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Thanks! I was pulling my hair out trying to confirm that conclusion.

In my situation ∝ = [(√6)+ 0.086]/[0.180+√3] = 1.33 > 1.0, then Vm=∝Vp ⇒ Vm>Vp which is not possible. So, do I limit Vm=Vp?

I need help understanding an aspect of this guide. I have a W24x162 with a 6" diameter hole with the opening edge 4" from the bottom of the beam. The guide establishes ho = Do = 6" and ao = .4Do = 2.7". Now for my question...The parameter ∝ν must be <= 1.0. When calculating ∝ν, the result is...

It was Thermo-Ply and no metal straps. (The gymsum was removed and I cut a section out with a pen knife.) Thanks again. You were able to allow me to get a jump on my research. Best regards; J.D. Dixon, JR., PE (TX)

Could someone identify this sheathing panel?

Thanks for the replies. MiketheEngineer - I am performing the initial design on an hourly basis for billing. The designs are required to be sealed. Yes, all future designs will require a seal. I have the liability insurance, but I assume they have similar insurance as well. ajack1 - I...

All opinions appreciated. I have a client that has stumbled into a market that requires structural engineering to certify load capacities for items in a fabrication shop, such as shelves, racks, etc. I need to evaluate all the existing items which will be performed on an hourly basis, simple...

Could someone direct me to the NDS Load Duration Factor for RAIN? I am analyzing an old building with a flat roof for a client and I must provide, verify and/or justify all data. I need the information for the evaluation the roof structure for the Rain Load and a stability analysis for...

I cannot adequately express the level of appreciation I have for everyone and their comments. Ron – Your commentary was dead on; I know you fully understand the situation. BAretired – I have that exact quote in my preliminary report. As I tell all my clients, I will report the facts as I see...

I totally agree that something must be done to insure the adequacy of the diaphragm and the structure. I have advised my client to request calculations to be submitted for the reviewed by his engineer, thus me. I hope that will force the insurance company's engineers to think long and hard...

I truly appreciate everyone’s input. I have been out of the office all day and unable to respond. To elaborate slightly, this is an insurance claim. I was originally asked to look at the foundations for the renewal of the insurance policy. While at the site, I spoke with the public adjuster...

I have an apartment complex that was damaged by a wind storm event. Several trusses were broken and the gang nail plates were pried loose, to varying degrees, from the truss members. The top chords are twisted or rolled which pulled or pried the gang nail plates loose, at this point I assume...

Thanks BA. That will definitely guide me in the right direction. Thanks a million.

Sorry for the slow reply. I was out of the office for a few days. I should offer some more information. The each side of the cmu wall is free standing. Neither side would be dependent on the cmu wall for ANY support. I am trying to avoid constructing an 8 meter cantilevered wall. I want...

I am designing a cmu block firewall. It is intended to have aluminum "fall away" clips on each side of the wall. My question is-- Can I consider these clips as a brace point for the wall, our do I need to design the wall as a free standing cantilevered wall (two and three stories)? Thanks

I need to ask one other question. Deflection limits. The limits are for total load and live load only. Is the live load, in this case, roof live load only, roof and wind loads, of a factored combination of roof and wind? I have never had this completely clear in my head.

I am doing some calculations for a client who is fighting an insurance claim. Long story short, I need to show that the original decking was inadequate; which I have proven. But, I would like to be certain that I have performed my calculations correctly. The code for this particular city is...

I appoligize to the tangent, but here in the DFW area there has been a few lawsuits relative to the "remove and replace" method. The ones I specifically know of, had select fill (PI<=15) used to replace the existing. The problem comes down to creating a "bath tub". The select fill would allow...

Assuming sheetrock is attached below, the deflection limit is l/360 (LL) and l/240 (DL+LL); which commonly controls the design. In the IRC 2003, the deflection limits are shown in Table R301.7 and in the IBC 2003, Table 1604.3 (I just happen to have the 2003 on my desk, but they haven't...

What part of the country are you in? I am in the DFW area, which has varing levels of expansive soils. I have had success with the equivelent area method in conjunction with saw cuts; which if I recall correctly, is #4's @ 14" for a 4" slab. Of course, some soil treatment was required to...