Has anyone used RISA 3D for analyzing and designing soldier piles? I use RISA 3D a lot, but I haven't tried it for soldier piles. I realize that I would need to use springs to simulate the soil into which the pile is embedded. I'm just wondering whether it's more trouble than it's worth and I...
I am detailing steel truss connections and I am having a brain fart about something; hopefully you all can set me straight. I have the truss designed and now I am drafting it, specifically the connections. I started with a truss line diagram (based on my analysis model) then overlaid the...
http://www.chicagotribune.com/suburbs/naperville-sun/ct-nvs-naperville-carillon-repair-meeting-st-0818-20170817-story.html
By the headline of this news story you'd think the building has structural deficiencies caused by poor structural design. I've read the article three times now and the...
I have come across many threads on this site regarding concentrated loads on composite slabs. But I have a slightly different twist on things on which I am hoping to get opinions. I have reviewed the concentrated load example in various deck catalogs as well as reviewed the information in SDI’s...
I'm modeling a floor area in RISA-3D. The floor assembly consists of steel beams supporting a noncomposite concrete on metal deck slab (4" concrete on 3" deck, 7" total). I'm just modeling the beams and inputting the slab as uniform load on the beams. I'm setting the Lb-yy of the beams to...
I am using RISA 3D v14 and I do not have RISA Floor. I am modeling a somewhat complicated two-story structure (high-end residence) composed of steel posts, steel beams, CFS floor joists, and CFS shear walls. I can design the CFS floor joists and CFS shear walls easily enough using catalogs...
I'd like to solicit some opinions/advice for how other have dealt with the following situation. When working on projects that involve the renovation of existing concrete buildings, how have you all handled the specification and installation of new hangers to support MEP equipment? On projects...
I am working on a project in which a large portion of the first floor area will have a floor finish consisting of an exposed polished concrete slab on grade (6" thick). The goal is to maximize the control joint spacing as much as possible while still providing for the typical isolation joints...
My situation is as follows: While working on a project involving interior renovation work on an existing commerical property (circa 1900s), the connection of the cornice at the front facade to the steel wide flange lintel appears to have issues. The lintel is approximately 20 to 25 feet long...
If I have a multi-story concrete building with shearwalls as the primary LFRS, this will be considered a non-sway (i.e., braced structure). Therefore, I assume all of the columns in the structure (which don't contribute to the LFRS) would be designed with a k-factor of 1.
Now, if I have a...
I was asked by a superior in my office a fairly simple question (or so I thought):
"What is the minimum amount of steel required for a footing?"
I immediately went to section 10.5.4, which then prompts me to go to section 7.12. Assuming grade 60 steel, the answer is .0018 (7.12.2.1b), piece...
I work mainly on concrete and steel commercial office building design and haven't had too much experience with residential single family homes, but how hard could it be, right :)
So, I was asked by a friend to review some preliminary architectural drawings that he is planning on using...
(Note: I originally posted this in the "Concrete Post-Tensioned Engineering" forum, but it doesn't seem like many folks actively look there, so I thought I'd post it here too.)
I am hoping to find some guidance on stage stressing of PT girders. I am designing a 38-foot girder which supports a...
I am hoping to find some guidance on stage stressing of PT girders. I am designing a girder which supports a column at midspan. The column supports two floors above that.
When is stage stressing necessary? When is it not?
In my office, the latest Post-Tensioning Manual we have is the 4th...
According to the IBC 2003 (1616.4.1), all structures need to be designed with a lateral force resisting system capable of resisting even the smallest lateral loads (SDC A), either from quake or wind.
I haven't been able to find good guidance for the design of a lateral restraining system for a...
Allow me to propose a hypothetical situation:
Suppose there was a 20-story reinforced concrete oceanfront apartment building, of typically rectangular shape, assume 2:1. Each unit has a balcony and each balcony is enclosed with an aluminum railing system. The aluminum railing system is very...
I'm in the preliminary design phase of a 10-story reinforced concrete building on the east coast (US). The Geotech report came back and the conclusion was that the soil is quite poor. Due to this, the building will only have one below-grade level. A deep foundation system of square concrete...
(Sorry if this question has been posted previously, but I couldn't find my exact answer after performing a forum search.)
I am designing a one-story steel warehouse-type structure per IBC 2006/AISC 360-05/AISC 341-05/ASCE 7-05. Approximate plans dimensions are 500' x 160' with a height of 40'...
Hi, I am modeling a simple span steel beam in SAP2000 version 14.0.0. I want to model one (or both) ends of the beam with slotted bolt hole connections. The allowable movement of each slotted connection is 1" +/-. And I want this to factor into the overall deflection of the beam.
Does...
