How to calculate the capacity of a bolt subjected to shear force | Single & Double Shear 

An excellent video tutorial !! Thank you so much !!

It's well explained and all the information is correct but omits some important information about group capacity. As it's poor practice to have single bolt connections in multi bolt connections for simply supported beams, beam flexure causes rotation of bolt holes which increases the load on the bolts. Although I don't believe this is directly covered by EN 1993-1 other literature does cover this such as The Steel Designer Manual 25.4.2 and SN017 where bolt shear capacity (or additional force applied) is reduced based based on bolt group geometry. It my be helpful to add this or create a separate video if you have not already. I ran some FE models and the effect is real, think it was something like 27% of vertical shear for a typical beam which tied in with SN017

Very useful! worth noting the 0.6 shear factor can be different, in Eurocodes it can be 0.5 also!

Great work sir . Great respect to you sir

excellent tutorials sir calculations made easy

Great video! thanks

Great video and so helpful, I wonder if the partial safety factor can vary its value in the formula?

Thanks for the video. How do you account for bending stress on the bolt if the connecting plates have more spacing between them than this simple case?

Thanks for the video🙏

Thanks for it! Any particular standard we can refer to?

Nice brother 🎉🎉🎉

Thanks for the explanation, In the case of the middle plate will thicker than the plates of the extremity?

Nice Video

splendid

Hi mate. Thanks for this very informative video. If I may ask, what code that refers your bolt min. distance and edge distance? Thanks By the way. Im one of your subrcirber now and Im keep on following your channel. Thanks mate

Do you obtain total capacity by multiplying the shown result by number of bolts? Doesn't mater of their configuration? (bolts beside each other or one above the other)

Where is the tensile area actually referring to? If I have a longer thread engagement, would it change the tensile area?

would like to know the reference of ur calculating method.

Great video! Could you tell me the source of the Bearing capacity equations? A citation would be great!

How about shear, axial and bending combined?

is the calculation based on any standard or reference? like ISO, or DIN, JIS?

👏👏👏 Anyway of seeing what calcs you have planned ahead? I work for a leading consultancy in the UK.. and what you are doing, is taking the IstructE papers.... And doing a video tutorial version. I cannot stress how much these have been missing. Every engineering firm I've been at, there's always been (along with the code of conduct) a nessessity to share knowledge. However, to get that from the main engineering bodies, I have to have 3 memberships which is over £500 pa. On top of that, you need to pay a few hundred quid to do the day courses. It solely restricts the individuals to either pay and they may not be able to afford it. You remind me ALOT of the KHAN Academy. Nobody should be restricted access to this type of content. You really are a credit to the engineer field. How many are there of you?

Assume a single hollow rectangular column a single boing through it. Dead load X is from top coming down into the bolt. The bolt is in one shear plane or two ? Plus the bolt Fub is highe then that of rectangular hollow section which Fub should be utilized. Lastly as the bolt is going through both walls of the rectangular section should we divide the load into half ? Because of two shear planes.

When you calculated the bearing capacity for the example in single shear, where did you get 410 for the UTS for S275? Is that the UTS for S275 for all plates of a thickness 10mm? If so are you able to link the website where I can find those figures from? Thanks

How about when plate thickness isn't equal, what changes ?

Hi! i was wondering if we have connection with multiple bolts of for example a resistance of 70 kN each (280 kN resistance in total). The force applied is 200 kN, is this then sufficient? Im asking this in relation to failure of one of the bolts for example. Should another safety factor be taken into account or should we for example design as if the full 200 kN is exerted to 1 bolt at an instant? I would love to hear from you what the best way is.

May I know what is the value of 0.6 stands for?

For the shear capacity you have considered Fub of 8.8 grade and for bearing capacity you have considered fub of S275 ???

Which Is Code you used for Stadard formula of Shearing and Bearing ?

Do you have a source specifying the shear strength is 60% of the ultimate tensile strength?

So a 16mm bolt (M16) can take only around 6000-7000kg on shear load? I can't belive it... Also, by using 16mm diameter or full tensile area (so not on thread) of 201, the result is different: 61.4kN and 76.8kN. So why i can use the tensile area on the thread part but not on the untreaded one? I have a manual where it explain to use the tensile area, that for the not threaded part will be: 3.14*d*d / 4. For M16 is: 3.14*256 / 4 = 200.96 (so 201). There is also the different type for the thread part (with dn, dm, dres) that give around 157 (156,51 for M16). There is a document on fastenal website, that say for double shear a bolt "½-13 SAE J429 Grade 8", with strenght of 150000 psi (90000 psi with 60%) can allow 155xx kg, a value that is double from the calculated above (that is for M16 8.8 so 70k-75k psi on 60%!!). Also, if for the same size i use the same calculator, and converting the mm2 into sq-in, i get more than 21xxx kg for the M16, that is more realistic value for a M16 shear load. EDIT. some data is wrong in my comment, so read comment below for the correction.

Where did you find all the factors used?

How did you come up with the 157?

which code is it BS CODE