Structural engineer anyone?

[Dale Duffy]

Steel I-beams are similar to an engineered joist. Cuts and holes are allowed in specific locations within the web.

10-4...I wouldn't make an issue of it either, but would note it in the report anyway, as an altered Steel Beam, if the client has concerns let them seek further evaluation if desired.

[Richard A. Hetzel]

The best place for a hole of that nature in a steel beam is at or near the center of the span. To properly evaluate the beam as it exists now, one would have to know the design loads on the beam, the exact designation of the beam (W10x19, W12x21 etc.), the strength of the steel used, and the span of the beam. The hole may be too big for a fully-loaded beam, but may well be acceptable on a less-than-fully-loaded beam. If the hole is found to be too big, a possible remedy might be to weld plates on either side of the web at the hole location. The length and thickness of the plates would be determined once the beam is evaluated.

[Dale Duffy]

Originally Posted by Richard A. Hetzel

The best place for a hole of that nature in a steel beam is at or near the center of the span. To properly evaluate the beam as it exists now, one would have to know the design loads on the beam, the exact designation of the beam (W10x19, W12x21 etc.), the strength of the steel used, and the span of the beam. The hole may be too big for a fully-loaded beam, but may well be acceptable on a less-than-fully-loaded beam. If the hole is found to be too big, a possible remedy might be to weld plates on either side of the web at the hole location. The length and thickness of the plates would be determined once the beam is evaluated.

Good response Richard,,,!

[Michael J. Merino]

Originally Posted by Richard A. Hetzel

The best place for a hole of that nature in a steel beam is at or near the center of the span. To properly evaluate the beam as it exists now, one would have to know the design loads on the beam, the exact designation of the beam (W10x19, W12x21 etc.), the strength of the steel used, and the span of the beam. The hole may be too big for a fully-loaded beam, but may well be acceptable on a less-than-fully-loaded beam. If the hole is found to be too big, a possible remedy might be to weld plates on either side of the web at the hole location. The length and thickness of the plates would be determined once the beam is evaluated.

I do believe that a structural engineer is the qualifed person to make this decision, correct?

I found this thread also http://www.nachi.org/forum/f23/steel-beam-boring-20891/
which seems to support the need for a structural engineer.

[Rick Maday]

Originally Posted by mmerino

Thanks Jeff, I will most likely recommend that and engineer take a look, the client was really concerned about it.

There's your answer. Satisfy the client - have a specialist evaluate it.

[Richard A. Hetzel]

No question, a structural engineer is the right person to evaluate the beam and its hole. The knowledge and calculations required are probably beyond the expertise of even an architect who knows what he or she is doing.

What counts in the middle of the span is the distance between flanges, where maximum moment probably occurs (if the load on the beam is uniform). The web is least critical at that point except to keep the flanges apart. Loads on the web increase as the supports are neared, and are mostly shear loads.

[rmayo]

Michael

I am a SE & HI and the hole in the web is feasible if done properly including design calculations. However the cost to check the design would not be cost effective. It would be cheaper to install one of the newer door openers and weld a plate over the hole in the beam.

PS: here is a web site with information on web cutouts in steel beams:

http://www.steel-insdag.org/new/pdfs/chapter28.pdf

[Marcel R. Cyr]

Discussion of design criteria;

Web penetrations in beams are often a cost-effective means of minimizing the depth of a floor system that contains mechanical or electrical ductwork.
However, if they are numerous and require stiffening, it is probably more economical to eliminate them and pass all ductwork below the beams, if possible. Thus, stiffening at web penetrations should be called for only if required. The use of a heavier beam, a relocated opening, a change in the size of the opening, and the use of current design procedures can often eliminate the need for reinforcement of beam web penetrations. If web penetrations are to be use and stiffening is required, the most efficient and economical detail is the use of longitudinal stiffeners above and below the opening as illustrated in Figure 2. For more information, see Darwin.

Figure 2. Web penetration reinforcement of an I-shaped beam.

[Michael J. Merino]

Originally Posted by rmayo

Michael

I am a SE & HI and the hole in the web is feasible if done properly including design calculations. However the cost to check the design would not be cost effective. It would be cheaper to install one of the newer door openers and weld a plate over the hole in the beam.

PS: here is a web site with information on web cutouts in steel beams:

http://www.steel-insdag.org/new/pdfs/chapter28.pdf

Thanks for the info. I did recommend the SE to the buyer. It is in his hands now. But, I learned something for the next time. I am going to send him an email with a link to the newer openers.

[Mark S. Tyson]

Originally Posted by mmerino

This is an automatic recommendation for a structural engineer. They cut the beam, which carries the second floor weight, to fit the garage door opener track. This got me wondering, can you ever cut a steel beam?

yes you can. in my prior life i ran into many instances where the design intent and the structual design conflicted resulting in making field alterations. with that said the cut has to be designed by the mfg. engineer and approved by the engineer of record. i can tell you that in 100% of the time some type of addittional reinforcement would have been welded in place. in the case you are showing i would have expected to see eithe 1/4" or perhaps even 3/8" steel flitch plates welded to one or perhaps both sides of the web at the cut and extend 12' to 16' on each side. refer to engineer for evaluation

[pmacaulay]

What did he use,a "can opener"? Is that a wire running thru in the top right of the opening? Don't take any chances, call for further evaluation and cover your ***.