Hello All,
Title sums it up best. Summary below:
I work for an engineering firm with under 1000 employees and was recently promoted to a senior position within the production staff. I've worked hard for this, am a heavy lifter on our team, and regularly contribute to things outside of my job...
Audience Task: Provide 60% UDL value for a wide flange steel beam, given the following parameters....
Code: AISC, Table 3-6 (provided below), Use LRFD capacities.
Beam Size: W16x31.
Beam Length: 20 Feet.
....What value do you get? Please share.
Hello,
Hypothetical floor system is 30'x30' bay comprised of WF girders supporting K-series OWSJ joists and conc slab. Suppose a heavy countertop weighing 1,000 lbs will be located in one quadrant of the bay. After the traditional first pass through DG 11 methods via spreadsheet or floorvibe...
3-story steel building with office occupancy, beginning excavation next week. Original design was traditional spread footings with concrete piers below grade. Slab on grade at ground level.
Due to an 11-th hour developer-driven, construction phase elevation change, many of our foundation piers...
Hello,
For those that own the ASCE 7-10 or ASCE 7-16 versions of the text "ASCE 7 Guide to the Snow Load Provisions"....do they illuminate any opinions/conclusions on the tendency for snow to accumulate between closely spaced RTUs? Similar to the "15 foot rule" is there any guidance/threshold...
Hello All,
Does anyone have suggestions for reference books that cover the topics of repair / restoration of existing structures.
If possible, I would like to add a few books to our library that cover both antiquated and more modern construction techniques relating to a myriad of construction...
Hi All,
Please see attached sketch. I think we have successfully avoided situation #2 (bottom) where the shear plates and welds are exactly aligned on both sides of a column web, however, we ran into a close call earlier today that had a few of us sweating.
How often do you direct the...
Hi All,
How many of you out there have performed connection calculations for a Steel Fabricator on a large structure(s)? On buildings where the EOR wants calculations for ALL connections within a multi-story steel building, have you utilized software? Spreadsheets? Old fashioned hand...
If a mechanical engineer says "oh, and we need your help to support three 10 ton RTUs", what number does your brain start to think of in regards to self weight of the RTU? (On a current project the mechanical equipment schedule shows that a 10 ton roof top unit has an operating weight of 1300...
Hello Everyone,
When assembling a field report after a structural observation visit, we generally use MS Word for our Observations/Recommendations, and then include an appendix of photos. The photo appendix is generated using Powerpoint (we have a macro that aligns photos and inserts a...
A few questions about wind uplift on roofing systems:
1. Are roofing systems, specifically EPDM fully-adhered systems, required to conform to the uplift pressures determined by the Ch. 30 (Components & Cladding) in ASCE 7-10? I assume the adhesive for the EPDM layer and the mechanical fasteners...
Owner wants a flat green roof on their garage. Roof structure: LVL joists/rafters and plywood sheathing. 8" masonry parapet.
My gut says:[ol 1]
"design for bathtub/rooftop swimming pool" (i.e. assume the/any roof drainage fails). I plan to tighten up the joist spacing (probably 12" o/c), and...
Please take a look at the attached image from the Steel Stud Mfrs Assoc. - the question is: if a boxed header is chosen from the table, does it come "off the truck" pre-manufactured with NO seam welds/cap & screws required to be specified by the EOR? I'll withhold my thought briefly. Thanks
I am designing a new cold formed steel loft to be constructed within the confines of existing wood stud walls, so I have a ledger condition along the perimeter. I am sure this has been tackled before using CFS, but I am having a tough time quickly finding a typical approach to this detail. My...
I'm reviewing a design in which a colleague of mine placed a small intermediate landing for a fixed stair such that the walking surface is approximately 3'-0" directly above a vessel (industrial facility). The landing area is more-or-less centered over the vessel, we have provided the necessary...
Does anyone know if ASTM 131 Grade C exists anymore? Based on a quick search, it appears it could be phased out. I see an old thread addresses this issue, but that was 5 years ago - I'm hoping for some new ideas...
Whether it is old, or still used somewhere, does anyone know the material specs...
Is anyone aware of an OSHA requirement for the spacing of top reinforcing bars in a mat footing (say 3-4 foot thick)?
I'm seeing a detail where there's 6x6 WWF being placed atop the typical reinforcing bars (12" o.c. e.w.). I'm told the reason for this is so that the rodmen don't injure...
