Recent content by KVdA

When calculating it using ASCE 7-02 Cat II = surface roughness C => alfa=9.5 and zg=900ft => for z=20m or 65.6ft i get Kz=1.158 For I=1, Kd=0.95 (for tanks) and Kzt =1 (flat terrain) i get V=45m/s from back calculuting it via qz = 0.00256 Kz KZl Kd V²[ (lb/ft2) Somebody any comments on this?

Ok here it goes: Terrain cat II OD shell 30m Height 20m Air dens 1.25kg/m³ and lets assume orographi, direction, season all are 1 Basic windspeed Vb,0= 26m/s =>Roughness cr(z)= 1.138 => vm(z)=26*1.138=29.59 Turbulance factor = kl=0.995 (from NAD) => Turbulance intensity = 0.1661 Peak velocity...

Thx for your reply HTURKAK I'm still not convinced and the reason is also the answer to your question: Because there is no reference what so ever to ASCE in the EN14015. As a result the designers are simply left to guessing on what is required here for input. Unfortunately this not only the...

Dear HTURKAK, 1)I don't think the basic windspeed is equal to the 3sec gust factor... As per API 650 §5.2.1. k) 4) "The fastest mile wind speed times 1.2 is approximately equal to 3-sec gust wind speed (V)." If i look at the definition of the basic windspeed it is a windspeed averaged over...

Hturkak, thx for your reply but I did actually look at the EN14015. There is no guidance what so ever in the EN14015 on what the windspeed should be. The only thing §7.2.10 does, is say that it shall not be less than 45m/s and that the 3second gust wind speed should be used. Unfortunately there...

I think i have an answer to my question although it gives me more issues: - When forces are required such as uplift/overturning(API650 §5.11) and tank anchorage (§5.12) i should use the wind force on structure - When pressure is required such as in wind girder design and external pressure (annex...

As eurocode seem to define two windloadings in §5.1 of EN1991-1-4: -Wind forces on structures, e.g. for overall wind effects -Wind pressures, e.g. for cladding, fixings and structural parts Does anybody has an idea of what windspeed/pressure is required to be used when checking an API tank...

Does anybody has an explanation on the outcome of SIF being different when calculating it using the FESIF module and nozzle pro module of PRG? For example following input: - Run 6" sch 40S - Branch 2" sch 40S - Branch angle 45° Output: Nozzle pro SIF for the run : ii=1.6 ; io=0.5 ; it=1.69 ...

"No but there are formulae to determine bending stresses of curved sections. " And those are/could be found in code .... paragraph....?

Are you asking " Can I further bend an existing cold bend??" The answer is yes. Pipes (diameter 24") are cold bend to a certain radius (lets say 260m), welded together and subjected to a load which will induce a bending moment (in this particular case during installation). For simplicity sake...

Thanks KevinNZ but my question actualy was - Does a cold formed bend react on the same way as a straight pipe? - What is the bending limit on a pipeline containing cold formed bends? - Any code references?

Does someone has an idea what the maximum is that i can bend a cold formed bend, bearing in mind that there is no opportunity to check for wrinkles or minimum wall thickness. Or is the answer simply no additional bending stress/strain allowed. Any reference to known acknowledged codes might...

R=sqrt((Rh^2*Rv^2)/(Rh^2+Rv^2)) with Rh= horizontal radius and Rv=Vertical radius

Not necessary as in "i don't suspect any problems" or in " it is not required by the API"? Is it possible to refer to a paragraph in the code? THX

Hi everybody, Is it required to check the strength of the welds, per paragraph 5.7.2, for shell nozzles when they comply with the figures an tables of API650? Thanks