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thanks, I agree too. It's not a provision I normally use. In this case I have a 3" laminated wood T&G deck that is the ceiling and structural deck. Most of it is fine at L/180 total load, but their is one small area where it's more like L/160 for a few pieces on a hip condition and I was hoping...

IBC table 1604.3 allows lower deflections for roof members not supporting a ceiling. What about a steel or wood deck that is the structural deck and the ceiling. A ceiling is not hung or supported by the deck as the deck itself is the exposed ceiling. Would this fall under Roof Member...

value is either: to give piece of mind to the technician and his company or to misrepresent that the beams have been engineered specifically for a project to whoever will inquire. Their are several beams for more than just one house in the order.

I got a little more info These are for houses, and their are no plans, other than a floorplan and elevation. The spans and loads came from the builder verbally to the truss supplier. They generated a beam design with their software and basically want us as the beam manufacturer to seal that per...

As far as the purpose, I can only speculate. How many of you engineer a simpson hanger before using it? Simpson does not engineer it for a specific job. If a building inspector questions the use of a specific hanger you can show him the simpson information. I see it as being similiar to this...

I don't see how it's plan stamping. The calculations can be redone by the certifying engineer in a matter a minutes, and if this note is put with the sealed letter then what specifically is wrong? THE BEAM DESIGNS REFLECTED ON THIS SHEET IS FOR SPECIFIC, INDICATED LOADS AND REQUIRED LATERAL...

Good advice guys Our sales dept. to spite me found an engineering firm willing to seal a letter for $300. Fine with me. I still feel it's ethically wrong, as I feel strongly that's it is being used to convey something that it is not to a building official or whoever ultimately wants to see...

I don't know if it's house for sure, I don't know if their is an E.O.R., they just want me to stamp the calcs as good for the loads on the page. Simple as that. This is very similar to the way press-plate trusses are done. A designer, not an engineer, puts all the span and load info in a...

My company manufacturers glulam beams, we got a $30,000 order for the beams. The company that designed them sent their beam calcs and wanted us to seal it. They claim this is how they do it with other manufacturers and the other manufacturers just qualify that the seal is based on the loads...

That's my concern, but arguably if higher loads exist, then the beam was not used as it was designed for. Not my fault I would argue. They have since presented me with numerous examples all sealed by engineers at Truss Joist. Company A designs, they send the calc to tuss-joist and they stamp...

The benefit is: The supplier gets by cheap and the building inspectors generally don't question it. The suppliers feel confident that their in house designers (not engineers)design the beams properly. They flash an engineers seal on a generic letter in front of a building inspector it gets...

it's more like this, they will use these beams in several houses in a particular state. The letter will basically say that beam x, with span Y, can adequately support # plf roof dead load, # plf roof live load. They then show this info to any building inspector that occasionally questions the...

Local press-plate truss company designs glulam beams and other engineered wood beams to be used in their truss packages. They develop the loads and generate a woodworks report analysis for the beams. They then send that report to an engineer and he seals it. This engineer only has the woodworks...

The predicted deflection for design snow load(20 psf) is 2.5". I'm not sure what value the "above average snow" load was, this was just according to the project engineer. To get 3.5" of predicted deflection the snow load would have to be around 37 psf. The truss is going to be thoroughly...

Supposedly they are going to shore the truss up and remove side plates to inspect the joints. Hopefully that will tell us alot about what has happened. I will post the findings at that time. Thanks for all the input ..continue to share your thoughts. also, the original erection crew the G.C...

the deflection was measured by a survey crew along the bottom chord relative to the ends and to the other trusses. This particular truss is essentially a parallel chord truss with only the last 7'-8' being sloped. The truss is fairly shallow with only a 5' centerline to centerline top to bottom...

yes the other trusses have single length bottom chords. The tributary loading of the other trusses are similar. The chords are 5" x 12 3/8" with 5"x6 7/8" web members. This particular truss is more highly stressed than the others under full DL+LL but still ok, barely. I work for a glulam...

other trusses have less deflection around 1" but they are also a different configuration. bottom chord is one piece 75', top chord is in 3 pieces, 2 sloped ends and continuous middle flat chord.

Just wondering if anyone had some ideas that I haven't thought of. I have a relatively new (3 years old) glulam truss that spans 75' over a Firehouse. The roof experienced an above average snow load in December and now the truss is deflected 3.5" at centerline and is very noticeable from the...

That sounds like a good idea but I don't get how you show the reduced P is stronger than the 8d nail with 1 3/8". I agree it's more than the 6d nail at 1 1/4". But with a .71 reduction factor (1.0625/1.5) the reduction takes you below the 8d values which are roughly 84% of the 10d values. I'm...