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Found 10 results

  1. 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
  2. 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
  3. hello sepakistan does anybody have an worked example/design guide on how to design an achorage of steel beam to concrete column? thanks
  4. Dear All, Can any one tell me how to model surge girder of 18 m span in sap or any other relevant software.
  5. SALAM I have been working on a pedestrian bridge design steel structure, i have attached two snaps from sap2000 for the concept. All four towers and arches will have cladding in round shape. I have assumed bolted connections. if i assign moment release to both ends of the members i get my sections passed within .70-.80 dc ratio but when there are no moment releases assigned dc ration reaches 3.5. Pu abruptly decreases in case of moment releases. i described the member results for the lowest members of the main tower.results comparison attached excel sheet. some valuable input is requested. Regards result comparison.xlsx
  6. Hello Everyone, I have a Steel Hangar Structure to design at my office and I've been trying to do that using ETABS. The dimensions of the structure are 130'x95' and maximum bay spacing is 24'-5". Clear Height is 33' from NSL and thee apex is at 38' from NSL. Seismic zone is 2B and Wind Category is C. The issue I am having is that ETABS is failing the members despite many tries and framing adopted. I also tried doing it in 2D using SAP but still the members were failing. Columns due to kL/r being more than 200.(manual calculations showed that kL/r < 200) and purlins because of torsion. Kindly suggest what to do? and If some has any manual calculations or some literature to study for this problem. Rana Waseem Bhai and Umar Makhzumi Bhai! I am attaching the .edb and .ebk files of the model. V1.0.$ET V1.0.EDB
  7. can i check concrete frame element stresses in etabs after analysis.for steel frame element it is available but for concrete frame element i did not find it.give me suggestions if someone have.
  8. Salam How much rusting is allowed on steel reinforcement and how it will be checked on site?kindly refer some code reference . Regards
  9. Do you guys think that the following detail (showing 10mm stiff plate) is adequate to resist LTB for flanges?
  10. does results given by sap2000 for cold steel are ok?