Hi,
I have a client that is requesting to fill a 2" in 12" self-supported cone roof up to the very top (apex) of the roof with liquid. I know this raises alarms in regards to venting, etc...
What my question is - how does the liquid apply pressure on the underside of the roof? I would...
Hello,
API 650, 11th Edition, Section E.6.2.1.2 has equations for seismic anchorage. However, Section 5.12 in combination with Table 5-21 has equations for seismic anchorage as well.
The question is, how have you approached the two conflicting equations? Do you look at both and use the most...
Can someone help me remember how to calculate a pressure from a velocity of water? I have a pump in a river that flows at 10 feet/sec. I need to calculate the pressure the water exerts on the pump to design the anchorage.
Any help would really be appreciated.
Thanks!
Does anyone know of a code reference (AISC, UBC, IBC, etc..) that requires flat washers under the nuts of anchor bolts in tension.
The contractor forgot to install washers under the nuts that hold down a column base plate. Due to the forces on the structure, these bolts are in tension in a...
All,
I wrote this VB code for automatically subscripting/superscripting text. I find it very cumbersome to subscript and superscript text in excel. The following macro requires that you put brackets [] around anything you want subscripted and tildes {} around anything you want superscripted...
All,
I wrote this VB code for automatically subscripting/superscripting text. I find it very cumbersome to subscript and superscript text in excel. The following macro requires that you put brackets [] around anything you want subscripted and tildes {} around anything you want superscripted...
I was wondering how I go about designing a partially buried welded steel tank. I can't find any reference in API 650 regarding this. I can perform a finite element analysis to determine the stresses, but what allowable do I use? Anyone know of any references? I've designed 100's of...
What is the approach/equation to calculate the overturning toe pressure on a concrete ringwall in a seismic event? I have a 89'x32'H welded steel tank that is in seismic zone 4 and is resting on a concrete ringwall (not bolted down).
Any help would definitely be appreciated.
Thanks,
Mike
What is the approach/equation to calculate the overturning toe pressure on a concrete ringwall in a seismic event? I have a 89'x32'H welded steel tank that is in seismic zone 4 and is resting on a concrete ringwall (not bolted down).
Any help is greatly appreciated.
Thanks,
Mike
What is the approach/equation to calculate the overturning toe pressure on a concrete ringwall in a seismic event? I have a 89'x32'H welded steel tank that is in seismic zone 4 and is resting on a concrete ringwall (not bolted down).
Any help would be greatly appreciated.
Thanks,
Mike
I am designing an AWWA D100 circular steel tank that is supported on a concrete ringwall. I am designing the anchorage to the tank using ACI 318-02 Appendix D "Anchoring To Concrete". When designing for pullout strength ( Section D.5.3 ), there is a variable Y4. It then gives a stipulation...
I am designing an AWWA D100 circular steel tank that is supported on a concrete ringwall. I am designing the anchorage to the tank using ACI 318-02 Appendix D "Anchoring To Concrete". When designing for pullout strength ( Section D.5.3 ), there is a variable Y4. It then gives a stipulation...
I am designing a 125 foot diameter steel flat bottom water tank. The geotech report included a probabilistic seismic risk evaluation which they gave as a tripartite response spectra.
My question is, when comparing the acceleration from the geotech to the acceleration computed from the UBC, are...
I'm designing a 125 foot diameter steel water tank. The geotechnical report included an earthquake design spectra (a tripartite graph based on 5% damping) and a graph of spectral acceleration vs. period for different damping ratios. How do I obtain the acceleration that I should design the...
What deflection requirement would you recommend for the rafters of a supported cone roof on a steel water tank (for DL + LL)? I know UBC states L/240, but this really isn't a building. Another point to ponder, the only time the full live load of 15 psf would be applied is under a snow load, so...
