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The studs bear on the sill, not the footing. I've also attached a picture of one of the conditions that actually does have a brace installed, but most other conditions don't. And the main thrust of my question is just to see if there is a code provisions addressing this...

I'm working on an existing house that has several continuous strip footings that are sloped. This means that the sill plate is also sloped, and the stud ends are cut at an angle so they can rest on this sloped sill. I'm not sure why they didn't step the footing, but slope it they did and now we...

KOOTK - Those are all good ideas, but the stairs have already been installed (that happened long before we were involved) and most of the anchors are expansion anchors that can't be removed. Unfortunately we have to work with what's there and add our connections around the existing hardware...

KootK - The latter option is the case. My main reason for wanting a slip connection is to ensure that the stair retains gravity support during a seismic event. The stringers are attached to the side of the 6-7.5" thick concrete landings/floors with (2)-Simpson Strong-Bolts which won't calc. out...

I have a project where I was engaged to provide calculations for a set of steel stairs that a fabricator had designed. Being in California, it is important that these stairs satisfy Section 13.5.10 of ASCE 7-16 with connections that can accommodate drift. Unfortunately, these stairs were hard...

Hawkaz, that is true per 1705.3, but it is also true that it can be exempt from SI even for f'c greater than 2500 psi as long as the walls support light frame and the footings meet the minimums of Table 1809.7. At least that is my interpretation, but their wording leaves a lot to be desired...

I have a contractor who wants to use 2500 psi concrete, but usually use a minimum of 3000 psi on all of my projects. The thing is, this has just become standard operating procedure for me over the years and I have no real reason to back it up other than "It's what I've always done." So, does...

I have a project where the architect is applying a waterproofing membrane over the top of some concrete work we are doing. The architect does not want the waterproofing to be damaged when the concrete cracks and would like to know how long he should wait after placement before applying the...

I have a set of specifications for the testing of shotcrete test panels that require 3 cores for compression tests, 3 cores for grading by a special inspector, and for the test panels to be cut in quarters for additional observation of the cut edges for adequate shotcrete placement. My question...

So, Chapter C gives 3 analysis methods and I'm wondering if anybody out there has experience with the 2 alternative methods. I usually use the direct analysis method, but am curious when it might be useful to use the effective length or first-order analysis methods. When are those more...

Is Table 4-22 in the AISC Steel Construction Manual applicable for members with slender elements? I ask because I did a RISA analysis of a WT7x15(compact web and slender flange) and it didn't match the allowable compression value I got using Table 4-22. Also, if this is in fact not applicable...

Does anybody have a good method for finding the torsional strength and stresses in I-beams and channels? I looked through the AISC design guide, but their process seems too cumbersome and time consuming for easy use. If that is the only way to do it then so be it, but if there is a simpler way...

WannabeSE : The LFRS is not a standards system, and would likely fall nearest a cantileverd column system. dhengr : I agree that the structure doesn't know whether it's non-structural or not, but I'm using my engineering judgement to fit my structure (or non-structure) to the most appropriate...

I am adding a new steel HSS entry portal (50' wide x 26.5' tall x 10' deep) to the front of an existing building and want to make sure the drift is within allowable limits. The problem is that I have classified my portal frame as a nonstructural component, and am now trying to figure out how to...

Hi All, I'm currently designing the anchorage for some mechanical units and ran into something in the new code that I hadn't realized. Section D.3.3.4.2 of ACI 318-11 specifies that we need to ensure anchor ductility, but there used to be a provision in the IBC (Section 1908.1.9 in the '09...

Hi all. I'm planning on taking the 16 hour NCEES SE Exam this coming October and am compiling all of the books I need. Currently NCEES says that their April Exam will utilize codes such as the '09 IBC, '08 ACI-318, '05 NDS, and 13th Edition of the AISC Manual. However, after speaking with...

Does anybody have good rules-of-thumb for member deflection limits when the member supports glass? I don't really see much direction on this in the code and have heard from others that they use more stringent criteria than L/360 when considering a sensitive material such as glass. Any ideas?

Does anybody out there use this table? I decided to check it out recently, but it doesn't seem to be very user friendly. A few questions. -Why do they bill it as a "Uniform" load table when they give it to you in kips? Assuming it means kips/foot will give you a moment far higher than the...

Wow, nice work everybody. I'm liking it, but it looks like I need to provide a few clarifications. I'll try and get to all of the questions you raised. 1. The original roof joists (2x4's) do not sit up on top of the 4x12 beam, but rather are attached on the side with hangers. This is the...

Bookowski, unfortunately I can't extend the 2x8's all the way to the end due to some messy end conditions. The 4x12 itself has adequate capacity for the excess shear so luckily I don't have to find a work around for that. Do you still think I need to calculate the shear flow as I have done it...