Recent content by Spanky7

ACI 318-14, §17.5.2.2 defines le as ℓe = hef 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; ℓe = 2da for torque-controlled expansion anchors with a...

Check out the following 1. AISC Single Span Rigid Frames. https://www.aisc.org/globalassets/aisc/publications/out-of-print/single-span-rigid-frames-in-steel.pdf 2. Rigid Frame Formulas by Kleinlogel https://kupdf.net/download/kleinlogel-rigid-frame-formulas_58a67b946454a7cd3fb1e8dd_pdf 3...

If you are having problems with the concrete shear breakout and do not want to add supplementary reinforcement at the anchors, try using a shear key under the base plate to give yourself a larger breakout wedge. AISC DG2 has a good example of a shear key design.

AISC Table 14-2 and AISC DG2 Table 2.3 are basically the same tables. The hole size listed in these tables is the maximum allowable hole size for the anchor to allow acceptable fit-up tolerances. When using an oversized hole in the base plate it is standard practice to use a plate washer with a...

The ACI 318-14 minimum flexural reinforcement for foundations is as follows and is applied on each face (top and bottom) of the foundation mat.

See if this helps point you in the right direction https://www.greensladeandcompany.com/wp-content/themes/greenslade-theme/pdf/articles/engineering/Engineering%20-%20Matching%20bolt%20&%20nut%20grades.pdf https://www.portlandbolt.com/technical/nut-compatibility-chart/

I agree with KootK. As long as there is enough weld provided to transfer the shear force it should be fine.

With the appropriate type and depth of patching mortar applied to both sides of the wall the fire rating should be maintained. See this thread on Hilti Ask: Link

If you know Fy and Fu, then using the current steel design provisions would be appropraite. There is a good discussion of this by Larry Muir in the Steel Interchange section (attached) of the December 2021 Modern Steel...

For your time period, you most likely have A36 steel. A992 did not come out until around 2000 and did not become the preferred material specification for W-Shapes until around the 2004 to 2005 timeframe. I agree with phamENG, if you need strengths greater than the minimums of A36, then have...

½” to 7/8” All-threaded bar conforming to F1554 Gr.36 is readily available from Portland Bolt: http://www.portlandbolt.com/products/rods/allthread_rod.html Check this sites out for more info and FAQ’s on F1554: http://www.f1554anchorbolts.com/

Are you using plates on the both sides of the anchor? Typically I would size a plate on each side of the anchor that is large enough to satisfy the punching shear requirement of ACI 318 for the respective compression or tensile forces.

We are required to strike out initial and date the change per our companies proceedure.

If you need the interaction diagram for a circular column check out a program called DT Column at http://www.dtware.com/ It will give you an interaction diagram for a circular column. However, I have never tried to verify the result by hand so use at your own risk.

Part 3 - Final parthttp://files.engineering.com/getfile.aspx?folder=da58c14b-e47c-4dd4-9e56-e58105748a9d&file=Load-Moment_Interaction_Diagram_Example_p17-26.pdf