A=13.875 in², G=106250 psi, κ=5/6 As you can see the Timoshenko analysis yields slightly more deflection since we are accounting for deflection from both shear and bending. According to my calculations my results are within less than 0.05% of the theoretical value so I think the algorithm is working correctly Now I need to check a few different multi-span configurations as well as overhangs to make sure everything is indeed robust. When I calculate the Timoshenko beam I'm wondering if I should adjust the tabulated E value since it is being adjusted for the shear already by %3 for sawn lumber per Appendix F of the NDS (Sec. F.3). So the listed value is is actually 3% larger than the (shear-free) or true value of E.

In order to keep the clutter to a minimum I will put these two options at the very bottom of the HTML menu under “Advanced Options”. I will also add them into the global settings so they will default to the preferred choice of the user everytime the tool is run: The simple report style will be one page report only showing the loading the diagram and the design results, supports and loads tables. The detailed report will probably be about seven pages showing all the calcs and additional graphs.

The deflection section is fairly basic but it does specify the span used to calculate the L/d as well as the x location and load combination:

The vertical jumps now look at lot better. So far it seems pretty solid:

Spent the last two days adding in some additional code so that the vertical jumps in the shear graph (at point loads and supports) are actually vertical. It was a bit more complicated than I originally bargained on but I think I finally have it figured out: The code seems fairly robust but tomorrow I will throw the kitchen sink at it to see if I can find any weaknesses in the algorithm. I have't been posting much lately but that is because I've had my head buried in the code. Most of this engineering code is completely new (not my typical plugin stuff) so there is no refactoring old code or any other shortcuts I can take. Some of the old beam calculator is relevant however since it was so limited in its application I'm kind of on my own with this new calculator.

First look at the bearing calcs: Looks like I still need to update the disclaimer at the bottom, I borrowed this from my previous beam calculator.

Version 0.8.2 - 09.09.2025 - Enabled loads and reactions (values) within the load diagram. - Fixed a bug with end supports that are not centered on the start or end of the beam. - Improved the formatting logic (SVG and HTML) for the load diagram.

In the global settings I will be adding in the option to toggle on or off the text showing the loads and reactions in the load diagram: As you can see it does have the potential to get a little busy but I think it would be useful to have this available as an option. There will also be a table below the diagram showing the details for each load and each support, so the information is a bit redundant in my opinion. Thoughts?

Version 0.8.1 - 09.07.2025 - Developed the matrix analysis engine for the beam calculator using the stiffness method. - Added a load diagram to the beam report. - Added shear and moment graph to the beam report. - Added a deflection graph to the beam report. The engineering report is still not complete however by rolling this beta release I can allow potential users of this plugin the ability to test it out and assist in the debugging. The plugin can be directly downloaded from this link: http://design.medeek.com/calculator/sketchup/medeek_engineering_ext.rbz

First look at partial UDLs with overhangs: So with that I think the basic nuts and bolts of the matrix analysis engine is in place and functioning pretty much as expected. Of course it will probably be a few more days or even weeks before I am able to put out every little fire that may be burning undetected thus far, but we will see. Now I will turn my attention to the following items on the todo list: 1.) Try to fix the truncation in the shear graph so that vertical jumps actually are vertical. 2.) Add in the standard engineering checks for wood beams (glulam, lumber, timber, LVL, SCL and PSL) 3.) Finish the formatting and layout of the HTML report. I may also include an option between a condensed report and a detailed report (or that may come later). Things that are not specifically on the todo list but are interesting: Add in fixed and partially fixed supports, currently every support is assumed pinned. - Engineering for steel beams - Trapezoidal distributed loads - Moment loads

Overhanging beams with point loads now check out. Once again ChatGPT to the rescue to help debug my syntax and even debug my actual algorithms. This AI stuff is getting crazy good, sometimes it makes mistakes but then it is able to reason and catch itself, it's uncanny. Now I just need to debug for uniform distributed loads on overhanging beams. Then it is on to the actual engineering portion (AWC stuff for wood) and some final formatting of the PDF/HTML report. I'm also not entirely satisfied with the clunkiness of the tools used to move and create the supports, some improvements on this end are needed. A load/support copy tool would be really nice, rather than having to create completely new loads and supports from scratch.

