groszni awesome

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About groszni awesome

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  1. Assalamualaikum SE Pakistan in this pca seismic guide detailing it says that the rebar hook shall be bends towards to the center of column but i always see the bend is towards to the outer of column, which one is right? and why? all the best
  2. how did you model the section with different spacing of long.bar in SAP2000/ETABS? i always see that they have the same spacing bar to bar
  3. Assalamualaikum SE pakistan in general placement of rebar, i always see that the rebars set on the same spacing. These are 2 columns they have the same ratio of reinforcement, same dimentions, but the placement of rebar about 2 axis the A one has larger d than the B one and according to calculation its obvious that the A one gives the larger moment resistance(M3) , which one give the best overall resistance i mean not only the moment resistance but to overall ? the A one or B one? Regards
  4. @Saad Pervez @Rana @EngrJunaid thanks alot for the response, is it better to make the reinforcement to 2 layers of bar or just 1 but more tight space?
  5. Assalamualaikum SE Pakistan, im about to design a retaining wall and would like to know is there any option/ is it possible to apply a triangular load on shells/paltes/membrane? or im just gonna model it as a 2D thing? regards
  6. what do you mean its very unproessional? why did they add a such option if we cant use it? i just need some help and some opinion from them because they are like the most active users in this forum sorry i get offended
  7. @UmarMakhzumi @EngrUzair @Saad Pervez
  8. assalamualaikum sepakistan, i wanna ask how do you design properly the tie beam? i always use the moment from base column (fixed base support) to design the properties (geometri and steel reinforcement) and its the same value of steel along the beam (from the support to middle and to support again). theres also a 10% of gravity of column additionaly as a axial load on the beam. so i use an interaction diagram just like design the column. because the moment of base already got taken by the tie beam then i never consider moment anymore when design the footing. Am i doing it right? please correct me if im wrong and additional question is whats the difference between the tie beam, ground beam, grade beam and plinth beam? thank you regards
  9. is there any provision made by AISC? like stability and stuff like how deep am i going to haunch it? because i cant find it somewhere like this one made by eurocode haunched calculation.pdf
  10. Hello sepakistan i am designing a rafter for structural roof frame, why do we have to haunch the beam? is it the same as the tappered member? how do i calculate the nominal strength of the haunch section? and the eaves and apex connection, does anybody have a design guide with american code(AISC), i found one but it was a eurocodethanks so muchregards
  11. thanks ill be sure to check it out
  12. how do you design it for local buckling? do you have some worked example and provision ? the properties of the beam is H=250 mm, and B=125 mm with tf=9mm and tw=6mm , the length of the beam(its actually rafter) is about 9m
  13. Assalamualaikum, im designing a steel beam. The nominal shear is already meets the requirement which is larger than the required shear force (Vi*Vn > Vu). But my senior engineer said that i have to design an additional stiffener to resist the force when it comes to erection later. How do i design this transverse stiffener considering there nomore shear to resist? is there any provision on AISC about minimum spacing and the thickness of plate required? thanks
  14. what if the beams are hidden in the raft? whats the purpose of doing such thing like that?