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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.
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
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 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. 👍
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.
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?
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