nice channel

Q=ka*q*H

I ve a sere load of 4000kg over a span of 2 meters. What capacity of MS I beam do I need. Sere load concentrated over 250x250 mm area from wall.

I do hope that you'll have a separate channel discussing more on manual calculation of civil works (i.e earthwork, road , drainage, water reticulation, sewer reticulation, etc). Btw, really informative channel. Love it.

great video sir. Appreciate your knowledge sharing.

Where does 384 come from?

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!

Isn't the steel characteristic strength fck factor of safety already accounted for from the stress block that gives rise to 0.87 in the steel formula for reinforcement area required?

Good day Mr Structural Engineer Calc. I have this problem that i am solving and i can not find any relevant to the question, Please assist me with any source of relevant material that i can use to get it solved or any method or steps that i can follow to get to the correct possible design. Provide an optimal design of a 16 m long concrete pile that is to be driven into 12 m of loose sand that was underlain by very stiff clay. The geotechnical parameters of the sand and stiff clay are respectively as shown in Figure Q2 below: Sand: ∅’= 26°; Unit weight γ = 19 kN/m3 Stiff clay: cu = 80 kN/m2; Unit weight γ = 18 kN/m3 The pile is expected to undertake the following characteristic loads: DL = 35 00 kN LL = 25 00 kN Also, Fcu = 40 MPa and Fy = 450MPa Additionally, maximum pile length allowable = 20 m (meaning the stiff clay can extend to 20 m depth). The idea behind this exercise is to provide an optimum design.

Nice Video

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

What if it's a solar system on the ground of a country side

What standard reference does this use? Do you use ASCE?

help ful video

How can a roof with zero slope have a windward and leeward value? With a flat roof shouldnt they be equal?

Thank you for the video

Your videos are superb are you vudeos relaxed to AISC codes?

Do we really need all these numbers. Won’t it be obvious if the bolts and plates are too big or too small.

Clear and good. Please do one on the internal pressure

Check for tension and compression?

thank you

Nice explanation. In the old AISC allowance stress design, you could just look up the tension or shear allowables for any size bolt. But this is a good refresher as to how those values are derived. 👍

Thank you very much, very infornative explanation

thankyou

Very informative video

Would you please design the same portal frame with the same dimensions using the eurocode 3? 🙏🏾🙏🏾🙏🏾🙏🏾

what is the code using this example?

Thank you Sir for this easy approach. I have my actual stress as 157N/mm^2, is the column suitable?

this video is very nice please which software are you using to do this video?

How can we get surcharge load

Perfect, go ahead by applying the load for multistory buildings

The problem arises when structural engineers require geotech engineers to perform these checks. Utter chaos!

i couldnt see the selfweight of the beam is add into gk. Unless it assumely included in the gk provided. Btw , thanks for the clear explanation on the load distribution.

🙏🙏🙏

Kindly need the references for the equations above

Thanks. Good Example.

How did you come up with "A" 4973 ? It is not clear where this total area is derived from. As ii is the total area of member in solid beams.

An FEA analysis on this problem results in maximum 285 MPA (von Mises Stress) and maximum deflection of 1.8 mm.

This is applicable for piles dia less than 600 mm. What about large piles with dia more than 600 mm?

Is it okay to consider (2 or more as leading variable) both floor load and wind load as leading load in equation 6.10? or in Equation 6.10 the leading variable should only be one?

The real trick is knowing what wind loading to apply.

also to calculate shaft surface area y u took pile length 5.5m

y u dont divide the shaft area by 4 as you done in pile surface area

good load bearing capacity calculation of truss # but the load bearing capacity also greatly depends on the gauge , thickness , of the truss pipes #🇵🇰

Q.1) A rectangular beam supported on 300 mm wall having clear span 6m. Live load is 12 KN/m. Use M20 and Fe 415 materials. Width of beam is fixed at 300mm. Design the beam. What’s the effective depth on this one I am trying to calculate the effective span which is the c/c distance between supports using IS code

Can you make a video on how to design for the internal members?

nice video i wanna seee more of these type videos

nice video, i wanna see more of this on daily

In 4mm fillet weld strength, what's the value 0.38 you have considered?