OSHA States the following in section 1910.25(b)(6):
Each stair can support at least five times the normal anticipated live load, but never less than a concentrated load of 1,000 pounds (454 kg) applied at any point;
However, if you review the McNichols stair catalogue that follows the NAAMM...
Thank you everyone for your input. They are using a 4,000 rpm soft cut saw. We are going to look into the 6,000 rpm saw that was suggested. Unfortunately, their 16 to 24 hours before cutting is not practical in an exterior slab pour in the upper, midwest in spring time when temperatures drop...
We are using Dramix 4D fibers on a project and the contractor is having difficulty saw cutting the control joints. The specification is to saw cut within 4 hours. If they cut that early the saw blade catches the fibers and it makes a mess out of the joint. Our curing conditions are generally...
Does anyone know of any documents that give recommendations for concrete clear cover to steel that is continually exposed to high heat environments? I am designing a foundation for a kiln that will have an operating temperature of around 200 degrees Fahrenheit and I am concerned about long term...
The aluminum design manual says you can’t use aluminum blind rivets in tension? Can you use stainless steel blind rivets in tension for connecting aluminum?
I am reviewing an existing monorail crane that was built circa the 1970's. The plans indicate reactions but it is unclear if the reactions account for a vertical dynamic load allowance.
Is anyone aware of what impact factors would have been specified either ASCE or CMAA in this era?
We will put a protective canopy where is a sidewalk exists. There are really no projections from the building before debris to ricochet off of. The building is triangular shaped. There is an alley on one side a parking lot on another in the city street on the other. There is a extremely low...
I have a situation where a 100 year old building has a brick facade which has severely deteriorated and is imminently hazardous. I need to provide a repair plan to the city. In the interim I would like to recommend a temporary fence to restrict access. Is anyone aware of how car the fence should...
I am trying to analyze the capacity of a thin stone panel anchorage. The anchorage consists of strap anchor with a vertical leg set into a continuous saw cut kerf. Has anyone done this calculation? The limited subject matter that I have found suggest that load testing is required. Yet, I have...
I am classifying a conveyor bridge for an industrial facility. The bridge is constructed of tube steel chords and angle diagonals. The structure is classified as seismic design category D. This is a non-building structure with a weight of less than 25% of the combined weight of the bridge and...
I am reviewing calc's where a 90 foot tall tower is supporting an industrial bridge. The tower consists of 9 levels of a 12 ft x 15 ft frame with inverted chevron bracing on each side.Since it is inverted chevron bracing which is similar to a building, I believe that table 15.4-1 Ordinary...
Be careful if you have any re-entrant corners in the building. The nice thing about the expansion felt is that when the slab shrinks it can be compressed at the re-entrant corners. If you only place the vapor barrier between the slab and wall then the slab can get restrained at these corners and...
Perhaps you can make the top slab thicker to avoid the stirrups. Please elaborate on the fill height, design code, slab thickness, concrete strength, etc.
It is unlikely that you will find and engineer who willing to share typical/standard details with you (for free). Designing, drafting, and updating of these details is an investment of both time and money and can also be proprietary in nature.
I suggest doing what JAE or msquared48 stated and providing a space between the soil and structure to avoid the expansive loads. You will need to provide piles/caissons to span the grade beam to for this approach.
I designed a post-tensioned slab on grade in Texas and recall that you are not...
Is the uplift pressure from soil or wind? I think you mean soil upward force due to expansion. Typically, "uplift" refers to a wind force. IBC 2006, 1605.2.1 has a list of load combinations (assuming you are working in the US). I would factor the loads treating the expansion force as "H."
Unfortunately, I don't think that there is a "one size fits all" for this. Every supplier has different requirements for where there rails will need attachment. The best way to handle this is for the architect bid the elevator contract well before CD's are produced. This way openings...
