PAUL KUMOR's Communities Activities

Ram Connection - Member Incompatibility Warning

John Savage — Tue, 21 Jan 2020 16:58:20 GMT

I have an extended single plate to connect a W18x55 beam to a W18x35 girder. I get a warning that the members are incompatible. With an extended single plate, the beam is beyond the flange of girder. Why the warning? Ram Connection (v13.1) Member Incompatibility Warning

RAM connection forces

PAUL KUMOR — Thu, 29 Apr 2021 20:54:38 GMT

Is there a way to input all load forces on a connection (ie axial, shear x, shear y, torsion, moment x, moment y)? Is there a connection that can do this? The tubular truss connection pictured below is what we need but are unable to input all the loads being applied to the connection (hint we aren't using it for a truss)

RAM Connection: Error in Gusset

PAUL KUMOR — Mon, 21 Sep 2020 18:36:55 GMT

I am modeling a CBB connection with a right beam/upper right brace configuration into the web of a column. I have created a custom column shape to mimic the use of a doubler plate at the column web. So far I have a W14x99 1_2 & W14x99 5_8 "doubled" web sections. I used all the values out of the steel manual for the section dimensions except for the extra thickness of the web. The W14x99 1_2 works fine. However, when I select the W14x99 5_8, the box along the bottom goes black with the message "Error in gussett. Edit Connection". Do you have any insight into this issue?

Beam to Column Web Connection

PAUL KUMOR — Wed, 05 Aug 2020 14:41:18 GMT

Is there a way to add stiffeners to a one sided beam to column web connection?

Ask A Question I

Wed, 05 Aug 2020 07:14:30 GMT

Ask a question in a forum.

RAM Connection v10

PAUL KUMOR — Thu, 24 Dec 2015 14:33:33 GMT

We are using Ram Connection v10 to design the base plates and anchorage for a project and I have been tasked with validating and verifying (V&V) the program with a problem we are using to V&V several pieces of software simultaneously. While "View Formulas" button has made my job infinitely easier, since it allows me to see the logic and progression being used, I wouldn't be contacting Bentley if I hadn't hit a couple of road blocks.

The major issue is the flexural yielding (bearing interface) and flexural yielding (tension interface), starting with the former specifically the determination of M_pl. The equation for ϕM_n, three lines above, is presented then M_pljust shows two numbers and I have yet to find an equation that can reproduce the values presented. The same can be said for M_pT under flexural yielding (tension interface), I have not found an equation that gives me a reproducible result. What are the equations being used to calculate these values?

The minor issue is with the calculations for breakout of anchor in shear, from ACI 318-11 D.6.2.2:

The basic concrete breakout strength in shear of a single anchor in cracked concrete, V_b, shall be the smaller of (a) and (b):

(D-33)

where l_e is the load-bearing length of the anchor for shear:

l_e = h_ef for anchors with a constant stiffness over the full length of embedded section, such as headed studs and post-installed anchors with one tubular shell over full length of the embedment depth,

l_e = 2d_a for torque-controlled expansion anchors with a distance sleeve separated from expansion

sleeve, and

l_e ≤ 8d_a in all cases.

(D-34)

The calculations show the first equation (a) but do not show the evaluation of the second equation (b) which is the lesser value and should be the value used to evaluate V_b.