Eng16080,
Thank you for your response. As you suggested, I did use Eqs. (12.2-6a/b), but I don't think they are applicable due to being outside of the range of head diameters and side member thicknesses. Good call on checking the bearing perpendicular to grain. That check proved that I need...
I am designing the anchorage of a double 2x8 wood plate to concrete using a post-installed screw anchor. The applicable code is the 2018 IBC and the 2018 AWC NDS. I have the anchor design and the lateral load on the wood complete and there are no problems there. How do I calculate the...
I would suggest grouting all cells of the infill solid. It would add very little cost and would be stronger, more resistant to vandals, and more resistant to moisture intrusion.
EIT
It looks to me like this is a moment connection between the beam and the column. The weld at the top flange of the beam is a complete joint penetration bevel weld with a backing plate.
EIT
All,
I have a wide flange beam that I believe is a WF16x8.5 that would have been constructed in the early 1960s. What is the allowable stress for this beam if it was designed per the 5th edition of the AISC Manual? What is the allowable stress for this beam if it was designed per the 6th...
Hello,
I want to check the capacity of some existing steel columns that are TS7x7x3/8. The building was constructed in 1982. Does anyone have a reference that would specify the minimum yield stress of this shape for this time period?
Thank you,
EIT
BA,
Thanks for your response, indeed the 8" slab for that project was tied into the top of the wall.
Retired13,
Thanks for your response, I was specifically talking about the vertical rebar in the stem of the wall that crosses the plane at the top of the footing. I only have one set of bars...
Hello,
I am designing a retaining wall and the concrete needs to be designed according to ACI 318-14. Please refer to the attachment for a general sense of what I am talking about. However, my specific design has different dimensions and loading than shown in the attachment. The vertical...
Ok, thank you both for the quick responses! RPMG, thanks for the simple sketch. That makes it look so simple and, in my opinion, is hard to argue with.
EIT
Please refer to this closed thread: thread507-278845
Does anyone have any references that agree with BARetired's statement about designing an interior wall to the full exterior wall pressures if the bays on each side of the wall are partially enclosed?
EIT
Hello,
I am designing a building per Ch. 30 part 2 of ASCE 7-10. I have the MWFRS pressures and the component and cladding (C&C) pressures for the walls and the roof taken directly for Fig. 30.5-1. I'm struggling a little with the roof overhang C&C pressures. My building requires a basic wind...
Thank you all for the quick responses. @ phamENG, I am working for the EOR. @ Hokie and Warose, I will need to include ice conditions for my area and I'm glad you reminded me to check that.
EIT
Hello,
I am using ASCE 7-10 and I have calculated the "design wind force" on a sign according to equation 29.4-1 (F = qhGCfAs). I came up with F = 2.1 kips. Do I treat "F" as "W" in the load combinations listed in Chapter 2 of ASCE 7-10?
I am ultimately trying to design the foundation for...
I must be missing something. It appears to me that Figure 8-11 contradicts section J2.2b of the AISC 14th edition. Section J2.2b.(b) would lead me to believe the distance between the edge of the base metal and toe of the weld is permitted to be less than 1/16" provided the weld size is clearly...
JAE & SRE,
Thank you both for your input and advice! JAE, thanks especially for the heads-up about the P-delta effects and the notes on the epoxy coating! I'm curious, what software do you use for structural steel frame analysis and design that considers the P-delta effects? Or are you doing...
