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@dhengr - thank you for your thorough response. Unfortunately, this anchor rod has been modified as per sketch attached. I got the drawings afterwards to verify the as-built allowable strength so I have no chance to suggest a better solution for that weld detail. I totally agree with the...

Hi, I need to check allowable tensile/compression load for the Ø2.5" anchor rod with a pin eye made of forged steel (ASTM A235 class C) as shown in the attached file. The pin eye has been cut off of the original forged steel anchor and welded to 350W round bar shaft. It was tapped to...

Ron - That is a good point. The openings in the veneer should be fixed with polyurethane sealant although having angles penetrating the wall might be tough to do. I might need to go with 3/8" flat bar instead of angles.

I`m looking for a connection detail that can be used for connecting a roof access ladder to 2x6 stud wall with brick veneer. I would like to use L3x3x3/8 angle brackets spaced at 6ft apart with Ø1/2 through bolts. My main concern is a wood blocking detail to provide adequate support for the...

Hi All, I have a roof framing plan attached to this post where you can see W16x26 beam to be framed into continuous W18x40 using moment connection(95kNm). How would you design a moment connection in this scenerio. The main issue I`m having is how to transfer the moment through a beam`s weak...

KootK & CANPRO - thank you for your feedback. I have already suggested fabricator to make it into one frame and I`m waiting for his response. The foot print is only 4.0m x 3.0m but the snow load is 3.6kPa in this area. They want to have u/s of purlins to be flush with HSS beams. They are...

Hi, I have this small canopy steel frame (please see attached pdf) showing roof purlins connected with shear tabs w/ (2) 5/8 bolts each end. I have seen these type of connections before but I don`t think it is a good practice to have the bolts in this configuration. My main concern is that...

SAIL Yes, the beam actually supposed to run over the top of column. This way there is no issue with transfering axial load at this location. KootK I was looking at the beam connecting to the external column which is part of the framing for precast wall system. There was no chevron bracing at...

SAIL, It goes to another W24X55 beam with chevron bracing. See attached snapshot of partial roof plan at this location. http://files.engineering.com/getfile.aspx?folder=af1a878b-8ac1-40a1-a71f-c88b8e9c2386&file=W24X55.PNG

I have connection to be designed between W24X55 beam and HSS10X10X5/16 column. Vertical shear load is Vf=135kips and axial load is Pa=130kips. Double angle clip is not an option due to considerable axial load. Longitudinal through plate connection is not sufficient as hss wall plastification...

The reason for the plates to be in vertical position rather than horizontal like KootK suggested is that diagonal brace is connecting to it at one end. The other end should be actually detailed with 2 horizontal plates but most of the girts throughout the building has 1 or 2 diagonals connecting...

Hi Dave, Because this brace acts also as a girt there is lateral load in addition to axial tension/compression like you mentioned. I have shown direction of 40kN load on the section views. So these bolts need to be checked for shear and tension. The question is what is the tension in these...

I`m trying to find a prying force on bolted connection as shown on attached pdf. The girt span may vary from 5.5m to 10m but 40kN reaction was given as governing lateral load. The gusset plate and girt`s connecting plate are stiffened with 3/8" plates at opposite sides. I would like to ask you...

Looks like I missed it:) Thank you

Can someone confirm what is Bep parameter shown in AISC Spec. in Table K1.2 (K1-8) for plate-to-HSS connection limit state? Thank you

I would like to get some opinions on minimum edge distance when using wedge anchors for fastening guardrails. As per hilti specification the minimum edge distance for 5/8Dia KB3 anchors with eff. embedment 3"1/8 and min. member thickness 6" is 1"3/4 which seems awfully close. I usually specify...

JAE, I have PE who is going to check and stamp the drawings before it will be issued for construction. Thanks for your concern.

I`m EIT but sometimes I do also some detailing. This job is to prepare connection details and produce shop drawings. Taking 50% allowable UDL sounds good to me in that case where reactions are not provided. Thank you for your quick response.

Hi, I`m wondering if there is any rule of thumb for beam to column simple connection design (let say using single angle clip) when there is no reactions specified on the drawing? I have heard that I can take half of Vr of the beam and use it as reaction but I`m not very comfortable with that...