Hello,
I am looking for help/recommendation on the welding procedure my client has asked me to provide. I do steel detailing and engineering for him. We are working on the project where 3 heavy trusses were designed. Top and bottom chords are W14x311 and diagonal are made of W12x152 and...
Thanks for your interest.
Yes I am running anchorage calculations and anchors are ok for shear + bending moment due to this small eccentricity.
And yes I will be sending a sketch and calculations to SEOR for review..
Hello everyone,
I have a project that I was hired by a contractor to design/check connections for structural and misc. steel. Shop drawings were already submitted and approved as noted but they are asking for connections calcs. Now the contractor has raleased that his detailer left no room for...
Hello, so I ended up designing the plate for working loads of 6 kips without SF considering extraordinary conditions as JLNJ suggested (bending moment 12 k-ft). EOR gave me his blessing. I ended up with 1/2x8x16 plate with (6) - 1/2" epoxy anchors with 5" embed.
Thank you everyone for help, I...
JLNJ - yes you are right,the failure mode is concrete breakout so I guess I am going to submit the report as is to EOR, with my numbers and they have to confirm slab design on their end..
Retired13 that's what I thought originally but Profis shows me it is excessive and I can't figure out why..it has pretty nice reports that I would like to use :) I will double check the input and all the settings one more time.
Hi everyone, I need to provide shop drawing and design for 2' high "H-Way Rail" in the garage as per attached plan view and other info. This is a garage of a residential building. They call it a H-Way Rail and it will sit on a 6" high by 8" wide curbe. When I realized that I have to apply 6,000...
KootK, thank you. This is something similar to what I've had in mind but did not think about that stiffener serving as a guesset plate... Anyways, I already sent an RFI to EOR to advise. Thanks a lot for your help and time and I Will post the final result.
Hello folks, I am working on shop drawings for a steel contractor. Connections not specified in construction documents are delegated on the contractor as well. It is a vertical and horizontal extension of an existing steel bldg. EOR wants to brace one bay at two floors with HSS bracing - please...
SteelPE - yes you are right, I ran quick calcs and indeed the group of weld easily resists the applied bending moment. Yes my concern was the tread itself but I don't think it's reasonable to check that tread resisting this fore alone since it will be welded to both stringers and connected with...
Hello folks, has anyone ever seen a connection as per attached sketch ? This is a middle handrail attached to a steel tread..I don't see how this group of welds can sustain the bending moment of approx. 7.5 k-in ( posts spacing is around 4.5' therefore 50 plf horizontal load governs). Does 2" of...
Hi folks, just want to share with those who might be looking for some connection design software - I am at NASCC Steel Conference in St Louis and I just heard about Giza. I visited their booth and spoke to their representative - the software looks like a piece of pretty powerful tool for very...
Hi everyone, is there anyone who can list in a few points the procedure a steel contractor should follow to get a proper slip-critical connection, including proper bolt tightening and all inspections..? I understand when slip-critical connections shall be specified, Code of Standard Practice is...
