Recent content by PowerRanger

Thanks Guys Hi Ussuri, the second moment of area of my UB is 86.4X10^6 mm^4. If you consider the span between haunch, it will be only 14m, which will give a 45 span to depth ratio. Hi Tomfh, Zambo, Jacking the rafter up and re-treat the bolting splice can help, but need to jack up not just...

Hi Fellows A urgent question. I designed a factory shed last year, and they are building it now. The rafter is 310UB slope from one end to another, span 20m, with 3m haunch both end. The column is 360UB, high 3.6m at on end, and 5.2m at the other. The rafter rigid connected to the column. There...

I designed a portal frame supermarket two years before when I just graduated, at that time, I found one bolt in shear is strong enough to take the bracing force (wall and roof bracing), and I showed only one bolt in my plans, later, an architect review my plans and told me that 2 bolts is more...

Hi Fellows I am designing a not spill - through abutment (which means also act as the retaining wall). And I am finding difficulty to find out when is the maximum over turning moment happen, I means at which point under M1600 (AS5100). What I means is when the load is moving, part of the load...

Hi Fellows I am a new engineer, and going to design two bridges (precast decking and abutment) over two creeks, the bridge may be only one span, or two spans. And I am going to do the site inspection later. Could anyone tell me if there are anything I need to be aware on the site, or any...

Hi Fellows Thank you for the reply. Yes, my beam is partially prestressed, and it will have the flexural crack under full traffic loading. What I really want to know is that, before the beam crack, we know the end displacement is = strain * length of the member, but after the beam crack, at the...

Hi Fellows I am designing the bearing pad support the bridge beam. And I have a question about the creep and shrinkage displacement at the bottom of the beam. My case is, the prestress beam I designed is allow the cracking under the full loading, and my question is after the beam cracked at...

Hi Fellows I am designing the bearing pad support the bridge beam. And I have a question about the creep and shrinkage displacement at the bottom of the beam. My case is, the prestress beam I designed is allow the cracking under the full loading, and my question is after the beam cracked at...

Hi Rapt In my situation, the creep by prestress at the bottom of the beam is at the same way as the shrinkage before the section crack under the dead load itself.(member hog at this time, bottom stress act compressive, so the strain is toward each other at the support). After traffic loading...

Hi Fellows I am disigning the bearing pad support the bridge beam. And I have a question about the creep and shrinkage displacement at the bottom of the beam. My case is, the prestress beam I designed is allow the cracking under the full loading, and my question is after the beam cracked at...

Hi Fellows This seems a silly question. I remember one times I read a book talk about the stirrup, stirrup not just use for shear reinforcement, also use for holding the compressive and tensile Reo. in position when bending (resist the compressive Reo buckle outside). And this is why the...

That is cool, Unforturnately I don't have the Space Gass here, I am waiting for the ColdSteel. But GoldSteel only can solve single member, not for whole truss. So I need to use Microstran to find out all the reaction. Does any one know if there is a function in Microstran that I can easily find...

I talked to Microstran, and they don't have this module, and the information of ColdSteel is what they passed to me.

Hi Fellows I am looking for the program to design the cold-formed steel structures according to the AS 4600. I know Sydney U is providing the program ColdSteel/4600. But it only consider one single member, but I want to input the whole Lysaght C & Z sections welded to make a truss and the...

Hi Fellows I have a problem about the steel plate design. Following is my case. I am designing a panel wall system to resist the flood water. The panel(5m length) is bolted to the steel plate at both vertical edge. And the steel plate is weld to the composite pile. So what principal I should...