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Thanks for the reply. Do you know of any text examples that might help with my argument? I looked at the ASCE7 Wind Load Design Guide but all that showed was how to determine the wind pressures and didn't go into summing the pressures to design your wind resisting system.

I am designing a simple gable roofed building using ASCE7-10 envelope procedure (Figure 28.4-1 low-rise building). In the design of the MWFRS the negative pressure on the windward side of the roof was greater than the suction on the leeward. Since the net pressure on the roof was in the...

I am trying to figure out why if you used the envelope procedure in ASCE7-10 on a gable roof your windward roof will always have a negative pressure (suction) but if you use the directional procedure the windward roof can have either positive or negative pressure on the windward roof. I'm...

I follow what you are saying, thanks. I am wondering what happens if the length of the bumpout decreases to a point where there isn't the minnimum 3:1 ratio needed for a roof diaphragm. In that case I assume you can't figure the load is going to get out to the sill plates to be transferred to...

I have a question about diaphragm load transfer that I am hoping someone can help me with. I am working on a wood framed building that has a gable roof coming in perpendicular to another gable roof (see sketch). I don't have any lateral resisting system in the portion of the building that is...

The reason the contractor wants the plate where it is would be so that the studs are a standard 12' height. Obviously I can require them to extend the wall like what was shown by CBSE but I would like to be accommodating if I can justify the load path. Wondering what people think of...

The glulam columns are usually about 24" deep and it sits on a built up column below the wall plates.

I am not sure running the wall sheathing up vertically helps me as the purlins are angled in correlation with the roof slope so there wouldn't be anything to attach the wall sheathing to. Unless I am not seeing the solution.

I noticed the attachment I included needs to be rotated 90 degrees. It is a section cut at the perimeter wall between the glulam roof girders showing how the roof purlins and diaphragm are above my shear wall.

I have a 50'x 200' gabled building where the roof purlins are running parallel to the perimeter shear wall below in the 200' direction. The purlins span between glulam beams spaced at roughly 20' o.c.. The contractor wants to place the purlins on top of the glulam beam in which case...

For those interested the I bought the ASABE EP 545 document and it covered exactly what I was looking for. Calculates the pressures using a modified Coulomb's equation and a equivalent grain height. It provides a values that are slightly less than the Rankine equation I was previously using...

I'm going to check the office library to see if we have that Gaylord & Gaylord Structural Engineering Handbook. I know we have the "Design of steel bins for storage of bulk solids" by the same authors. JStephen in case I can't find the book does it mention whether the values they are...

I am looking for some other opinions/information on how grain pressure along a perimeter wall, such as a flat storage building, should be calculated. In the past I have used Rankine's equation for active earth pressure with a backslope in determining the equivalent fluid density. If I were to...

I am a structural engineer working on a precast mill building and I am trying to better understand the information being provided to me by a explosion venting supplier. My questions is what do you do when the total volume of the building exceeds the 10,000 cubic meter size limitation of NFPA 68...

Is there a certain distance out from a building that grade elevation must be maintained to make sure a foundation is at frost depth. I ask this because I had designed a perimeter stem wall and footing for a building with the bottom of footing placed at frost depth, but I have found out that...

FixedEarth I had heard of this approach and it seems like it gives reasonable results. Do you know how this was derived or of a text that references this? Thanks!

I really have all the information I need for the product to use in Rankin or Coulumbs forumlas (corn unit weight, friction angle, etc.) The problem I have is not being able to find anywhere where the problem of at-rest situation has sloping backfill. Thanks,

I am trying to find some resources that discuss how to calculatate the at-rest lateral earth pressure coeffient when you have a sloped backfill. I have searched past threads and have only seen people's opinions without any resources (I would like to be able to point to something published in my...

Thanks everyone for your help!

When checking a support beam over a rail unloading pit for deflection should I be including the impact factor? I can't find anything in AREMA or the IBC. Thanks you for any help.