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Please see attached file. The base plate is adequate. the 300 kips-in overturn moment can be in any direction. Required: What is the maximum tension (kips) in anchor bolt. Note: only left hand drawing is in original question. The right hand drawing is based on my analysis, it may not be...

I checked in ACI318 and PCI Handbook, but can't find such a terminology crack stress in handling a concrete pile. Is this "crack stress" during handling a concrete pile a bogus terminology and the question asking for the "crack stress" during handling a concrete pile a bogus question...

It might be a very simple question. But..., too many various kinds of tricks make me nervous. I would like to make sure there is no tricks in calculating the slide down soil load on piles. Please see attached word document, is vertical load of soil on the pile simply equals 9.49 kips? Thanks a lot.

Please see attached file. My question is in real world design, what kind of end condition you guys will take it as (end condition in Figure 1 and Figure 2)? Thanks a lot for your precious oppinion.

Can anybody please tell me how to calculate the crack stress in operating a concrete pile? Is this crack stress equals 6*sqrt(fc')? Say if the concrete compressive strength fc'=6000 psi, the crack stress equals 6*sqrt(6000)=464 psi? Thanks a lot for your help.

I know for many AISC steel shape, torsional constant "J" differs graetly from polar moment of inertia. But are we supposed to use torsional constant "J" in AISC-13th steel shape the same way as polar moment of inertia to get the torsional stress of a AISC steel shape, i.e. Tau=T*r/J? Thanks a lot!

We know that ACI requires to use LRFD to do design calcs. But now if somebody asks for the shear stress in a reinforced concrete beam, say if we were given 10k dead load + 20k live load, should we use service load 10k+20k to calculate the shear stress or should in the beam we use factored load...

Please see attached diagram, we know that for flexible diaphragm, if two shear walls are not in a same line with shear force as in Fig.1, the shear load is distributed to these two shear walls by their tributary area. But what about the two shear walls are in a same line in the shear force...

With AISI code, when calculating the bearing strength the inside sheet of double shear connection will have a higher coefficient (1.33) than single shear and outside sheets of double shear connection (1.0 with washer or 0.75 without washer) giving a higher bearing strength for the inside sheet...

The foundation footing is requested a minimum of 6" below frostline unless it is placed on non-expansive frost free fill. I have 2 questions here: 1. Say, the frostline is 60" below grade, the footing is requested to be flush with the grade by the client, so I have to put non-expansive frost...

I would like to double check with you guys, that in deflection calculation we should use un-factored load no matter it is a concrete beam or a steel beam, am I right? Thanks a lot!

I am designing a foundation concrete column about 6' deep below grade for frostline reason, it will support a masonry column which will have very little load (for some art exhibition purpose). Do I still need to let the concrete foundation column meet 1% minimum longitudinal reinforcement...

I am checking the flexural capacity of a W12x65 beam, its un-braced length Lb<Lp, because its flange is noncompact, so I welded a 10"-width by 0.25"-thick A36 plate on both flanges. My question is with this welded plate, can I now take the beam as compact I-shape member and use AISC-13th Part16...

I am looking at AISC-13th 16.1-68 sect.G4, it says in calculating rectangular HSS nominal shear strength, the area Aw=2ht, where h shall be taken as the corresponding outside dimension minus three time the thickness. Now look at AISC Example G.4 (Example page G-8), "h" is taken as...

I am trying to find the formula for Shear wall stiffness (in the case both shear and flexure controls) with respect to its height, length, and elastic modulus: k = f(h, L, Ec), Can anybody please tell me where I can find such formulas? Thanks a lot.

I am looking at AISC-13th, page 16.1-51, at bottom paragraph, it read as follows: "(ii) For I-shape with channel cap.....: rt=radius of gyration of the flange components in flexural compression plus one-third of the web area in compression due to application of majar axis bending moment...

For two angles connected by bolts with load perpendicular to the bolt axis, AISC-13th gives very detailed calculation formulars for bearing strength, angle tension strength both on gross area Ag and effective area Ae=An*U. How about if the load is parallel to the bolt axis as shown in attached...

We got a difficult issue with our current design vs. an existing roof. Following is the senario: I designed a flat roof structure for a workshop in a 40psf ground snow area, lower portion in attached pdf file shows part of the roof design plan view. In my design I would add one bracing member...

I am looking at <<AISC Seismic Design Manual>>, example 4-11 SMF Beam-Column Connection Design, at page 4-64 and 4-65, it used Phi=1.0, But it should be Phi=0.9 according to <<AISC-13th>> page 16.1-119, section "Web Panel Zone Shear". Is it a mistake or do I missed anything? Actually, in...

I am looking at AISC-13th Example K.13 Rectangular HSS Strut End Plate. In this example, an HSS4x4x1/4 section is end welded to a 5/8" thickness end plate, and it says, minimum weld size for t=5/8" is 1/4", so use 1/4" weld. I am confused here, to me above example seems contradict with...