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They don't provide a score if you pass. Just a letter saying you did including, if you're in California, a vague few sentences pertaining to the state specific portion they're developing for sometime in the fall. That probably means I won't see a license for another 6 months. :BS:

I passed them both, too. What next? DO we get our licenses, or do we have to pass a CA state laws exam? I believe some states make you take an online laws exam the first time you renew your SE license (FL). Glad the hard part is over.

Still waiting in California as well...

California says results should be sent by July 15th!

Yes. I used them and the morning sessions didn't seem too bad. Finished early on both. Treating all multiple choice problems you work on as 6 minutes per problem is good practice for getting used to the pressure of keeping on track in the exam. Also, chapter 8 of the SERM was adequate for the...

The solution in the book (A) is correct. A length factor is not applied when determining moment distribution factors. Only a .75 when an end is pinned.

The new book is a complete exam, instead of half of an exam. It mirrors the change in the exam format with 40 multiple choice morning sections and written afternoon sections. There are still errors, but fewer and (somewhat) less blatant. It is worth while to purchase.

Their solution is valid if there is no tension in the section (i.e. uncracked). But since the bending stress (292psi) is greater than the compression stress (22psi) there is tension in the masonry and the superposition, fa + fb < fm, no longer applies; the section is cracked. According to...

The retaining wall is loaded in axial compression and flexure. For the ASD analysis of the wall in part a, shouldn't we use the more complex calculations for 'k' and the moment capacities that takes into accoount the axial loading? In this case the way they used (ignoring the axial load) was ok...

The first line you questioned got me, too. (Should read "...5.3sq.ft. < 10sq.ft.") I figured it refered to the wind charts on 6-11A&B. There is a threshold at 10 sq.ft. below which GCp is constant. The second one is based on roof area. SInce there is not enough information in the...

The moments for overturning and resisting are about the opposite wall end. Therefore, for reactions at D' and D the force from the beam spanning the opening has an arm of zero. For reactions at C' and C the force from the beam spanning the opening has an arm of 10'. Their solution for D &amp...

I think they have it correct. I did take me a while to go thru their answer term by term to figure it out with their incorrect loads. In calculating C and C' under my test simulation I reversed the wind loads to find the maximum uplift as you would in real life. Their solution states the wind...

You would use the 1.15wl/2 for the shear of the slab spanning D to C to analyze the shear capacity of that slab at the beam. For the beam loading, the tributary area is correct.

Completely agree.

Since the existing GL girder is the top chord of the new truss (line 4 of the problem:"...convert the existing girder into a truss,...", the purlin loads should still be applied to the truss after construction is complete. The caption of Figure 604D says" added loads". I interpreted that to...

I think they really screwed up the solutions for these problems. It seems they made the loads from the remaining purlins at 1/4 & 3/4 points disappear when the truss and machine loads were added. Shouldn't the condition to be analyzed in problems a) and b be a combination of Figures 804C...

Also, the reactions for the wind loading on the beam over the opening are wrong.

Looks like you're right. Their calc: 0.6 x 0.6 x w x L x L/2 has an extra 0.6. This practice exam is much better than the previous one, but there are still quite a few errors...

That's how I interpreted the article.

Page 3: http://www.pels.ca.gov/pubs/bulletin34_fall_2010.pdf