I have a project that was supposedly designed for a future 2nd story addition. Masonry bearing walls are used to support a precast roof (currently) with the intent to add a topping to the precast to make a floor and then we are to add new masonry walls and a new steel joist/deck roof. The...
Thanks for the input everyone.
A few notes from the responses:
1. There is no back span. this outrigger creates a "bench" on an elevated floor. The main building structure is the floor, the tube sits on the main building structure and then the outrigger beams sits on the tube to get the...
DaveAtkins,
I'm planning to weld the Wide Flange beam to the tube across the flange and to the tube with a flare bevel weld. I was also going to add stiffeners than are in line with the tube wall. Good questions, I meant to add that info in the original post. I may also end up adding a weld...
Hello,
I have a condition where I have W8 outriggers bearing on top of a continuous HSS tube beam. The outriggers place a torque on the HSS tube. I want to make sure that I'm checking the wall of the HSS tube will be ok for the compression force created by the couple force. My thought is to...
Hello,
I recently watched the webinars from SJI discussing the use of Virtual Joists and Virtual Joist Girders in RISAFloor. They discuss after using the Virtual Joist in the software, to use typical call outs on plan. What I don't seem to grasp is how to turn the VJ callout in RISA into a...
Rabbit,
We do call outs like you do at my firm. I'm surprised at the number of replies that say they've never seen it that way. Duplicating information is the best way to cause an issue. If you update only in one location, you now have an issue. The contractor will choose to follow the...
I'm in the Midwest and we typically detail stoops with foundation walls that are extensions of the building foundation wall. I'm currently working on a project with 1000's of feet of storefront where a door could be inserted anywhere along the storefront. We are trying to figure out a way to...
The cost is something I'll let the Construction Manager figure out with the fabricator and mechanical contractor. I'll probably give them the choice between supplying a new beam with the correct beam web opening sizes or reinforcing with some kind of detail.
To clear up a few things.
The beam size is the right size, but the hole is not.
There are actually two holes. Both detailed to be centered vertically, 5" tall x 12" wide, spaced evenly along a beam that is 16'-4" long. The beam is non composite with no point loads, just floor loading. The...
Sekwahrovert,
Is there really a bending force in Option 1? The backer bar is there to only get the full pen weld started between the two base metals. If fabricated clean enough and shop welded, a backer bar may not even be required. I don't believe you can count on the backer bar creating a...
Some beam web openings were cut larger than what I had called out on plan for a project. The beams are W12x14; pretty small. The current size violates the detailing and geometric requirements of the design guide so I need to "fix" the beam.
I’m looking for a little guidance on what to do:
1...
Hello,
I'm currently reviewing some calculations on a retaining wall. The engineer is checking Vu against (0.5 * Φ * Vc). They are basically using this to say that they don't need shear reinforcement. I always thought that this only applied to concrete beams. For walls and slabs, I just...
Hello,
I am checking my flexible diaphragm strength and deflection. I used ASCE 12.10.1.1 to get the design forces. I am using dynamic analysis so my dynamic force Fi, for each level is limited to 0.85Velf. Do I use this same force for the deflection? Can I reduce the force down to Vdym...
Hello,
I'd like to clarify a design issue we are having. We want to make sure we are applying the appropriate Cs value to our building mass.
We've run through the numbers and the basics. We are using ASCE 7-05.
Cs = 0.311 (12.8-2)
Csmax = 0.947 using just Ta = .156
Due to some...
