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Hi hokie66, yes, I am at Australia. The reservoir roof structure is existing and more than 70 years old. The top of the purlin is at the same level as the top of the rafter. Web side plate welded to the rafter with slot holes for the bolts to the purlin. It is not a new design, and engineering...

the slope of the roof is very flat, and no upward force on the roof. Bottom flage will be always in tension except at the region near the intermedia support. My question is, does the slot hole arrangement good enough to provide the top flange laterally restrain? Thanks.

Hi I have a case which the rafter has webside plate (weld to the web of the rafter, the length of the plate is approximate half of the depth of the web from the bottom of the top rafter) bolt (two bolts) to the purlin at 0.9m spacing. the bolt hole is slot hole (2.5 x the bolt dia) instead of...

Thanks everyone. Little bit more specific, I am mainly practiced bridge and tunnel engineering in AU, and use AS5100, and sometimes refer to BS code. Does Canada follows AASHTO? Also, anyone knows the transportation market in Canada? Any big projects are coming in next few years? I know the...

Hi I am an engineer in Australia, and looking for opportunity in Canada. Would like to know the Canadian Standard follows the UK or US rule? Thanks. Say G'Day

Hi Can anyone show me some drawings of what Box abutment looks like, and how it support the superstructure. As I only know, the box abutment is some kind of system have void and thin wall. But not sure any more detail. Thanks for your help. SayGoodDay

Hi Guys I am designing some frame structures to support some big signs next to the HWY. The frame is a 2D structure, supported by 2 posts, and I would like to see is there any deflection requirements of these posts (any code?). The result I have is approx. H/100, and I accpected this result...

Hi guys When we design piles(fully submerged in ground)in bending, do we still need to consider the crack control in serviceability limit state (AS2159 CL5 doesn't mention)? If yes, why? In my understand, the crack control (AS5100.5, CL8.6) limiting the reo stress is used to control the crack...

But it is at least 3 times more steel then (for a, it times 0.03, but for b (ii), it times 0.09). Why? Thanks.

Hi Just a question, in the code, it stated the y1 is the larger core dimention of a closed rectangular tie. What happen if it is circular tie for circular column?. y1 is equal to the diameter of the tie? It just came up a very close spacing then. Thanks

Hi csd72 I prefer only use the bar to resist the lateral force. I know there may be some friction, but because the sandstone is very smooth, so I prefer to ignore it.

Thanks apsix.

Hi csd72 My case is, I want the anchor (say N32) take shear force (only) between the rock and concrete footing. I don't need them to act composite, but shear only to resist the lateral force. My other case is, some bars come out from the column into the headstock to resist the braking load...

Hi I have a question about the longitudinal design shear strength. The application in AS5100.5 stated, this clause also applies to the transfer of shear across any specific interface such as between precast and in situ concrete or across construction joints. So my question is, now, I am...

Hi Castigliano The first thing I want to know is, how much soil resistance behind 1st row of pile, and how much behind 2nd row. I read some papers, "pile spacing effects on lateral pile group behavior", I understand that the 1st row of pile resist more loads than rest, but I don't know how to...

Hi civilperson I am not very understand what you are talking about, in my understand, two row of pile: I I <--- lateral force I I I I \ \ \ \ <--I want the moment at this point I I I...

The moment at plastic hinge is cause by the lateral force, and it must be smaller than the moment capacity of the pile.

Hi Can anyone teach me how to find out the maximum moment at plastic hinge of the pile in pile group. My case is, my abutment has 2 rows of pile spacing 1000mm, all piles size 400mm x 400mm. there are 4 piles each row(spacing 3m, 2.4m, 3m). The abutment beam is 1.9m wide x 1m depth. The...

Thanks apsix I did not design this footbridge, but I need to verify the design and prepare a report for council open discuss. (So that is why I don't want to over/under estimate any problem). In your point of view, can the stiffener and transverse beam system provide lateral torsional...

When you have time. Thx.