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Hi everyone, I am trying to design masonry shear wall. My reference is "Reinforced Masonry Engineering Handbook-6th Ed." by Amrhein. Can anyone please tell me what is the difference between the example 6-I and 6-J? Why are they analyzed differently?The PDFs of the examples are attached...

Hi all, I am working on a structure that has tow low roofs surrounding a middle gynasium which is a separate higher roof. The average height of low roof is 14' and that of higher roof is 21'. While caculating the ASCE MWFRS wind load using directional method, what do you guys use as 'Mean Roof...

molibden - What is sv,0,d ?

retired13 That I can see, but is that the reason they are analysed/designed differently? Why is that so?

I know I posted this question in other forum. But I didnt get much reponse. So I am reposting it again. I am trying to design masonry shear wall. My reference is "Reinforced Masonry Engineering Handbook-6th Ed." by Amrhein. Can anyone please tell me what is the difference between the example...

Thanks you everyone for your response. Celt83, JoshPlumSE, jayrod12 - But what if the sheathing is itself prefabricated along with the wall studs.I have got shop drawings from the wood panel fabricator where this is the case. In this case, I suppose we need to go as molibden suggests i.e. To...

TheRick109- I am talking about the final condition.Suppose you have a long shear wall but that shear wall is fabricated in shop into different pieces of wood panels. How do you splice those panels at the field for all the pieces to act as a one single shear wall? I believe the upper plate of the...

Sorry for not sharing this before. I have attached the pdf's of those examples here. Please let me know if anyone has answer to it. Thanks. https://files.engineering.com/getfile.aspx?folder=b7c6fb8e-6344-418a-bc10-3214de96ae64&file=Masonry_Shear_Wall.pdf

Hi everyone, I am trying to design masonry shear wall. My reference is "Reinforced Masonry Engineering Handbook-6th Ed." by Amrhein. Can anyone please tell me what is the difference between the example 6-I and 6-J? Why are they analyzed differently? Thanks.

Suppose you have a very long wood shear wall. In reality, the long shear wall is divided into a number of panels at shop for installation at site. How do you guys analyse the overturning of shear wall for chord forces and hold down design? Do you divide and analyze the walls separately or do you...

Thank you for the response human909. What about the cap plate thickness?

Hello everyone, How everyone is designing the column cap plate for beam bearing over the top for different connections like simply supported, continuous beam over the top without moment transfer to column and even with moment transfer? I couldnt find anywhere the actual design process. Is it...

Hello everyone, I was wondering how everyone assumes the prismatic strut and bottle-shaped strut in Strut and Tie Design. For example, jn a beam, do you assume the horizontal strut as prismatic strut and the diagonal strut as bottle-shaped strut? Or is there any other logic involved. Thanks.

Thanks everyone for your reply.Agent666- Isnt the section 9.7.3.8 in ACI318-19 about the termination of bottom reinforcement? I think KootK is saying saying about the fraction of positive moment we need to use as a negative reinforcement in supports.

Hi, is there any requirement in ACI-318 for minimum bars to be used in the top in singly-reinforced beam? I know we use longitudinal rebars at top to hold stirrups. However, I couldn't find any section in ACI for the size of bars to be used. Can we use any size bar or is there any minimum...

Hi, I have an existing beam that needs to be reinforced for additional loads. For flexure, I have added top and bottom plates. However, for shear strengthening, I need to add transverse stiffeners. When I look into AISC 15th Ed. Manual section G2.1(a) for rolled I shaped members, it doesn't...

Can someone please refer me to some design examples on how to design a column cap plate above a wide flange column? A WF beam is resting on the cap plate and is simply connected to it. I can't find anywhere regarding the design of cap plate. Thanks.

Thanks Mike for the reply. What if the there are no two beams, but just one beam running on the top of middle column and connected to it? Does it still transfer moment to column?

Suppose you have two bay frame in which the two beams are connected to column in the middle through moment connection. The beans are also connected to end colums through moment connection. Do you analyze this beak as a simple continuous beam? Does the moment connection makes the beam continuous...

Thanks everyone for response. @BridgeSmith I am not talking about 'Pier Foundation'. I m talking about 'Foundation Pier' which is aupported on a foundation and which itself supports steel column.