Пікірлер

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  @milonrojas63025 сағат бұрын

  Thanks for the video, but to really teach the design of a metallic beam, you must add a box explaining what each letter stands for. Because, if you are explaining the design of a beam to a person that already know what forces,and how this forces affect the beam, then the video is of not much use. Beginning with the notion that algebraic expression can be solved by any student of last high school year. Thanks again

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  @UmzMukzКүн бұрын

  Why did you stop posting, your videos are really helpful and beneficial

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  @hyderalghaieb45008 күн бұрын

  nice channel

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  @sharingsipil297711 күн бұрын

  Q=ka*q*H

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  @contryface342911 күн бұрын

  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.

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  @asifyusoff537713 күн бұрын

  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.

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  @asifyusoff537715 күн бұрын

  great video sir. Appreciate your knowledge sharing.

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  @newsherts125917 күн бұрын

  Where does 384 come from?

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  @user-fv4md2vr4c18 күн бұрын

  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

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  @williambutler-n9v23 күн бұрын

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

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  @bashirumar269724 күн бұрын

  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?

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  @mashambashonhai490127 күн бұрын

  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.

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  @vip123praraj29 күн бұрын

  Nice Video

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  @ambroseliu6207Ай бұрын

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

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  @gamerkma3371Ай бұрын

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

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  @isuncivilengineering7870Ай бұрын

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

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  @HaftuBerhe-st6ycАй бұрын

  help ful video

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  @StuartChignellАй бұрын

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

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  @user-sr1bd3qo6tАй бұрын

  Thank you for the video

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  @venkatesh2285Ай бұрын

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

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  @augustwest8559Ай бұрын

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

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  @chansangwoon5049Ай бұрын

  Clear and good. Please do one on the internal pressure

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  @apatra7632Ай бұрын

  Check for tension and compression?

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  @nadinbu257Ай бұрын

  thank you

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  @johnklekotka1028Ай бұрын

  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. 👍

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  @aig6972Ай бұрын

  Thank you very much, very infornative explanation

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  @raguelbalcha34972 ай бұрын

  thankyou

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  @shareqinamdar89032 ай бұрын

  Very informative video

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  @gideonsakala28732 ай бұрын

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

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  @faisalmohamedtahlil17352 ай бұрын

  what is the code using this example?

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  @igirithankgod53952 ай бұрын

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

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  @hermannengineering-rf6lo2 ай бұрын

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

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  @sabiadam12752 ай бұрын

  How can we get surcharge load

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  @ahmedhasan78382 ай бұрын

  Perfect, go ahead by applying the load for multistory buildings

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  @soilwits2 ай бұрын

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

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  @sitizulaikha7402 ай бұрын

  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.

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  @AtharbJhaАй бұрын

  what do u mean by gk

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  @aburvarajselvamselvam75712 ай бұрын

  🙏🙏🙏

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  @MohammedAhmed-ml9dp2 ай бұрын

  Kindly need the references for the equations above

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  @THEVARIENCHANNEL2 ай бұрын

  Thanks. Good Example.

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  @WinstonBe2 ай бұрын

  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.

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  @mode1charlie1702 ай бұрын

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

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  @mohamedyosry71022 ай бұрын

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

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  @deku77273 ай бұрын

  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?

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  @itscoconutsaregood3 ай бұрын

  The real trick is knowing what wind loading to apply.

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  @muhammadfaheem41273 ай бұрын

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

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  @muhammadfaheem41273 ай бұрын

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

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  @ziauddin79483 ай бұрын

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

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  @lenhamkachunga94573 ай бұрын

  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

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  @Aziraphis3 ай бұрын

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

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  @KompanyAarhus3 ай бұрын

  nice video i wanna seee more of these type videos