I have a situation where I will need a concrete pier to support a primary building column, (4) small tube columns (to brace architectural cladding), and to support veneer that wraps the columns, all at the same time.
The loads are small. Column load is around 100 kips (dead and live). No...
If you guys have a multi-story steel framed building, in your column design, do you include connection eccentricity in the analysis of the column?
For example, if I have W12 columns, the connection eccentricity to the column centerline would be roughly 6", each side, in the strong direction and...
I'm trying to calculate the wind pressure on a wall inside of an open building.
The building is a single story car repair shop. The building is 200' long and 80' wide. It has roll-up garage doors on both sides, all the way down the 200' long length of the building.
The owner wants me to...
What is a good rule of thumb for the number and size of anchorbolts for use in erecting steel columns?
I have a building that is (3) story. The gravity columns will only be subject to downward gravity forces, except during erection. Is there a rule of thumb regarding the size and number...
I hope by asking this question, it may lend clarity to all:
Braced frame footing design is not clearly defined anywhere that I can find. I have looked in the AISC design guides, in ASCE 7, in numerous foundation design books and guides that I have, on the internet, and within this forum. I...
I have a question regarding composite steel framed floors. We have guidance in the code and AISC regarding individual member deflections, but I do not see anything about system deflections. Here’s what I mean:
Let’s say we have a composite floor on a 30’ x 30’ grid. If the beams and girders...
I am thinking of going paperless. I am a structural engineer that designs and provides analysis of existing buildings. I often times am completing hand calculations. Often, I will knock out a hand calculation for a beam, or column, or a footing, or something like that. I may sketch the...
In looking thru the NDS, I do not see any data regarding the use of 3/4" thick wood boards (1x's)
I am looking at an existing building that has 1x6 wood used as the subfloor. The wood is southern yellow pine and spans 24". I'm trying to determine what the live load capacity for a 1x spanning...
I am designing a library for one of my clients. The building will be steel framed with a composite floor system.
Given this building is a library.......how do you guys feel about what an allowable floor deflection might be? If I set my live load deflection to L/360....and my overall...
Take a look at the attached simple beam layout.
If a person is working thru simple beam design at beam 1 and beam 2, what is the unbraced length that would be used to determine the allowable stress?
- BM1 and BM2 are sitting on a concrete wall and welded down (pinned, not rotationally...
Can you guys tell me why the IBC took out the nailed diaphragm and shearwall capacity tables?....and instead reference ESR-1539 for those capacities?
Why didn't they just leave those values in there?
Now I've got yet another place to have to go to dig up data.
I have a question regarding lap lengths of reinforcing bars.
If we have a concrete wall (say 10" thick), and we have #5 bars at 10" o.c., each face, horizontally for temperature and shrinkage reinforcing, what is the required lap length?
I've got shop drawings to check on such a wall...
I have a situation where the GC wants to use Elocone nuts on one of my projects.
There are some anchor rods that do not have enough projection, and he wants to fix this via Elocones.
I asked if Elocones have any ICC testing data. They do not. Does that mean I can't use them?
They tell me...
I have a brick veneer lintel, in design, that is caught up in a grey area:
My angle needs to span 10'. It supports 40 psf brick veneer. The angle size requested by the architect is a 7" x 4" x 3/8" angle.
The brick above the angle is only 5'-4" tall.
All this being said, I'm trying to...
I've got a situation where a steel beam flange needs to be welded to an angle.
The flange is too long right now, and needs to be trimmed back before it is welded to the angle.
That said, the erector wants to flame torch the beam flange, back to the proper length, before welding the flange to...
I've got a project where wide flange columns support wide flange beams.
The girder wide flange members frame to the column web via bolted connections.
The erector calls and says that, in the shop, the flanges of the girders weren't coped back far enough to allow the perpendicular beams to be...
All,
Recently, a GC called me about a building where a vehicle had demolished a part of a building. The event had just happened, the building was in-use, and the owner needed direction on how to secure the building immediately.
I was directed to drop what I was doing, right then, travel to the...
Do you guys know of a “standard” detail for the connection of a roof bar joist bearing on a hip ridge steel beam?
In the past, I’ve always had the fabricator build a seat, on the beam, for the joist to sit. The seat is usually comprised of a bent plate to the slope of the joist along the plane...
I was wondering: What cost per square foot are you guys seeing these days?
For example:
Warehouses: Say 20' clear, precast insulated wall panels and 8" slab on grade, spread footings, framed conventional steel?
Office Spaces: Say 14' clear, 4" slab, spread footings, conventional steel...
I've got a job where I have a concrete foundation wall that is about 6' tall, and atop this wall, metal stud framing extends to the roof. The wall is veneered in brick. The brick veneer has alot of architectural character to it, in that it bumps out, away from the building, low....and is the...
