Good afternoon,
I have a wall in a building where structural ductility of 2 has been adopted. There are limits to the aspect ratio and slenderness of walls when using mu=2. I have got a scenario where I have a structural wall where there is no other option but to exceed the height-thickness...
From July 1, design practitioners will require insurance coverage to practice in NSW. It sounds like this is individual coverage, has anyone sought out where to get individual PI insurance from?
How do people account for the vertical earthquake actions required as part of section 7. My previous approach (using Etabs), was to select mass as a vertical and lateral mass, increase the modes to account for all the slab bouncing modes, and apply the accelerations as U3 (Uz) = 0.5*9.81.
As...
I liked the previous revision of the code shear it stated that slabs shear reo is required if V*>0.5*phi*Vuc and for beams V*<phi*Vuc. The new code has clarified this a bit further and started making the requirements of shear reinforcement based on the depth of the concrete under consideration...
Hi, I just want to have another run at this code provision relating to column design & earthquake design (thread744-468892).
AS3600 Cl 10.7.4.3.iii Says that a column where Lu<5*D then the column must be detailed to Section 14.5. Cl.14.5 is a provision for IMRF (mu=3.0). From experience, most...
Does anyone know the typical basalt content of concrete masonry units manufactured in Australia. AS3700 gives higher wall heights for given FRL's for CMU's with >45% basalt, however I find it very difficult to get this information from suppliers.
Reading thru section 13 of AS3600, when a standard cog is used at a slab edge the development length is reduced by 50%, the development of reinforcement for less than yield strength is linear but must be greater than 12*db. So for a typical slab edge, which is generally using N12's or 16's...
Has anyone been getting a connection error when using the RamConcept API
ConnectionError: HTTPConnectionPool(host='localhost', port=50795): Max retries exceeded with url: / (Caused by NewConnectionError('<urllib3.connection.HTTPConnection object at 0x0000023BFCB03AF0>: Failed to establish a new...
Has Etabs v19 got a method for using null areas for load assignments. I remember using this tool in v18.0.1 but this function seems to have discontinued.
ASCE states that a dynamic analysis must be limited to 85% of the base shear obtained from an equivalent static analysis. This provision isn't written explicitly in AS1170.4, but ethically is this limit being applied by engineers?
Hi
Does any know whether it's permitted to use an interpolation between strength utilizations of 0.35 and 0.7 when using table 5.7.2. I would like to use a midpoint value with utilization of 0.5. However I believe that if I am over the 0.35 limit I should go straight to the 0.7 values or use...
Hi
I have an 8" slab. Unfortunately some notches have been cut into the soffit leaving a 3" slab over a 4x4" area. Does this local zone compromise the entire adequacy of the slab for fire resistance. I have been trying to justify it to myself as not being to dissimilar to a 4.5" slab over 1.5"...
Hi
Does anyone have a typical detail when two light gauge C-section girts frame into each other at small angles (10 degrees).
Normally if they where framing into each other 90 degrees then I would provide 2mm bracket (1/8") and 2 bolts thru the web of each girt?
Any help from someone who...
Hi guys
What is the general procedure for accepting cylinder tests when fly ash is in the mix. The reason I ask is that I received three tests where all tests were more than 500psi less than the 5000psi specified.
I then questioned the concrete supplier why the concrete tests were so low (I...
Hi
What is the industry practice for specifying concrete grade for slabs on ground. Builders (mainly residential and smaller commercial projects) will naturally order N25 concrete because that is what they have always provided. I myself have been on-site before and instinctively instructed N25...
Hi guys
I have a contractor who wishes to jumpform columns. What this means is that the negative moment steel is fixed thru the column with couplers installed in the column and a construction joint is formed all around the column.
Is this a common form of construction and is it feasible to...
Hi guys
I am currently designing a grade beam and have encountered a few issues.
1. What is a typical detail to ensure than a grade beam can span over a pipe? When the pipe is below the grade beam I feel it is quite straightforward that the pipe is to support the wet weight of the concrete...
