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Thanks for another great reference

Nrec would be the allowable tension or pullout capacity and Vrec is the allowable shear.

FWIW ACI requires two mats of steel whenever the wall is greater than 10" thick.

The NJBouras USD site has an online calculator to perform uplift and shear calculation at http://www.bourasind.net/windshear/shear.html I haven't used it myself yet so I can't vouch for its accuracy though.

In this case I would probably only be concerned with uncontrolled cracking as it is only a slab on grade. If the floor finish will be flexible surfaces such as carpet then the cracking really isn't a problem. However, if the architect plans on using brittle finishes such as ceramic tile then...

miecz is right on. The axial load will actually increase the moment capacity of the masonry in most cases. This is because masonry capacity is typically limited by flexural tension. Since the axial compression reduces the net tension the flexural capacity increases. As a result superimposing...

My crimp seals starts with "GExxx". I was told by the state board that the leading "24" was not needed on the seal.

No, you do not use the strength reduction factors typically. They are included for a "psudo strength method" that can be used for seismic design of masonry and anticipate the future strength design masonry provisions.

To my knowledge only the embossing seal is permitted in NJ. That is the only type of seal I have for NJ.

strguy11- I assume you are referring only to metal stud walls that are not shear walls? Obviously if the exterior walls are sheathed (or strap braced) shear walls they will resist their own shear. If the exterior walls are not shear walls and all bracing is through braced frames or the like...

Agree with haynewp and tngolfer. The reason you do this is that you don't need to consider the weight of the parallel walls because they resist their own shear and the load will never reach the roof diaphragm. You do need to consider 1/2 the weight of the perpendicular walls because that...

According to ASCE7 the Cs for a 3.5:12 slope is 1.0 unless you have a "unobstructed slippery" roof surface. Use Cs=1.0 for your snow load as sliding snow probably is not applicable. Use the drift provisions from section 7.8 - Roof Projections (ASCE7-05) for the drift loading at the parapet...

The "historic" database gives 2 decimal places for depth and 3 for tw, tf & bf.

If you are an AISC member you can download the "historic" shapes database. It has multiple decimal places.

The 1/8" limit can also come from the amount of space in the glazing track and the movement it can handle before loading the glass panel below it.

Bingo!! I only have a partial copy of the '02 version that does not include the chapter 9 so I'm not sure about the typo, but it sounds logical. I'm not familiar with any statement like that in the '05 or '98 versions.

Dave, This equation is now in section 12.8.1 in ASCE 7-05. It gives the default maximum value for Cs that you need to use. I have found that it almost always controls in the designs that I do. The section goes on to say "The value of Cs computed ... need not exceed the following: Cs =...

Canopies have very high uplift pressures. 54 psf uplift doesn't sound too high for 100 mph wind to me.

The IBC forbids the use of the 1/3 increase which overrides ACI 530. However, the Florida Building Code still permits the 1/3 increase.

Louisiana was pretty easy to get registered in. It is even easier if you have an NCEES Council record.