thanks everyone.
3DDAve it makes sense that they have to trim the sails like you said because the moment is the same. i agree with you that these are some expensive toys similar to formula 1s, sometimes some new innovation comes out that spreads to wider public.
i do like the sailGP and the...
Hi,
I have been a sailor for 9 years including a double handed atlantic crossing and a structural engineer for 20. the new americas cup mono hull sail boats are one of a kind, i realize that these boats are not meant to go long distance but in harbor short fast match racing.
my question is...
Here is a brainstorming question, is there a way to increase the coef of friction in the faying surfaces beyond what is allowed in the codes? i did this for a steel clamp that was clamping a timber post with weld buttering, approx 0.5mm high low strength weld applied on the clamp surfaces in...
i'm bit late to the discussion
i agree with bones206, energy equations will do the job
i designed a timber shielding sitting on and spanning between bottom flanges of bridge girders, the design load was 1 or more men falling about 6ft from the top flange to the timber shielding. more man is...
phamENG,
using table 7-4 and J3.7 as per J3.8. A325, 7/8" bolt.
plugging the available shear from table 7-4 into equation J3-3a, i get F'nt=73ksi > min pretension=65ksi so yes i agree with you there is 12% extra tensile capacity beyond the min pretension using the shear capacity from the tables...
i tend to focus on the bolt stresses in a slip situation.
in slip critical joints when slip occurs (say due to increased load) and the bolts start to bear on the holes, then the shear is shared by the faying surface and bolts (in what ratio that is another interesting topic). prior to slip the...
retired13,
if you don't mind me commenting, the arching effect happens best behind soldier pile-wood lagging walls. with the soil pressure the wood lagging deflects thus redistributing some of the pressure on them to the more rigid steel piles. soil arch develops between the steel piles.
i have no clue about your wall, soil or how the helical anchors are connected etc... in general, although helical anchor suppliers publish torque-capacity correlation, you should not rely on them for structural applications, the correlation data should be used as an approximate guidance only. a...
Serhiy2,
I don't know the distance between the short and long col on the right side of your sketch, bigger better, if they are aligned, you could tie them together with beams as moment connection and/or cross braces to resist lateral load from both cranes. Base anchors will have less tension...
I agree with Hokie66, the moment at base and anchor loads can be too much plus you will have stiffness problem in the frame. A rigid moment connection, either by beam-col joint or better a brace between a beam above the crane and col would be efficient and more stiff for lateral loads and sway.
A lot of people would be willing to be in your position /pay rate at your experience.
I can only suggest one thing, since you seem to want more free time, start your own consulting company, but not in HI, even if you are a one man show in bigger cities you could charge $1000 a day, I know from...
Retired13,
I am still here, refreshing this web every 5 min for all of your comments.
In my case as some of you pointed out the column was very small, 400mm high, 300 base width welded 14mm flange and stem plates. No laughing please. It is still a critical item, i designed it as a friction clamp...
I ended up using the total load at the top and total length. It is a welded T section with axial and single axis moment. Flange and stem both plastic, no issue with local buckling. Small section too so no issue with over design with the above approach for this application.
Alex Tomanovich is a...
