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What is your typical simple pinned connection of a wide flange beam to wide flange column connecting to the minor axis? I'm curious if most are using a simple shear tab or single angle welded to the column web and cope beam flanges as necessary or if you prefer to use an extended shear tab...

I believe the main purpose for the second layer of sheathing was so the contractor didn't need to remove parts of the existing wood sheathing to install blocking for a blocked diaphragm or below straps. It could be a quicker and cheaper solution to just install an additional sheathing layer.

In an existing building seismic retrofit, I have seen a design where the engineer used a wood sheathing (OSB) overlay as a wood blocked diaphragm. The walls are masonry and the designer placed anchors and straps to connect the wall to the diaphragm for out-of-plane connections without using...

The 30" is the depth. I am aware that "D" can mean depressed. This is a lowercase "d", not sure if that means something different it also has the number 4 before it - 4d. Not sure if the 4 is a size in 16th's which seems to small at 1/4" strand or if its 4 strands.

I have a project where the owner wants to add some load to an existing roof that has Pre-cast Single Tees constructed in the 1960's. I am looking to determine if the existing tees have the capacity to support the additional load. I have the original plans and the only designation in reference...

COEngineer, I understand why, but where does the code (IBC or referenced) require you to use a treated ledger. The only thing I have found is if the ground is within 8", than it needs to be treated (2304.11.2.2)

There might be a problem with anchors, bearing plates, and lap splices. These are a function of the masonry strength. The lap splice length would increase as the strength of the masonry decreases. I would require the engineer to provide justification for all of these. Sampling the grout only...

The stair tower is self-supporting and not connected to the building for lateral and vertical support.

IMO you can't. A diaphragm boundary needs to exist to transfer diaphragm shear into a lateral resisting element even with an unblocked diaphragm. You need to have some way of getting the shear out of the diaphragm at the boundary. I don't believe that trusses will transfer the diaphragm shear...

What chapter of ASCE 7-05 does a self-supporting stair tower fall under? Chapter 12 or 15? The stair tower is an exterior industrial type, adjacent to a building and constructed out of steel. The stair tower is approx. 70 ft. high, 18 ft. long and 10 ft. wide with landings about 8' apart. It...

There isn't the word AND, but what I think links them together is that there is a semicolon and not a period at the end of each item like there is elsewhere throughout the code when each item is independent. The other reason is that there is an OR between the 2.2 and 2.3 and there isn't an OR...

I just did a structural peer review on a one-level light-frame building for a city. The footings are continuous and were designed using 3000 psi. The structural design engineer didn't have testing required for the building. This brought up a discussion of code interpretation with the building...

I should clarify that the column ends would be pin connected, and the column may be one level, or multiple levels. If it was multiple levels it would be continuous through those levels.

I would like to get some feedback from fellow structural engineers on what eccentricity is typically used for square tube steel columns (HSS's) that are concentrically loaded and are not part of a frame (resist gravity loads only). The columns would support steel beam(s) on one or both sides...

As far as seismic design of the stair goes - you need to look at ASCE 7-05 chapter 15, which will reference you to chapter 13 if the weight of the stairs is less than 25 percent of the combined weight of the stairs and the building. If that is the case, chapter 13 will give you the information...

I agree with you, however I need some form of documentation to convince the reviewer. Do you know of anything?

I am designing embedded poles using the methodology in the IBC 1805.7. The poles will be used as part of a temporary timber lagging retaining wall. Do you have to include the 1.5 factor for sliding and overturning requirement for retaining walls (1806.1) for design or does the equation stand...

Yes it has two hinges, one on each side of the middle column. However each beam only has one hinge.

I modeled the building in ETABS, and it appears to work fine. Drift significantly controls the design of the frames. I couldn't find anywhere in the seismic provisions (AISC 341) nor in FEMA 350 where you had to have two plastic hinges, one at each end of the beam. They address the connection...

I am designing a special steel moment frame building with 2 bays in one direction. Due to the wide flange column configuration I cannot do a moment frame with fixed ends at each column. Looking at a bay I have two beams connecting with a pinned connection to the outer columns and connecting...