Hi guys, cheers for the responses,
I am in agreement with @Greenalleycat, balustrades are truly a black magic!
My contractor's engineer keeps showing this nasty connection, but refuses to provide any calcs; "timber by others". Certainly their connection doesn't work, because they've forgotten...
How do you rationalise these types of balustrade connections?
Source: https://www.canterburybalustrade.co.nz/technical/balustrade-fixings/
Withdrawal strength wouldn't be an issue, but I thought you need 5d edge distance for shear.
How about torsion - is this nominal and taken out by joist...
I am not convinced Case R2 is applicable though. In line with my understanding, Case R1 "includes the usual loads possible during construction which are not considered short-duration loads." I would not consider the cantilevered case to be "short-term".
I am considering installing temporary...
I am designing a basement that extends about 5m beneath an existing house, 4.5m deep. I am planning the design around constructing soldier piles along the perimeter of the basement inside the house prior to excavation, with a top-down shotcrete methodology.
When designing a propped or tied-back...
Hturkak, thanks for the ideas. In our case foundation uplift is a non-issue, with 30m screw piles! And column tension is only notable under wind loading so I won't bother with overstrength.
Thanks human, yeah I'm realizing the same idea applies to my 360UB's, haha... I would be comfortable just...
Hi, from my code NZS3404 for steel design, there is the requirement for minimum design actions acting on steel connections: "Connections at the end of tension or compression members - a force of 0.3 times the member design capacity". I'm looking at designing some epoxy bolts for small columns...
Hi,
Do I need to provide cover to the bottom of a rebate, or can I assume that grout will provide that cover?
I attached a sketch which might help understand the question. A little context, in case you're wondering; Essentially I have a prefab steel cage for a concrete pad which will sit...
In ETABS, for example, there is the option to import a .dxf file of architectural gridlines. Does anyone know if there is a way to do the equivalent in SAP2000? When I import a .dxf it always treats it as structural members.
Hi BigH,
For context, the data was obtained by a defendant in a lawsuit I was assisting. I was not seeking SBT-n to determine the soil type; rather so that CPet-IT would calculate a bunch of other parameters reliant on an SBTn.
Thanks KKasin,
The data is from Whangarei, New Zealand. Similar datasets are not uncommon. For your interest, a new commercial building suffered >60mm differential and unknown amounts of total settlement within 2yr.
One of our interpretations regarding fs was that the cone might be low quality...
I could not confirm the units are not in imperial, as the raw data is just a bunch of numbers. However in New Zealand it would probably be negligent, if not criminal to provide imperial data without stating units. The data is also similar to our own CPTs, with lower sleeve frictions.
Attaching this FYI. It doesn't seem to be related to pore pressure; the SBTn is 0 where the sleeve friction is very low or negative. Following discussion with a Geologismiki representative, this can occur in clays that are consolidating at a significant rate (as we have). Also, given that fs is...
Thanks for your response. Could you please provide a reference for the valid ranges? I haven't been able to find such a reference, and don't follow the peak friction angle/undrained shear strength correlation.
Hi,
I'm using CPeT-IT, dealing with some very fine organic soils. The soils I'm interested in are determined to be SBTn = 0, which I understand to mean undefined. As a result, I cannot obtain a number of key parameters.
I've figured the reason for this: my soils have very low fs (uncorrected)...
Hi,
In the case that I have CPT data, when calculating total and effective stress, should I be taking u=9.81*z or u=u2(pore water pressure from CPT)?
Cheers,
Kauri
Hi all,
Thanks for your responses, much appreciated.
After looking into the limitations of stressed skin design, I've convinced my supervisor that it is not worth arguing that the corrugated iron will provide any bracing.
This is in terms of a legal case with respect to the earthquake susceptibility of a warehouse. The roof structure is DHS purlins w/fastbrace (lateral restraint to purlins https://www.dimondstructural.co.nz/page/purlin/) with corrugated iron cladding. There is no cross bracing.
What does the...
It's MA, we've had tensile tests performed on tack welds (but not hit by hammer, hence the question) samples show minor reduction in yield stress, greater reduction in elongation but above 10% (G500E classification). Failure occurs at the weld which is unaccepted in standard AS/NZS 1554.3. This...
