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A couple of useful links http://www.sbcmag.info/article/2011/plywood-vs-osb-truss-repairs http://www.apmtruss.com/truss-repair.pdf Garth Dreger PE - AZ Phoenix area Until we as engineers are willing to read the laws are that the AHJ's and PE's are required to follow. The engineering...

Because if we were good at sales we would have gone into retail not engineering? Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.

Typically I use 1.5 times a single plate to account for a plate slice plus the cantilever action of the sliced plate. But depending on the detail that occurs at that location one can come up with additional ways to stiffen the plates. Garth Dreger PE - AZ Phoenix area As EOR's we should take...

It depends on who taught the person using the word. Which is why a standard writen by several people will use both words. IMHO Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry...

BAretired It is the full set of AWWA standards that cost $6k for single user and 10K plus for 2 or more users. A single volume out of the set costs from $100 and up. Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components...

The 1/4 rule was in the 2001 NDS and before. Looking at the 2005 NDS it has changed. I will still stick with the 1/4 rule until I run into a problem design and need to look at the new equations. Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our...

So with 2.8k/9'=311plf and 1.1k/4'=275plf I better look more closely at how I am doing shearwalls. I always assume that a shearwall half the length of the longest shearwall would resist only half the plf. Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our...

End notches on the tension face should be limited to one fourth the depth of the member. So for a 2x12 you would need about 9" of lumber above the notch. The NDS section (in my 2001 ed) you comment on is for notches on the compression (top) side. If you look at section $.$.3 (in the 2001 might...

The problem with lateral design of wood framed structures, is that it depends on the flexibility of the diaphragm and shearwalls. If you look at your shearwalls along A-1, say the piers will resist 6000# with 1" deflection. If the diaphragm will only allow a 1/2" deflection along line A-1. Then...

tasiman Do some numbers so we can tell you where your mistakes are. Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.

parapetguy It is simple, in Arizona "ALL referenced codes have to be part of the public records" for the public to be able to review. As only the IBC is in the public record only the IBC is the building code for the Building Official to interpret. All reference engineering standards in the IBC...

parapetguy As you are on a state board what do you think about the below thread? thread765-368896 Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.

I assume that H starts at the main flat ground level. So a valley that is below the main flat ground level would always be negative. The calculation would be for the wind at the top of the valley. I would apply the factor to any buildings at the top of the valley. Garth Dreger PE - AZ Phoenix...

Is that the detail in the plans or what was done at the site? Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.

Could you give us a sketch of the detail? Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.

Are you just looking at their calculations or have you calculated your own loads to check the connection? If you have done your own calculations do they meet the minimum requirements of the building code and current minimum engineering standards of the State? What they have done may not be what...

You can get (a free download) the 1944 NDS and 1922 design values here Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.http://www.awc.org/standards/nds/archives.php

Per the attached link a report was done on this. Funny thing is that I can not find the report. Wood Sill Plate Anchorage to Concrete Report With assistance from AWC, a report on anchor bolts connecting wood sill plates to concrete with edge distances typically found in wood frame...

What building code is this project under? From your wall stud calculation I am getting a 24 psf live and dead loading for the ceiling, is this correct? Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components we allow in...

Per the attached link, page 42 "Review of ASTM procedures used to establish allowable shear stresses revealed that shear values were being reduced by two separate factors for the effects of splits, checks and/or shakes. One of these adjustments was made to the base value, the other was an...