Thanks for the reply, pham.
This design is for 'big ships' in a dockyard. I know they recently had a cruise ship in. The cruise ship company required certification of 100 psf LL capacity, which is why we were brought on board. It was a rush job for 3 gangways, and I used seismic lateral...
Hello Engineers
I am tasked with certifying a large batch (>100) gangways for a shipyard. I feel I've gotten as far as I can on my own, and by searching old threads, so here I am making a new thread.
These gangways were all made in house at the shipyard, with no previous engineering design...
It appears this Goomba tower's anchorage wasn't sufficiently attached to deal with the proper C&C windloading. The embed video makes it look like the tower is integral, with the failure taking place at the base.
-Nintendolife.com story link-
Hello and Greetings
I have been tasked with designing a special reinforced concrete cantilevered moment frame. This is a 14' concrete column over an isolated footing.
I have three issues of design that I am unsure on, and wish to be properly addressed.
1) I have a redundant rho factor...
Wow, thanks everyone for the input. I thought it might there might be a prescriptive answer, such as "an engineering detail is required when a connection transmits over 50#/200#/500# of load" otherwise up to the engineers judgement. What I'm gathering is that it is always up to the engineers...
Hello,
Sorry for such an entry level questions. I did a forum such but nothing came up of use.
I am curious when a detail is required. What, in general, should be signaling to me that a detail is required?
Secondarily, if a detail is required, when is it ok to specify a prescriptive...
Thank you all for contributing to this.
More specific information on the project itself:
Cat II design, Exposure B, V = 110 MPH, parapet wind loadings @~sea level. C&C wind load = 49.4 psf (ult).
Glass is 5/8" laminate, located on building edge w/ 30' drop. Dims are 38" wide x 58.5" tall...
Hello fellow applied physics nerds. I've been scratching my head over a design concept that I was tasked with demonstrating is 'safe' (to the standards of the ibc and asce 7).
The design is with a glass on the edge of the building. This is a location that needs fall protection per IBC. I...
@stevenh49 - I'm using the strain compatibility based on the the rows of lag bolts.
@dold - I'm not particularly concerned about crushing the wood, though it would be nice to show that it's fine. The concern is the resulting tension of the lag bolts. I originally sized them based shear...
@Dold - Thanks. Yes, the stress block is what I was referring to. Perhaps not knowing that to call it properly was part of my difficulty in finding the answer I seek.
If you were to run the run the numbers in hilti and in boltgrp sheet the output for tension would not be the same, as a...
@Dold Thank you! I must've been looking at another bolt group spreadsheet?! Would you mind sharing a copy of that sheet with me? I'm not part of the excelcalcs family.
@Retrograde -- When you look at a hilti output, a compression zone and tension zone is indicated, with a line dividing the...
@Dold - The boltgrp excel spreadsheet is what I used for my initial analysis. That analysis takes into account loads that are eccentric to the bolt group. The result is answers that are only in shear.
My loads are both eccentric and out of plane, so their is resulting tension in addition to...
Hi All, thanks for the reply so far.
@Retrograde - A lower E value significantly changes the point of bending.
@XR250 - I have validated the shear and tension outputs from hilti for simple load cases. Using their design guide I was able to validate for shear loads in plane with the faying...
