Mostly Gravity load concerns. I am also curious about what a point load from a hand truck could do to it. I cannot find a code requirement for a concentrated load on the floor board but there is one for the stairway of 300 lbs on a 2"x2" spot. How does the load get the stair without going...
I have an 100 yr old house that only has 1 layer of 3/4" T&G flooring. There is no Sub-Flooring. They are wanting to sand it again but I cautioned them about losing strength due to repeated sanding. Are there special design values for 1" or less SYP or does everyone use the NDS for a design...
In most cases, it is not a steel frame in the classical sense, they are individual steel columns under a beam with very little ability to resist moment at the column to beam connection. Any lateral resistance is predominantly friction.
If the plans call for bolts, make them put them in. To me, there is no debate, that is the purpose of having a set of plans. There is more to worry about than just wind uplift. They should also consider some uplift from the floor beam possibly being continuous span. Where I work, they are...
In my area, sign suppliers prefer the foundations as depicted in your sketch for smaller signs such as you show, as long as they can "dig it with a backhoe". After that, they are not happy with whatever you come up with.
The sign you show is one of the simpler layouts. Wait till they send you...
It has been a while since I did a beam laid flat.
If your beam is a 2x6 or 2x8 laid flat, is there any need to calculate Rb, le, and lu since they go into the CL equation but CL=1 if you lay the material flat?
I have a friend who wants a 25' tall brick fireplace with 4 sides open on the lower 4'. The corners have 8x8 masonry columns about 4' tall. Other than that, the remainder of a 6'-6" x 4'-8" plan view all-brick fireplace is open for the 4' height. Above the 4', it is all brick. I have never...
I keep running into People/Client's with the idea of using an existing Statewide Soil Map for either design or forensics at a specific site rather than paying for a site specific soil test. I have tried to explain to them that these maps are somewhat accurate over a very large area such as a...
I have not looked at the code but is the 10-year wind = .45W or is the wind .45x(10-year) wind? The second is more likely to occur than the first. As far as square footage, it would be the smaller tribs to be concerned with. I have seen a stack of plywood on a roof with 6 guys sitting on it...
I looked at your website. It appears you are a lumber supplier but do not offer design services. Any missing design information you need to figure materials would generally be supplied by the EOR. Not many participants in here could answer a specific question without reviewing drawings and...
With only 5-10 minutes, there are not many serious topics you can cover, so try entertaining them or making them do some thinking. I have used an eraser for several years to illustrate all the things you can do to a "stick-like" structural member. I drew a rectangle on it and can show...
Make sure you do not use the last allowable bending formula (F1-8 in the ASD method) since it requires compression flange to have as much area as the tension flange.
If you reinforce the beam without partially lifting some of the sag out before attaching the reinforcement, how do you reduce the stress on the existing beam? The new reinforcement would only take its share of any new loads. The already overstressed wood beam would still take additional load...
I agree with LittleInch. Columns or a wall designed into the space may be a better solution.
In your bottom right picture, the columns look like they have a noticeable lean to them. Looking at the angle of the column relative to the light blue line at the top of the wall indicates they are...
Well, to get the spitballing going, what about the possibility of bending a plate to make a U-shaped and sliding it up from underneath. It may require some welding or fabricating in pieces that have to be welded before installation. I do not think the fastening of the vertical legs would have...
I have some questions first.
1. Is the 6x8 turned strong direction up or weak direction up?
2. Are the splits you are concerned with in the compression portion or tension portion. The pictures look like compression side if the beams are simple span.
3. Do calcs indicate the beams are...
As long as the anchors meet the loading requirements based on spacing and depth, I do not see why they would not work. Problem is, who checked the new anchor design? As noted in winelandy's post, bolt spacing is generally tight on PEMB baseplates. As far as the PEMB giving a custom bolt...
