The floor deck will be continuous across the corridor and party walls. We are using a double stud wall with a separation between. However I have put a continuous top plate that ties the two walls together.
This design is controlled by wind. I am guessing that the 80, 60 40 rule applies to...
Thank you for your input. I ended having more shear walls than I originally thought. I made all bearing walls shear walls. By doing this I am able to just use gyp sheathing throughout the entire structure down to the precast level. Even though the numbers work out, it makes me nervous just using...
Thanks for the response Mike
I have broken the diaphragms into sub diaphragms that go from party wall to party wall and from corridor wall to exterior wall. being that the party walls on either side of the corridors do not line up. When the wind force acts perpendicular to grid 'A'. Am i...
I am working on a project that is going to have 4 floors of wood and a wood roof on top of a level of precast. I have just started to lay out the shear wall plan. My initial thought is to treat the diaphragm as rigid and push all of the shear into the center corridor walls and partition walls...
Does anyone here have any experience calculating the force of rotor wash from a helicopter on to the side of a building that is adjacent to a landing pad? I would think I should be able to calculate the vertical force by taking the weight of the helicopter times an acceleration factor and...
I am looking for some fresh ideas on how to approach this design.
I have a wall that spans from top of footing in the basement to the roof deck at wood truss bearing. Currently there is a hinge point at grade elevation 18’ from the top of footing since there will be no floor diaphragm in this...
We have used hairpins in many metal building applications. To my knowledge it is not a code violation. I am studying for the structural exams right now and I have had allot of intimate time with the codes and have not come across anything.
I use a reference by Alexander Newman called Metal...
I have taken and passed the PE exam with the emphasis in structural. In my state I am able to practice structural engineering under this license and earned me the title of PE. I can honestly say that the test really was not a challenge but I did put in my time studying. This will be your...
Thanks everybody for your input. After listening to some of the previous comments my design approach is such:
I have designed all of the strength requirements for the frame assuming a pinned base and fixed moment connections at the top. I also checked deflection under this assumption taking...
I am designing a portal frame with tube steel columns that has a fixed base. Right now I have the base connection detailed with a 12”x12”x.75” base plate with 3/8” gussets going up 6” on the tube column and welded to the base plate and four anchor bolts. The numbers show that this should work I...
I am working on a desing for a gravel parking lot, something I have not done a lot of. I have three questions.
1. What is a good minimum grade to use? I am curently using 1.5%
2. is there anything i need to do to the catch basins to protect them from sediment runoff?
3. Should I be specifing...
I have just completed a job with a very similar situation. We specified 30% for footings and foundations and 15% for flat work. I truly believe you could almost double those numbers with proper use of an accelerator and a knowledgeable contractor. But these are the numbers that local...
I am looking at using a 12" diameter corten A606 steel (weathering steel) tube that will be filled with concrete for some supports on a pier located in a small city pond. The Corten steel shell is only for architectural reasons, I do not need any bond between the two materials. Being that the...
Thank you for all your input. The contractor is going to do a pull test on the dowels and drill and epoxy additional bars. I am very curious to see the results from the pull test.
