Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations TugboatEng on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  1. onlym112

    AISC HSS Yieldline Global Force Strength Reduction Factor, Qf

    Thank you everyone for your insight.
  2. onlym112

    AISC HSS Yieldline Global Force Strength Reduction Factor, Qf

    Hello everyone, AISC 9-16 of the 16th edition manual lays out the requirements for calculating the strength of HSS chords subjected to out-of-plane transverse loads, as well as in-plane and out-of-plane moments. When calculating the strength of an HSS chord member, a strength reduction factor...
  3. onlym112

    Question Regarding CSA Seismic Code

    Hello everyone, This is my first time designing structural steel connections for seismic loads and I would like some guidance from those that are familiar with seismic connection design in the Canadian code. According to S16:19 Cl. 27.1.6 a), bolted connections shall have pretensioned...
  4. onlym112

    Door Frame Canopy Supported by thin Z-Girts

    Thank you everyone for your input and advice. I will go back to the EOR..
  5. onlym112

    Door Frame Canopy Supported by thin Z-Girts

    My supervisor will be the one stamping all of my connection designs. I am in agreement with XR250 that I shouldn't be the one inserting those vertical members. I do not know how this girt is behaving, the loads it is experiencing, its stiffness, its capacity and other things that the EOR...
  6. onlym112

    Door Frame Canopy Supported by thin Z-Girts

    Hi everyone, I have a small canopy frame made with L102x102x6.4 and bent plates above a door frame. The canopy needs to be connected to the Z-girt that has thin 3mm walls. As a connection EIT, I do not feel comfortable connecting a canopy that is to carry snow load to a flimsy Z-girt that is...
  7. onlym112

    Question regarding weld subjected to combined shear and moment (EIT)

    Makes sense. Thank you!
  8. onlym112

    Question regarding weld subjected to combined shear and moment (EIT)

    Hello, I have a question about AISC 15th edition manual equation 8-14 for calculating shear per linear inch of weld due to an applied moment. It is my understanding/intuition that welds are brittle, so when calculating fb, I would divide the applied moment by the elastic section modulus rather...
  9. onlym112

    Massive HSS Beam Torsion and Moment Connection connecting into smaller W-Beam Web (EIT)

    Thank you everyone for all of your feedback and your valuable insight, I really appreciate it
  10. onlym112

    Massive HSS Beam Torsion and Moment Connection connecting into smaller W-Beam Web (EIT)

    @JLNJ and @BAretired Hmmm... sorry... I am not sure what you mean as the EOR provided the canopy design and gave me all the moment and torsion load that I need to design for each node.
  11. onlym112

    Massive HSS Beam Torsion and Moment Connection connecting into smaller W-Beam Web (EIT)

    I would like to tranfer the moment to the beam and not put it on my column. If the HSS beam was of the same depth as the w-beam on the other side (moment connection with same magnitude moment) of the main supporting W310x45 beam that bears over two column, I wouldn't have been so concerned but...
  12. onlym112

    Massive HSS Beam Torsion and Moment Connection connecting into smaller W-Beam Web (EIT)

    I have to weld the bearing plate at the end of the column. Whichever I weld first in the shop, there will be one weld that they probably wouldn't be able to get because the access angle is less than 30 deg... Maybe it could work but I don't think so... This is all new construction and this...
  13. onlym112

    Massive HSS Beam Torsion and Moment Connection connecting into smaller W-Beam Web (EIT)

    Mmm the weld access I was talking about was regarding the stiffeners on the column. To ensure a double sided weld, I need a 30 deg angle to my joint but because I only have 23 degrees..
  14. onlym112

    Massive HSS Beam Torsion and Moment Connection connecting into smaller W-Beam Web (EIT)

    Hello, I am currently designing a connection where I have an HSS356x254x13 long side vertical into a W310x45 beam which bear on top of a W200x36 Column. This connection is a moment and torsion connection where the torsion is 50 kNm and moment is 60 kNm. I am having a hard time picturing how I...
  15. onlym112

    (EIT) Welding an HSS beam

    Wow thank you everyone for you prompt and valuable response!
  16. onlym112

    (EIT) Welding an HSS beam

    Hello everyone, I have a small HSS beam that only carries shear loads at its support. One end of the HSS beam is connected to the web of a w-section column. Generally, an HSS is welded all around, however I do not want to attract any moment to my column due to welding the HSS all around. As...
  17. onlym112

    CISC Beam Load Tables for Rectangular HSS

    Hello, I found a useful beam loading table for rectangular HSS sections from the CISC. This table is not found in the 12th Edition of the steel handbook and I think it would be a good document to have. I have attached the link here where you can download it for free...
  18. onlym112

    FYI regarding HSS to HSS Yield Line/Chord Wall Plastification

    I found a very useful and interesting paper from the Steel Tube Institute written by Jeffrey A. Packer, the god of HSS. I thought I would share this paper with you all incase you haven't seen it...
  19. onlym112

    Connection Eccentricity

    AISC 10-33
  20. onlym112

    Connection Eccentricity

    That would depend on the length of your web-framing leg. According to AISC for simple shear connections that are not a shear tab, bolt eccentricity can be ignored if the distance of your bolt line to the face of the supporting member is less than 3 inches.

Part and Inventory Search

Back
Top