Search results for query: *

I think it would help if the code defined "lateral support" more precisely. Something like "the prescriptive tables may be used when lateral support of adequate strength and stiffness to resist the applied earth pressure without excessive deflection is in place at the top and bottom of the wall".

Thanks for the response. I guess my question wasn't totally clear - its more of a code interpretation question. By making the use of the prescriptive tables dependent on having "lateral support" at the top and bottom of the walls, without specifying what constitutes "lateral support", its open...

Thanks Mike, Wood diaphragms get really gnarly if you reduce the diaphragm capacity by .56 for permanent loads per footnote "h" of the 2006 IBC diaphragm tables. I'm still looking for a reference that might define "lateral support" as a 'diaphragm of adequate strength' or some such thing so I...

Hello everyone, I've cross-posted this from the IBC (Building Officials) forum. I've been pushed (once again) by our local concrete contractor to allow a basement wall to be built according to IBC minimums (Tables 1805.1(1) through 1805.5 (5). 1805.5 states that the tables may be used when the...

Hello everyone, I've been pushed (once again) by our local concrete contractor to allow a basement wall to be built according to IBC minimums (Tables 1805.1(1) through 1805.5 (5). 1805.5 states that the tables may be used when the top and bottom of the wall is laterally supported. With a...

Well thanks Josh - good to see your voice again! And thanks for checking in on the forum and responding. As far as I know, the latest AISI steel spec is ASTM A1003/A1003M-02a "Standard Specification for Sheet Steel, Carbon, Metallic, and Non-Metallic Coated for Cold-Formed Framing Members" as...

I've got to add some cold-formed steel joists to my model. The standard material properties spreadsheet only includes A570 and A607 steel. These are outdated specs as far as I know. Are others just creating their own material on the spreadsheet? Those specs were apparently superceded by A1003...

Thanks Josh. I've also been reminded (by tech support at Risa) that AISC does not require that I model the bolt line eccentricity except for deep beams with large shear plates. Do you know the section/page number where AISC discusses that?

Is there a 'best practices' approach to designing columns using Risa Floor and 3-D? I work on relatively straightforward low-rise buildings for the most part, but the axial loads can get up to 200 kips for columns at the lowest levels. Risa floor provides column sizes based on axial loading...

HeberPE's approach makes absolute sense to me. I'm converted. We're in a relatively light snow load area (ground snow load varies from 25 to 40 psf, depending on the muncipality). No engineer I've spoken with in the area has ever referenced 1607.11.2.2 in the code, or considered a deck a...

JAE, I the ROOF load the ICC folks are pointing to is under "Special Purpose Roofs" 1607.11.2.2. That section requires appropriate live loads be considered on a roof used for assembly, roof gardens, etc. I guess those loads would be considered ROOF live loads, by the code (though I would...

Hello Eng-Tips engineers. As promised, I contacted the International Code Council for an interpretation of deck loading requirements. I'm pasting the email stream below (listed in reverse chronological order. Here's my response: Hello, Thanks to all. Regarding answer A1 – Table 1607.1...

Thanks JAE and RockEngineer, I agree with both of you. We're in a 30 psf snow load area (Central Virginia). So while it may be unlikely to see both full snow and live loads, I'll design for both until the building code is changed. I like RockEngineer's cut-off including live load above a...

Azpe, First item: Why quibble over 2 nails. Use 5 nails per connection. Second item: I've spec'd curved laminated headers for barrel vault dormers, but the curves were cut from sheets of 3/4" ply. Laminating out-of-place works as well though. I've seen curved stair stringers laminated...

I've been having an ongoing disagreement with a fellow engineer. Allowable stress load combinations in the IBC (require Dead + Live + Snow be considered. My associate says that combination does not occur, so does not design for it. I say he is violating Code. Do you typically combine snow and...

I weld studs to the top flange. Analyze the moment frame with overturning loads from the shearwall to see if you need stiffeners.

I agree twinnel. With CMU or concrete backup, there's no height limit. I've got steel stud backup once I get above the lower (garage) level.

Thanks to all. Good link haynewp - I'd looked at other tech notes, but somehow missed that one. The Shelf angles are in.

All, Thanks for looking at this. I'm in agreement with haynewp and jae. If the 4" cmu was to be a couple of feet high, I could justify reinforing it and calling it foundation. Of if I had solid masonry walls behind, I'd grout the collar joint and call it good. But in this case, I think I'm...

I'm working on a 4 story bldg with exterior gage steel studs. Brick veneer runs from the foundation all the way up. Per ACI 530-02, 6.2.2.3.1.3, the height limitation for the veneer above the foundation is 30 feet, with veneer supported by relief angles at each floor above 30 feet. Here's the...