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# DrZoidberWoop

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PE

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1. ## Pedestrian Bridge Collapse - Florida International University

I can't help but find it grimly humorous that the 2019 ASCE/SEI Structural Congress will have an 11AM session titled "Accelerated Bridge Construction in High Seismic Areas," where both moderators and 2 of 4 presenters are from FIU. It looks like the session has ZERO professional engineers and 5 or 6 PhDs. This speaks volumes to me about the current state of affairs. Irony I suppose. Here is a link: https://www.eventscribe.com/2019/STCONG19/agenda.asp?pfp=FullSchedule
2. ## Eccentric Loading of Welded Joint / Torsion

Ski. Even though I use a much more general form of the elastic method, I use essentially what you have described in your first equation (J= 0.707*h*Ju﻿﻿﻿). For weld sizing, the secondary forces (from moment and torsion) are the key factors for selecting/evaluating critical weld points because forces are not equally distributed (except in maybe a circular weld group without bending or shear). I don't think I've ever come across a situation where this could be reasonably discounted.
3. ## Eccentric Loading of Welded Joint / Torsion

Hello Ski. I work as a steel connection design engineer. When I run into a situation where the IR method is not easily applicable to a weld group, I default to using the elastic method form Ch. 8 of the AISC Construction Manual. I've created a slide outlining the programmable logic used to calculate weld forces (kips/in). It's pretty simple to put into an excel spreadsheet, Mathcad, or programming language. Although reliable, this method does not account for directional strength increases for fillet welds, and is very conservative. To be honest, I adopted this method of analysis instead of the simplified/common cases given in PE, SE, or textbook documents because it is more generally applicable. I hope this helps. Edit to add the following: This method calculates the maximum weld force (k/in) at the start/end of a single weld, within a given group. This value is affected by the weld group geometry, and therefore strength parameters like Ix, Iy, and J. Steel Design FlowCharts - Elastic Method.pdf
4. ## Recommendations!!!! Civil PE, Structural Depth

I did a write-up that's only 7 threads below yours in this forum... I documented the books and strategy I used while studying by myself. Didn't take any prep classes.
5. ## How I Passed April 2017 Civil/Str Exam

I've known many people who have used a previous edition of CERM and other review manuals. I think this is because the mathematical/engineering analysis methods don't usually undergo drastic changes. However, using older editions of "code books" is a bit of a gamble because it's in NCEES's interest to include questions from the codes that they update on their exam spec. For instance, the latest exam specs have updated to ACI 318-14 and IBC 2015, and I would expect questions that justify the update. If \$\$ is an issue, I suggest contacting one of your peers about borrowing the latest code.
6. ## Best Civil PE + Structural Depth Review Materials

Yes. You can self study and pass. Your background is very similar to mine, just the west coast version. The CERM is going to be your best friend for the breadth section. Use the CERM and CERM companion problems to study the sections referenced in the file I attached. Don't waste time on sections that aren't specifically called out in the exam specs. 3-28-17 PE Special Index (4) (1).xlsx

8. ## Resource for Shear/Moment Diagrams

Shear+moment diagrams for complex/heavily-variable situations most likely won't be published in industry documents. You should have a structural analysis textbook that can help you with this. Here is a link to a compilation of simple V+M diagrams that I find visually appealing and easy to understand, but then-again you'll see these in most textbooks. http://www.awc.org/pdf/codes-standards/publications/design-aids/AWC-DA6-BeamFormulas-0710.pdf Short answer is that you need to be able to solve "6-minute" V+M problems in a timely manner, either within the 6 minute window or with time you've made up by completing other problems quicker.
9. ## PPI SDRM References AISC 360 a lot, why? Why not AISC Manual?

I'm dumb. My first response should have said April 2017, not October 2017. Currently, it reads as if I passed the April 2017 PE exam and am now studying for the October 2017 exam, just for fun. hahaha. oops.
10. ## PPI SDRM References AISC 360 a lot, why? Why not AISC Manual?

Correction: Roland's PPI book is listed in two places on their website. I am the only reviewer on one of the pages. The other page has 3 reviews.
11. ## PPI SDRM References AISC 360 a lot, why? Why not AISC Manual?

The Steel Design book by Roland was great. I found it very useful to work the Roland book in parallel with a steel design textbook and the CERM. In fact, I'm the only one who reviewed the Roland book on the PPI website, and gave it 5 stars and a small blurb. Definitely worth it. On a side note, there is a LOT of material in there. It's the thickest of the PPI subject specific books (out of steel, concrete, and timber). If you don't have them already, I can send you the notes I made while studying for the April '17 exam (Passed). They're really usefull PPT files you can print and bring to the exam in a binder. PM me your email if interested
12. ## PPI SDRM References AISC 360 a lot, why? Why not AISC Manual?

Not totally on topic, but during my study for the October 2017 exam, it quickly became apparent that the SDRM was not necessary for the structural depth portion of the PE. In fact, I recommend you avoid studying it, because 1) the information overlap is significant with other sources and 2) it is overly complicated on narrow subjects that are not guaranteed to be on the exam.
13. ## School of PE materials

Yea man. I'm trying to send my structural notes to whoever wants them. Anybody can pm me their email and I'll send them over.
14. ## NCCES Civ/Structural Problem 509 Errata, how is shear center calculated?

Unless I'm mistaken, the solution procedure should be similar to problem number 514 or something like that. A purely vertical load on the support leg of an "L-shaped" member. Don't have it in front of me now. Also this exact issue was brought up on the forum of another site. Quick google search should get you there.