Hello,
We are creating an opening on a wall. Alterations no the wall are greater than 10%. What are some retrofit options. This building is URM with wood framing. Two story building, the alterations (openings) are going to be done at the first floor. it is about a 60'x80' building.
JO
Hello all,
If they are planning to make an opening in a cmu wall what is the retrofit design approach for this? Can anyone give me an idea on how I should approach this design? I am quite lost.
JO
Hello,
Please see attachment. This is the best idea for the connection. It does have a big eccentricity but the connection works. But also, is it possible to cope an HSS beam like usually done for W beams.
Thank...
Hello,
What are some option if you have a building structure with no drags leading into the shear walls. The diaphragm is steel deck w/ no concrete.
Please see sketch to get an idea of what I am talking about.
So there is no direct load path to the shear wall since no drag beam placed. Any...
Hi,
I am bit confused on the structural tests, inspections, and observation tables that need to be on the drawings. In CBC 2010 the masonry and steel table came from table from the CBC, but now it looks like CBC 2013 refers to the steel manual and ACI 350 (masonry) for the specs of those...
Please see attachment.
I am trying to pick up a concrete wall with a continuous plate as shown in the image. I have designed that plate as cantilevered. But I am also going to weld stiffener plate as shown for stability at a certain spacing. My question is, is this stiffener plate design for...
Is the force Fp=.4*SDS*I*Wt for out of plane used to design the foundation as well, or is it only for the design of the wall and anchorage.
Thank You
JO
thread507-273684
I am referencing this thread. I wanted to know if you have to do a durability factor for dead or live loads?
For example,
this LC: .9D + 1.2F + 1.6W + 1.6H
Do I need to determine Sd for each load case within the load combination?
For dead load:
Sd = (phi*60ksi)/(.9*24ksi)...
I have a column that is approximately 40' unbraced but I have wind girts (bent plates) that are attached to the column every 6' on center. I was wondering if these bent plates offer enough strength and stiffness to provide buckling bracing to the column. I have used AISC appendix 6..the Pu on...
Hello all,
So I have a point load on a metal deck with concerete. I will definately check punching shear but I wanted to check if bending was ok. I have attached a calculation showing what I did to find the bending capacity. Let me know if you think this makes sense, I used a 12" strip. Also...
Fellow Engineers,
I came across an AHU I have to design the anchorage for. I am almost sure that this is a non structural component and that I have to use Ch 13 in ASCE 7 (seismic coefficents are clearly stated for "air handlers" in Ch 13 table), but this AHU is not inside a building or...
