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I'm looking for some refences on connection of wire rope (cable) for a permanent installation. This is for the lateral bracing for a HUD/FHA Manufactured Home modifiation. I remember seeing somewhere that cable clamps are not considered permanent installation. Thanks!

I haven't read all the previous post . But just so you know where I'm comng from I've been out of school ten yearsand in structural workfor eight. I've had a PE for 4 years. I started out in civil and waste water engineering and really wanted to get into structural (sounds simlar to you). My...

Hello all, I looked at a modular foundation that is built like most are.....dry stacked piers. Is this specifically ruled out as an option from the FHA/HUD permanet foundation manual even if there are other lateral support systems such as X bracing and/or straps? Thanks!

Here is a pic of the grade stamp.http://files.engineering.com/getfile.aspx?folder=8f6515f3-00f1-453a-a13f-cef07cff4b32&file=08-2062_004.jpg

Hello, We are looking at a set of townhomes that is being re-roofed. As the roofer was removing the shingles they noticed the roof sheathing was very soft and aactually broke threw. The sheathing is supposed to be FRT plywood, but I can't seem to find anything on the grade stamp that confirms...

At what point is a trellis roof considered to be covered enough to carry a snow load? Is this covered in any of the codes? Thanks for the info!

So I work for a small structural firm and we do a lot of small designs. When a letter is required, I write it, and sign it, and then the principal signs and SEALS it. Isn't it the same thing (repsonibility wise) whether I seal it or not if I put my PE after my name?

RISA all the way!!

Hello all, When a beam spans from column to column with knee braces going from the columns to the bottom of the beam how much does this reduce the span length? The knee braces our obvioulsy not design to carry the entire load of the beam so some of it is still going to go to the column. It...

Thanks everyone..this place is great!!

Sorry..I meant for them to be shown one on top of the other...Sorry that was my mistake with ADOBE

Hello all, I have a timber frame job here that the designer wants to use two smaller beams to carry a pretty large load. How do I calculate the shear stress for the connection between the two beams so that they act as one beam. The maximum moment is ~20 K*Ft. Take a look at the attached...

Just a curiosity question I've heard engineers change jobs more frequently than other professions? So...how many jobs have you had, and in what time frame 5,10,15 20 years?

Can you come straight up off of the masonry and also put a brace horizontaly from the face of the masonry. This would eliminate the 45 deg connection?

We have a fairly long narrow diaphram. The shear loads are going to be a problem at the ends of the diaphram. Has anyone ever designed a diaphram so that the ends are "flared" so that the shear per foot is less than if the diaphram was a rectangle.

Do I understand the IBC right that as long as the area is not used for storage no portion of the Live Load needs to be included in the effective seismic weight, except permenant equipment? Don't most people include a portion of the live load to account for things such as furniture...

We are designing a lodge that will have some large open areas. I would like to use the chimney for part of the lateral force resisting system. Is this allowed by the IBC 2003...I can't find it...any comments on good idea or bad are appreciated Thanks.

Could you ( and would you :)) consider a plywood sheathed deck ridgid if you used metal strapping across it?

Where are the deflection criterias and service loads for buildings like this?

This will be a "permanent" structure.