Search results

Hi Ptatohed, will pm you now.

I took the Seismic yesterday and feel I did very well. I had studied Hiners book, and two weeks before the exam I purchased EET´s practice exams. I am very glad I purchased the EET practice exam and feel they made all the difference. One of the problems on the Seismic exam was identical to the...

What is considered a passing score for the Civil Surveying exam?

Thank you for all your help on the Seismic Exam material ptatohed. I feel I did very well on the exam this morning! I am now on to studying surveying. I have Mahallati´s book for surveying, although I am only into the first chapter (just started this afternoon after the seismic exam) I am...

ptatohed Apologies for resurrecting this question again but it is still not sitting right with me. Your comment above stated: So, you used the Southwest (bottom, left) corner as your 0,0, right? Thus, measuring from center down to Wall 2, you get -50'. Measuring from center up to Wall 1, you...

Thank you, will contact him directly.

Can someone please explain where the force of F2 = 12.4 kips is derived from as shown in the solution?

Thank you once again! Steven

You talked me into getting the EET practice exams, hopefully they will arrive quickly. If I had a few more weeks I would have purchased the workbook as well for a fresh approach after using Hiner. Yes, I am taking the Surveying as well. I have Mahallati´s review book coming, can you recommend...

Thank you both for the help! Steven

Can someone please confirm or correct my understanding on the following? When working nailing problems using American Wood Council Tables 4.2A and 4.2B for horizontal diaphragms we use ASD force unit roof shear (0.7xVunit-roof) and compare to half the tabulated values in the AWC tables...

Thank you, yes it clarifies it for me.

The question wording is a bit confusing. The questions asks: " Determine the governing wall anchorage force (Fp) at the Level 1 (and Level 2) flexible floor diaphragms." The solution takes the weight to be 1/2 the wall of story 1 plus 1/2 the wall of story 2. Is the problem really just...

Excellent, yes that clarifies it for me. I had originally thought it was based on the origin to CR, but talked myself out of it based in part on the moved sign you noted with mac force on Wall A. Thank you again! Steven

Yes. The solution for Max F on Wall 2 uses Mt2 with ey as -5.0 ft and yielding -1500 kip'-ft for Mt2. The second negative sign shown in the solution for Max F on Wall 2 is on d using -50ft. When evaluating the moment with ey2 equaling -5.0 ft the rotation provides an additive force to Wall...

*Case 3 is parallel to the load.....

I believe the Case 1 is where the long edge of the sheeting is perpendicular to the load and Case 1 the load is parallel. See Hiner Fig 9.4 for WSP Diaphragms.

Correction the solution is not a positive 1500 kips as I orginally stated, I should have said the Torsional Shear becomes positive as a result of the second negative sign and thus the Torsional Shear is added to the Direct Shear. I do not see where the second negative sign comes from to create...

On the last part of the problem I am having trouble understanding the sign change in computing the Max Force on Wall-2 The Base Shear is in the E-W direction. When evaluating the accidental torsion ey2 a counter clockwise rotation about the CR occurs. This causes an additive force to the Base...