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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...

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...

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...

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...

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...

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...

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...