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I am considering the overturning moment on a tall steel tank (12' dia. X 43' high) filled with a dry product. This is a mild seismic area, so I am using ASCE 7-05, section 12.8 to find the Cs coefficient for the seismic shear equation V=CsW. My question is, even though I have a large...

I believe using wood with concrete foundations is very standard. We had a vendor design a salt storage shed for a project. I was under the impression that they do many similar structures. The building was 80' X 26'X27' High, gable roof with wooden trusses. The foundations used were all plain...

I’m analyzing a concrete tank wall, which will have different thicknesses as the wall height increases. The inside face of the wall will always be at the same plane, where as the exterior plane of the wall will “step” inward to reduce thickness. Modeling in STAAD with plate elements, the...

Thanks guys for the response. I have seen straps specified from the manufacturer before for wind and seismic stability. I know that API 650 has seismic design provisions for steel tanks, so I wondered if anyone had seen another API standard covering seismic for FRP - API website was no help...

Does anyone one know of any standards for design of FRP tanks for the effects of seismic loading? API 650, Appendix E covers the method for welded steel tanks. One can calculate the base shear and overturning moments and thus anchorage. API 12P (Specification for Fiberglass Reinforced Plastic...

Does anyone know of a book or design guide that offers quick solutions; i.e. base reactions, axial loads and moments due to typical applied external loads (gravity and lateral). I'm trying to avoid lengthy hand analysis and computer methods to quickly calculate reactions/stresses in members of...

Thanks everyone - I really appriciate it. I've been using Mil Spec: Army TM 5-809-3 / Navy NAVFAC DM-2.9 / Air Force AFM 88-3, Chap. 3 and wanted another reference.

Thanks ash060! I reviewed a bit online about Amrhein's book and it seems very comprehensive. I notice that the copyright is 1998 - is this the latest version? Would there be some discrepancies with today's code?

I'm in need of a good masonry design handbook that covers design of walls for both gravity and lateral loads from wind, soil, etc. Any suggestions for a text book that has ample examples and covers code compliance, control joints, horizontal reinforcement, construction issues etc. I was...

Ah-ha - Thanks slickdeals !

Please refer to Equation F2-4 and Equation F2-6 (the Fcr and Lr equation respectively) in the AISC Manual (13th Edition) - the "Design of Members for Flexure" Chapter. Does anyone know what the "c" variable in these equations is refering to, i.e. "Jc" ? I assume it is NOT Cw the warping...

Delagina, Thanks for your input. When you say "if the bolt is outside.." do you mean if the anchor bolt pattern at the column base is outside the footprint of the column shape then it is considered fixed? Jacst3

I am designing multiple steel framed structures to support equipment and piping. I am analyzing the structures in STAAD. There is debate on how to model the steel column bases: Fixed or Pinned. A truly pinned base usually results in excessive and unrealistic deflections. I have found a good...

Dennis59, I re-evaluated my numbers and they do match yours alomst exactly. I calculate an Sd of 1.49 and an Mu of 202.82 K-ft. Reasons for the discrepancy with my initial analysis: I was using an f'c of 5 ksi. My calculation of "d" was based on 3" of cover instead of 2" and I was...

Dennis59, I just took a quick look at your case of "Severe exposure" and 24" thk. walls. I get mostly the same results as you for fs, Sd and Mu with the following exceptions: For Sd, I use (fs acutal) in ACI equation (9-8), which came to be fs = 28.07 ksi. I believe you used fs, max. for...

Thank you for the help ! "Sd" is calculated by dividing (Phi)*Fy by (gamma)fs (ACI 350 Sec. 9.2.6). So, fs can be affected by providing (more) smaller bars at closer spacing, but fs need not be taken less than 20,000 psi (two-way action, sever exposure). It seems that when I calculate fs - I...

Hey - thanks to all for your help. When I tried to model the whole struture my machine kept crashing so I opted to "break" it into symmetrical parts. I've added "fixed-but" supports to the symmetrical break lines as the Bently response suggested and it seems to work. However, it seems that my...

I'm analyzing a large, multi-cell concrete tank in STAAD. I've "cut" the tank into a quadrant to make the model small enough to analyze. I feel I need to place "fixed-but" supports at the wall edges that would have been connected to adjacent walls. I think I need to provide a spring stiffnes...

JAE, Thanks again - I think I'm following this now. But I'm still not sure of the following: Are you applying both the Sd factor and the load combination factor to the service moment ? Take the U = 1.4(D + F) Load Combination for example: Ms = Service Moment Mu = Factored Moment Mu =...

JAE, Thanks alot for your help. Are you sure that the Sd factor is not used with any other factors? Section 9.2.6 states that: "Required strength U for other than compression-controlled sections ....shall be multiplied by the following environmental durability factor (Sd)...." U are...