What would be your approach to evaluating an existing eye-bolt connection where there was once a canopy on a 100 year old building? The original is long gone and we'll be attaching a new canopy in its place. My thought has been that I'll be asking less of it than it was intended for and...
How do other structural engineers typically handle the initial statement of special inspections when a third party firm will be doing the inspections? As the Design EOR, I'm hesitant because the signatory agrees to do the verification and, for the final statement of Sp. Insp., attest that all...
A basic ponding question: As I interpret ASCE 7-16, the ponding load is treated as Rain (R in load combinations). This suggests that it does not act concurrently with Snow load. However, the commentary on sections 7.11 (Ponding Instability) states:
So, when determining the capacity of...
For your interest: just an example of in-situ masonry in bending in my neighborhood. There used to be a steel beam there.
https://files.engineering.com/getfile.aspx?folder=f31d2c30-dd9c-4617-8dec-3c676b64fbc5&file=garage1.jpg
Does anyone have specific information an existing truss I need to evaluate and modify with an interior support?
From what SJI tells me, and other corroborating information, it's a type of Truscon joist, but it's a bit unusual and the catalogs I've found don't directly mention this type. The...
Can anyone identify the manufacturer of this type of joist? It's similar to the Anthes joist that's on slideruleera's website, with cold-formed top and bottom chords and a bar used as the web. An interesting feature is that it has a plate near the bearing. It's in a building in the...
I was contacted to evaluate a dumb detail condition where steel angles have puled away from the block wall.
It's a roof system with open web steel joists supported by a concrete block wall. The joist bottom chords are welded to the steel angles, which are fastened to the block with 1/4"...
Some construction methods were revealed by the hurricane winds in Rockport Texas. Comparison of news photos with google maps shows catastrophic (and perhaps fatal if the residents didn't evacuate) damage at wood framed apartments. I"m not from this area, but if I've correctly identified these...
As part of a Property Condition Assessment (under ASTM E2018) I looked at an 1980's office building (eastern US) with significant/noticeable deformation in the floors.
The building is a 5 story concrete structure with a flat slab with drop panels. The column bays are 25'-0" x 25'-0" and the...
I'm working on a single family residence (in the US) that has a culvert over a stream. The owner would like to put a guardrail on each side of the driveway.
Am I correct to believe that this guardrail may be designed as a pedestrian restraint (IRC) - not as a vehicle barrier (AASHTO)?
I'm taking a preliminary look at a 100+ year old building that is comprised of four brick bearing wall structures. These side-by-side structures have been combined to one address, with each being roughly 18' wide X 50' long. This is a typical early 20th century commercial building: long...
I'm having trouble reconciling wood shear wall deflection calculations done according to equation (4.3-1) of the AFPA SDPWS-2008. My software result doesn't match my hand calcs and spreadsheet so i wonder if I'm missing something.
Specifically, are there modifications that must be done to G...
I'm designing an observation platform that will be supported on three steel pipe columns and be about 30 feet up. In plan, the columns form a triangle with 4 foot sides. I've derived the wind loads but I've bumped these up to be about 10% of the dead load in my prelim analysis because I want...
This is more of a theoretical - judgment type question. I'm looking for a gut check, I think.
I'm working on a renovation of a 1910 (+/-) library building with a poured-in-place concrete slab supported by a steel WF girder. A couple of cuts have been made in the slab for mechanical...
