Can anyone suggest a book about the construction of the Erie Canal? The books I’ve found focus on the politics, economics, social aspects, and religious aspects.
AASHTO used to have an effective width for cantilever slabs with wheel loads: E=3.75+0.8X, where X is the perpendicular distance from the supporting element to the load. You could treat your wall as a series of concentrated loads and add the effects. You could find out how that formula was...
The dash cam video has a crane obstructing the joint at the top of member 11. But the short “CCTV” video posted by Tomfh on 18 Mar 18 01:39 appears to show the space between members 10 and 11 diminishing before the collapse. This looks like a shear failure at the top of member 11.
When I asked for pictures, I wasn't thinking picture out of a code book. I was thinking - pictures of buildings taken with somebody's smartphone today. It's January. There should be dozens, maybe hundreds of these across the northern hemisphere.
It would be helpful for those of us who have not seen 11 foot drifts on little canopies if some engineers could post some pictures of these occurrences.
hokie66,
I thought the op said the building had precast concrete foundation walls. He never said how thick or how deep these walls were. I still think this is the geotech's call.
Seems to me that the most knowledgeable party in this scenario is the Geotechnical Engineer. As the Engineer of Record, my stance would be that the Geotech must approve the foundation system.
I remember the first SBR tank I designed on my own. I designed for the loads, and followed 350, except for the spacing of wall construction joints. I believe I had them at 60 ft whereas 350 recommended 40 ft. Tank leaked...a lot. Expensive epoxy injection to stop all the leaks. Unhappy...
My only experience is with rectangular tanks. If this tank is rectangular, it will leak like a sieve. At worst, it will fail outright. If you don't have the authority to stop this design, then you need to get it to someone who does. Failing that, make sure you are not present the day they...
For bridge work,Article 6.5.2.1 of the Manual for Condition Evaluation and LRFR of Highway Bridges reads:
Where mechanical properties have been established by testing, the nominal value for strength is typically taken as the mean of the test values minus 1.65 standard deviations to provide a...
The deflection issue aside, it sounds like the EOR designed the beams to a specified strength of 5,000 psi and the testing agency said it didn't meet code based on the specified strength. But the testing agency reported that the tested strength was 6,500 psi. So the EOR checked the beams based...
I've never had this condition either. For what it's worth, the PCI design manual reads the same as this section, but does not include the paragraph that has this sentence. As bridgebuster suggested, I would compare the result to the LRFD Spec. Also, I would find the section in Table 3.23.1...
"Tall Building Structures Analysis and Design", by Bryan Stafford Smith and Alex Coull contains methods for calculating drift of buildings with any kind of lateral force resisting system, including combined systems. This book is fascinating. It's directed toward tall buildings, but the...
strguy11-
Checked with the Repair Contractor, and it turns out that we didn't repair our cracked tanks with epoxy injection. We used a "Krystol Crack Repair System" by Kryton.
I think SlideRuleEra nailed it. I remember my mentor (we're going back a long way here) telling me that, in the old days, knee braces were only considered for deflection considerations. I believe the deflection was calculated for a simple span of length between the knee braces.
