I have an incident of a slab-on-grade that has been placed that is exhibiting cracks in a pattern that I have not witnessed before and was hoping I could get some feedback/ideas from all here. Below is the conditions:
-6" slab on grade, 4000 mix, reinforced with WWR 6x6-W2.9xW2.9
-two "plates"...
I'm currently designing a proposal for a client. Its a MBS with a (3)100'span (300' wide building) and frames are at 40'oc. As you can imagine the loads are considerable. The client GA drawings require us to avoiding tie-beams or hairpins. In addition no slab will be installed until the...
I have a liturgical client who occupies a large house of timber construction. He is requesting an analysis of the live load floor capacity. He shared that his congregation may occasionally dance and/or jump a bit. I should add that this congregation is small - occupying a room approx. 15'x20'...
I am currently working on analyzing an existing roof structure for a possible new fall protection system.
I was able to pull off one of the existing joist tags, and it read the following:
54 256 J15 The CECO Corp.
I have been unable to find anything on the inter-webs, about CECO or this...
A co-worker used Apendix D to figure the shear of an F1554-36 1"diam. anchor rod (13.7kips) . I used the single shear value of an A307 in the AISC tables (9.42kips).
I realize that these anchors aren't technically the same, but for this shear/structural discussion should we be getting the...
Friendly debate in our structural design group:
Do you consider roof ballast as part of the Effective Seismic Weight?
-some say yes, since it IS a dead load and their are no caveats/exclusions for it per code.
-some say "maybe not" since it may act like ball bearings (i.e. not stay put in their...
This may seem like an oxymoron (wall wind loads on an open building), but sometimes this can occur.
I would like to understand which equations to use for elements and system using for MWFRS?
(btw, I'm using Directional - Part 1)
Section 27.4.3 "Open Buildings with ..." sounds like the right...
I've searched high and low (here and all points of the Google globe) but still not satisfied.
I pose a simple scenario:
A building that is 25'x25'x25'tall.
It has one opening in one wall that is 5 s.f.
According to the definition it IS "partially enclosed".
Ao = 5sf
Ag = 25x25 = 625sf
Aoi =...
I remember a rule of thumb:
Don't weld across a steel joist chord. All welds should be parallel to the length of the joist.
I can't remember how/where I picked up this nugget of knowledge. Can anybody point me in the direction of what authority this is under? (books, code, text, anything)...
We are currently looking to invest in new analysis/design software and are looking specifically at CSC's Fastrack program. Does anyone have experience with this program and can advise if this is a good choice? (we are a small design build firm doing primarily low & mid-rise commercial &...
I'm currently trying to design a retaining wall for a bunker building. The wall can be loaded at anytime from either side. I felt a double-reinforced wall would be the right approach for an economic design. I wanted the steel assignment for both sides to be the same to ease field...
A while back I wrote an excel program designed to pick standard crane girders (W-shape & channel) based on different cranes. In the program I inputted a small table that references different impact factors (from 5% to 25%) for vertical, lateral, and longitudinal loads based on the CMAA...
We're trying to improve our structural library and I feel we're a little shy on the Timber and Masonry areas. We have the ASD Manual for Engineered Wood Construction and the TEK Masonry Binder. But what I'm really looking for is a good text...like the books you learn from while in college...
