...E70. The 1969 Specification increased the allowable stresses to 18,000 psi for E60 and 21,000 psi for E70. These match the allowable stresses still used today.
E60 Allowable Stress = 0.6*Fexx/Ω = 0.6*(60,000 psi)/2 = 18,000 psi
E70 Allowable Stress = 0.6*Fexx/Ω = 0.6*(70,000 psi)/2 = 21,000 psi
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 add'l 1/16" for damage), spaced 3" o.c., when the stagger dimension exceeds 3", the staggered bolts should be ignored.
s²/(4g) = (3 in)²/(4*(3 in)) = 3/4"
If there was a diagonal block shear piece in the corner, I would likely treat it as part of the tension area using s²/(4g) up until...
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...
...that yields the flange, as well as the moment that yields the web, and then use the smaller value.
Stress at any height due to moment:
fb = M * y / I
Yield moment with one yield stress:
My = Fy * (I / y) = Fy * S
Yield moment with different web and flange yield stresses:
My,flange =...
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...
...Configuration. The welds don't get explicitly checked for the tension that is caused by the eccentricity since they are just sized to be 5/8*tp to make sure that the plate fails before the welds. The plate also gets checked for flexure for the Extended Configuration per Equation 10-5.
I've...
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:
It will look like this:
You can add the brackets using the icon of a person with a speech bubble or just type them yourself.
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...
