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.
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:
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](http://www.engr.psu.edu/ae/steelstuff/economy.htm#Darwin, D., AISC Design Guide 2 Steel and Composite Beams with Web Openings).
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.
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
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 ***.
