With wood purlins, I'm discovering that I have to resist rolling, this due to the lateral component of the purlin reaction on a sloped roof and the distance from the centroid of the purlin to the bearing point. This is significant because the reaction force, normally taken in bearing is large...
I'd love to reduce the dev length for my retaining wall bars in the footing making a more efficient use of concrete using a longit bar in the corner of my standard hook. This would be analogous to a stirrup hook, which works in beam shear with small dimensions, right? A force is a force. It's...
I have an owner who seems to think that helical piers just need to come to torque and voila no geotech report needed. This is an area I've spent too much time thinking about, despite previous replies seen to this same question (see bot of post), I'd like to know what y'all think with the info...
a mechanical engineer friend who runs his own business said that he was told to assume no liability for a design that will be manufactured, they're not hiring you for your insurance coverage, they're hiring you for your expertise.
How do you mech guys handle liability in design for a part that...
In regard to reuse of design, this is a twist I haven't seen on Eng-tips. I wanted to discuss fees vs liability in manufacturing. I have a question in to my lawyer regarding this and wanted to know what other managers / business owners thought.
I'm being asked to design shear walls for...
I need bracing for my steel beam in uplift and this is bugging me.
I've noticed in PEMB that huge tapered built up plate girders with tiny angles braces to purlins don't seem change the size purlin it's attached to, and the tiny angle doesn't seem like it could carry a big kicker load. In this...
There are only a couple applicable topics on a search of 'expert witness fee', with some great clues but nothing conclusive for me.
My old firm / I was brought in late to a large project that had a lot of problems years ago to solve several issues structurally. It's now going to arbitration...
I want to purchase an Electronic Structural Detail Library and have come across a few
McGraw-Hill Electronic Structural Detail Library
Axiom Solutions, LLC-Handbook of Structural Details For Buildings First Edition - 500 Pages Paperback Handbook
Civilworx-Libraries
The McGraw-Hill library is...
A new client missed an inspection and needs an engineering stamp so they don't have to tear a deck down / rebuild etc.
This city official/inspector wants a letter from an engineer stating at a minimum that I am OK with how it's constructed because it's not the normal way that decks are built...
I'm starting my own firm, I'm familiar in my career with RAM and RISA mostly and wanted to see what else was out there. I created a spreadsheet for my use to compare suites and wanted to share with anyone looking into this as well. I've favored the perpetual stand alone licenses, but have...
I'm designing an independent steel mezzanine level (apx 30x50’ x 15 ft tall) inside of another building. I am having trouble getting reasonable results for loading in the knee brace direction (load acting in direction of strong axis beams and braces pinned m22 minor & m33 major, weak axis...
I have downloaded the trial version of ETABS and I've been using it for the last few weeks. I was excited to find a software that is not subscription-based and that did so much. I'm starting my own firm and like the idea of having software I own rather than rent. I was particularly excited to...
Column strip middle strip assumptions concentrate moments & shears in ultimate, and stresses in service for mild 2 way slab design.. should this also apply in prestressed/ Post-tensioned design?
I was very interested in ACI 318-14 researching this question because the re-organization put mild...
My question is buried below: does anyone know if the code says anything about weathering in regard to the Cm factor?
A beam that was oversized, 6x14 x 14' (butts to a 6x4 x 24') used on one end of a 38' long open patio built in the 80's has a weathered/grey end (45 deg from the open end), but...
I designed a restrained masonry retaining wall and I am taking another look at my wall and I'm taking another look at it.
I pinned the wall base at the top of my footing for the DD/bid, and that looks like a bad idea to me now. I'm thinking I should run the same pressures on down into the 2'6"...
This is a 3 part question..
Background:
I'm designing a patio enclosure with many windows and narrow shearwalls using FTAO for a restaurant addition/expansion. This is adding on to an old stucco/plaster wood frame building, an old gas station built as late as the 40's. The patio, extending...
Is this legal? (I don't know!)
City of Los Angeles Building Code 2008
http://www.archive.org/details/gov.ca.la.building.code.vol1
http://www.archive.org/details/gov.ca.la.building.code.vol2
California Building Code
http://public.resource.org/bsc.ca.gov/index.html
Public.resource.org says...
We don't normally do aluminum, but we're trying to help out a client that is in a bind without sticking our neck out in the process.
My question is: does the ADM or AISC SCM specify the required depth of a stiffener at intermediate locations of an element (10" leg on a L-shape) with a free edge...
