There's 3 distances you need to concerned about when locating a bolt in a flange (using W8x10 w/ 3/4" Φ bolts in calcs below):
1. Minimum edge distance per Table J3.4
Edge Distance = (bf - g)/2 = (3.94" - 2.25")/2 = 0.845" < 1"
Section J3.4 says "The edge distances in Table J3.4 are minimum...
I was not suggesting that uniform loads whose load path gathers them into a point load (like at beam end reactions) cannot be reduced. (They absolutely can. Table 1607.12.1 refers specifically to columns.) The concentrated loads that cannot be reduced are the loads that are applied as...
There's a Steelwise article about high-strength bolting that may provide some insight into this.
This suggests that the bolts that are able to survive the pretensioning process are acceptable since they did not fail under combined tension and torsion, and the torsion will be removed. The...
How did you come up with an effective throat of 5/16"?
In accordance with Table J2.2 (Effective Throat of Flare Groove Welds) per AISC 360-16, R = 2*t for HSS and Effective Throat = 5/16*R for Flare Bevel Groove Welds (SMAW, FCAW-S, SAW).
R = 2*t = 2*3/8" = 3/4"
Effective Throat = 5/16*(3/4")...
That's a good point. If Ubs is less than 1, then you need to use the minimum of the shear and tension values since either could still control.
(It's probably also worth mentioning then that the AISC commentary gives you the option of using Ubs = (1 - e/l), which may help.)
For a section in tension with staggered bolts, once s²/(4g) is greater than the hole width, skipping the staggered bolt has a lower capacity than taking the diagonal path. This is because the decreased area that you get for passing through an additional bolt hole does not make up for the...
This is not true since head joints are significantly harder to construct than bed joints. Quoted from the article:
"The reason head joints typically have lower bond strengths than bed joints is related to the orientation of the mortar joint when the walls are constructed. In running bond...
Since you have two different yield stresses, either the flange or web may yield first depending on the exact dimensions. In order to figure out the Yield Moment, My, you need to determine the moment that yields the flange, as well as the moment that yields the web, and then use the smaller...
You are permitted to provide an effective throat that is less than the values listed in Table J2.2. The point of that table is just to give you the effective throat dimension for when a groove is filled flush, which accounts for the depth of fusion of the weld in the tiny space between the two...
This is all correct. Figure 2 and Figure 3 that you provided need some corrections, though. The dimension for determining if eccentricity is required is from the nearest face of the support (same as dimension "a" in Figure 10-4a of the Steel Construction Manual), but your drawings are showing it...
T continues to increase after prying action begins, but the moment at 2 does not change. It remains equal to the plastic moment capacity of the base plate, which is the moment that caused the hinge to form and prying to begin. The increased tension does not increase the moment at 2 since it gets...
"Table 1607.1 - Minimum Uniformly Distributed Live Loads" of the 2018 International Building Code has the same Occupiable Roofs - Assembly Areas category, and it has a footnote that tells you that Live Load Reduction is not permitted.
Structural Engineering Software: www.structuralcentral.com...
SE2607, you can add quotes by following the example below:
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The ANSI/TPI 1 (National Design Standard for Metal Plate Connected Wood Truss Construction) requirements for tension perpendicular to the grain (Section 7.5.3.2.1 in the 2014 edition) require connections to extend past the centerline of the supporting member by some distance relative to the...
The other two categories (Tensile Stress Parallel to Bed Joints) are for masonry that is spanning horizontally. For masonry not laid in running bond (typically a stacked bond pattern), the head joints get ignored, but you can consider a continuous section of grout if it is there. Take a look at...
Equation 9-1 in AISC's Steel Construction Manual comes from a journal article written by Bo Dowswell called "Plastic Strength of Connection Elements". The manual shows the simplified version for in-plane loading only:
Mr/Mc + (Pr/Pc)² + (Vr/Vc)^4 ≤ 1.0
You will need the full version that is...
In the Ktr calculation I did above, a 12" wide section was being considered so that Atr was the area of one #5 (0.31 in²) since the bars are spaced 12" o.c. This 12" wide section has 4 wall dowels spaced 3" o.c. being developed, so n = 4.
If you are suggesting multiplying Atr by the number of...
The splitting plane you are showing in the above post is also correct. Your drawing shows the view looking down, and my drawing shows the view from the side.
"s" is the spacing of the ties. Since we're only considering the top reinforcing to prevent splitting, you only have one "tie", so your...
I would expect the splitting plane to be something like this:
I would also ignore the footing bottom bars since they are located at the very end of the wall dowels, so they won't help you much.
"s" is the spacing between your transverse reinforcing (which for a typical beam situation is the...
