With an underslung overhead crane:
Does a runway beam have any additional lateral stability from the bridge girder acting as a link to the lightly loaded opposite runway beam? Does this link provide any stability in addition to that already provided by the load being underslung (located below...
I'm sizing temporary fillet welds for transport loading and want to ensure that I'm accurately calculating the capacity of these short fillet welds.
AWS D1 has similar wording.
I was concerned that the ends would be weak spots in fillet welds and that short temporary welds would have a...
Something from this thread that I wanted to ask about.
This piperack structural has longitudinal thermal bracing with breaks every 100ft. What is the purpose of the longitudinal ties?
Are these just to prevent bending and deflection in the posts (due to thermal friction)? Or is there more...
Any recommendations for Standard (API/CSA) vendors that have reasonable DRM?
Over the years our standards library has become littered with PDFs locked to specific computers with no one knowing how to access them. Looking for a better way to do things here.
Structural, Alberta
If a composite member has a uniform moment along it's length (dM=0), how do I calculate the required shear flow capacity between it's bonded components for composite behavior?
I understand this is a little academic for these boards, but separating the theory conversation from the application...
What surprised you when you started with bridge engineering? What have you found to be standard operating procedure that you didn't expect walking in?
I am asking because I am interviewing for a position in a bridge engineering firm, a very different professional community than my current gig...
See the attached screenshot to save us a thousand words.
I'm analysing a slender system (guy-wire tower) that is making use of rigid lean-on bracing system to resist buckling. The column to column lateral connections (the 4'x4'x3/4" plates in the screenshot) are stiff enough that I want to...
When preparing a portfolio of past projects to accompany a personal resume:
[ol 1]
Which IP belongs to who? Are 3D model shots property of the employer, or copyright of the modeler that produced them?
What have I produced belongs to me and can be used without permission? I understand that...
I'm working on a design following the letter of the code with the authority having jurisdiction (National Building Code of Canada, CAN/CSA S16), but I'm not finding references for using plastic torsional resistance. In this case an HSS square tubing is primarily loaded in torsion and I want to...
I'm reviewing the design of a stout aluminum box beam that has a history of shear failure in the HAZ at the web to flange connection. This is an exercise in optimization, we wish to change the welded detail to increase the shear capacity without overhauling the rest of the beam.
How do you, as...
I have a bolted T section to an existing web to pick up a shear load. The T section is to be shop fabricated and will consist of welded heavy plate, there is concern that the welded T will bow out the bolted plate and reduce the effectiveness of the shear connection. This is for the pricing...
Is the seismic design of storage tanks in New Zealand covered by API 650/620? If not what is the equivalent local standard?
Is Recommendation for the Seismic Design of Storage Tanks by NZSEE recommended for use instead of API 650 Appendix E?
Wadavis
E.I.T.
I am working on a few designs in Alberta that include shallow grade beams (12" steel beam 2" above grade, 10" preserved wood beam 2" below grade, 12" concrete). With the close pile spacing and and void forms, I'm not to concerned about the grade beams and structures themselves.
It is the frost...
It is becoming popular locally to place as much oilfield equipment as possible on piles. As a result I'm seeing a lot of 400 bbl to 1000 bbl tanks designed with steel skid bases. Is anyone willing to comment on this practice? Will anyone that has encountered this before add their 2¢?
As far as...
API 650 5.10.2.6 limits the slope of frangible roofs to not greater than 2:12.
API 650 5.10.5.1 limits the slope of self supporting cone roofs to 2:12 or greater.
Am I missing something important or is it only 2:12 self supported cones than may be considered frangible.
This is in regard to a...
Greeting eng-tips forums,
I am working on designing a 18m cantilever pole light tower according the the National Building Code of Canada, using Commentary I and the dynamic procedures.
The details are as follows:
Wind pressure, q: 0.28 kPa
Height, H: 18.25 m
Width ave, w: 0.4 m
Natural Freq...
