The thread744-499791 is closed. To continue discussing, I created this new thread.
In a former posting by Doug (IDS(Civil/Environmental)in the thread, he stated:
"Case 3 is just using the AS5100.5 code formula for the longitudinal force due to shear, and finding the adjusted bending capacity...
I have recently had a look at this amendment. This is now different from the same equation in AS 5100.5 as phiV_us has been replaced by (V* - phiV_uc), and "gamma_p P_v" by "0.5 gamma_p P_v". This equation is also different from those of AASHTO and the Canadian code. Does anyone know the...
A few articles have been published recommending the use of a scaled load (action) effects to determine ultimate shear capacity for use with load rating to AS 5100.7. It is not clear from these articles why it is necessary to do that. Doing so will result in the strengths being different for...
If I use a non-linear stress-strain relation of prestressing strands for ULS design to AS5100.5, I think it should be a characteristic relation rather than an average relation. What is your view on this?
Does anyone notice the inconsistencies in the different standards relating to the lap length required for stirrups ? AS5100 requires 1.3 L_sy.t plus a hook at both ends of the lap, AS3600 requires 1.3 L_sy.t and AASHTO LFRD requires 1.7 L_d.
The Australian concrete standards (AS3600 and AS5100.5) both have a clause which allows development lengths to be be reduced if more steel than required is provided. Doing this at a potential hinge forming region can result in sudden non-ductile collapse when overloaded since bond failure...
Is there a capacity reduction factor missing from Equation 8.2.7(2) AS 5100.5-2017 ?
I think this equation represents phi R > = F*, where phi is the capacity reduction factor, R represents capacity and F* represents "design action effects" at ULS. This is a common way to show the concept of...
In AS5100.2-2017 Table 2.2.5 "Permissible Tensile Fatigue Stress Ranges in Steel" provided for reinforcement an equation "150 (0.35 + 0.0026 d_1/d_b)", with d_b defined as the diameter of rebar and d_i defined as the nominal internal diameter of reinforcement bend or hook. It is not clear...
This standard has recently been withdrawn in Australia.
Does anyone know why it has been withdrawn without the publication of a new version ?
Does anyone know whether there is going to be a replacement ?
Wonder if reasonable to include steel in the compression region of an RC slab (one with both top and bottom rebars) in the section analysis when calculating serviceability stress for fatigue design (to AS 5100.5 Bridge Code). Expect to give a more economical design if I can do so as including...
AS 1597.2-2013 Clause 3.5.3 effective width for traffic wheel loads for ULS is 1.22m which seems reasonable for a large box culvert with a span length between legs of at least 1.2m. However, small box culvert standard AS 1592.1-2010 allows design of small boxes to use AS 1577.2-2013. Since...
I am not sure if large size circular hollow sections (>610 mm diameter)to AS1163 (cold-formed hollow sections)are available in the Australian market. I can find information of large size hot-rolled circular hollow sections (meeting requirements of Euro-codes). Is AS 4100 applicable to these...
In Table 4.10(A), for "Two member", the effective timber thickness b_eff is given as 2 x t_1 for use to determine the characteristic capacity. I could not figure out the reason for this value being 2 x t_1 instead of t_1. Does anyone know the reason for the use of "2 x t_1"?
The AASHTO (highway) code specifies minimum support lengths for bridges depending on earthquake categories. The Australian Standards AS5100 series does not seem to have this requirement. Is this because the risk of an earthquake in Australia is low ?
I require a nonlinear analysis for a vehicle at a position on a bridge. Nonlinear analysis because the model has nonlinear gap and link elements. I cannot carry out a NL analysis using statics multi-step analysis, and I do not want an influence surface analysis using a moving load analysis...