Still putting out a few fires and bugs. I had a small bug in my conditionals where loads were symmetric (like the example below), but I've resolved that now. My next fix is the vertical jump issue(s) with the shear diagram. I have some ideas on how to address this, just need to test it and see if it is the solution. Here is a symmetric point load scenario and the deflections for the two load cases: P1 = 500 lbs (D) P2 = P3 = 100 lbs (D) 500 lbs (L)

First look at a combined point load and distributed load. I'm not exactly happy with the shear diagram where it makes the vertical jumps. I will need in to add in a correction factor (additional point) at each point load and internal support so that the shear is properly reported at those locations.

I am using the stiffness method per Ch. 15 of R.C. Hibbeler’s book, Structural Analysis. For intermediate loads between supports I use (FEM) fixed end moments. I’m actually still working on the matrix analysis piece. I’ve got point loads pretty much in place I’ve just got to implement distributed loads next. I suppose I could have it generate the entire polynomial for both shear and the moments since I am generating them for each applied load, it is probably just matter of using superposition on them as well. Here is a first look at the ability to switch between various load cases for the deflection graph:

First look at the shear and moment diagrams being generated by the report generator. It took me most of yesterday and today to learn the ropes of Chart.js, an open source charting library for Javascript. It's not perfect but it does seem to get the job done. My only real issues with it is that I still can't figure out how to make it render to a higher resolution (300 dpi for printing purposes). The sample below is a screenshot of the PDF that is printed from the HTML output. I've used quite a few different beam checkers and software in the past. I used to use Woodworks Sizer app and then switched to Forte and BCCalc. I was disappointed when those last two switched from a desktop app to a web based app, but I'm sure they had their reasons. My standard report will be quiet verbose but I can also see the need for a compact one page report, so I will probably be working on that as well in the near future. Even though a lot of people think that only engineers use this type of software that is quite incorrect in my opinion. Any designer or architect worth his salt should know enough about the basics so that they are able to quickly run the numbers for a beam, header, rafter or joist. Knowing the ballpark specs of any of these members is crucial in many cases when putting together a design.

I am curious. How do CA users currently do some quick engineering calcs for structural members in their models? What sort of workflow is typical or maybe there is no specific or typical workflow?

I’ve been wanting to finish this beam calculator for some time now so I’m trying to dig deep and see if I can’t get it out the door, even if it only has the capabilities to handle wood (sawn lumber, glulam, SCL, I-Joist) beams and joists initially..Unlike my previous web based beam calculator this new tool will be completely open ended, there will be no limit on the number of supports or loads one can assign. Each load can have up to six different load types (dead, live, live roof, snow, wind, or seismic) So in a sense it is a general solver or engine which makes it quite powerful and much more useful in my opinion.The one other harsh reality with engineering though is that the code is always changing. I will need to continually update the tool as future revisions to the ASCE7 and NDS are released as applicable. I’ve noticed as I review various copies of the ASCE7 (2005 - 2022) that the load cases are continually changing, which I find a bit odd, you would think that after years of refining the code we would slowly arrive at suitable load combinations and stick with them. This constant flux is rather annoying to be perfectly honest, and makes me really question the powers that be and why they can’t iteratively arrive at a standard and eventually stick with it.We all know how the (engineering) sausage is made. Why continually tweak the recipe? The technology and materials used in the building industry has not dramatically changed in my lifetime (50+ years). All of this continual tweaking and minor adjustments to the engineering code really does nothing to safety of the structure in my mind and simply adds to the cost of engineering since new software updates are required and additional training is imposed. Maybe the ASCE needs to keep itself relevant and the revenue from selling updated pricey copies of its signature standard (ASCE7) is a serious cash cow? I don’t know what the story is with all of this but I feel I need to rant a bit when I just shelled out $260.00 for a paperback book that I will only crack open once every few months at best. Here is another screenshot of the calculator interface: The graphics are generated using SVG within HTML. I'm formatting the HTML so it can easily be printed to a nicely formatted PDF, easier said than done.