Recent content by shepherd

I would recommend google search design of piers and wharves. ASCE and UFC has several documents that may be a good starting place. Pile Buck International offers some marine construction/design guide books that may also be helpful.

BA, Was there a minimum steel area stipulated in order to use the increased allowable stress? In looking through "Structural Renovation of Buildings" by Newman, he mentions the 1947 code allowed a stress .02f'c and allowed a stirrup spacing of d. He goes on to reference a Concrete...

larsacious, I recall seeing an article that had mentioned the unconservative shear values, but wasn't able to put my finger on it. Thanks,

In looking at many older concrete structures, it seems to be very common to see stirrup spacing on the order of the member depth. I've generally ignored any contribution of these stirrups since they would not intercept the assumed 45 degree failure plane. A couple of questions to anyone who has...

If you are not requiring the column to develop flexure for lateral load resistance, you could detail it as it's designed. Let the beam pass over the column and stack the column above. Likely to require beam web stiffeners, but the acutal beam and column sizes will not change.

Here's a copy of a response we've recieved in the past by ACI "Section 6.2.2.3 of ACI 530 regulates the vertical support of anchored masonry veneer. Section 6.2.2.3.1.2 and Table 6.2.2.3.1 limit the height of the veneer above noncombustible foundation. An exception is given for veneer with a...

If you have the option, there are also proprietary brace connection assemblies. The steel network has some that will give you that capacity.

The GANA glazing manual is one thought. I'm not sure if it addresses your particular problem (I switched companies and no longer have it). I know it does have a lot of good glass design info and may be worth a try. http://www.glasswebsite.com/publications/default.asp

try the following link. specifically chap. 7 http://www.ncspa.org/images/08BLBK1.pdf

AISC 13th edition K2.3e may be what you're looking for.

Thanks for the idea. It just appears uneconomical to construct three separate walls, and I'm sure it would raise some eyebrows with the owner. I believe before we would do that, I would propose putting a coupler on the end of the soil nail and extending into the concrete basement wall for...

We are involved in a building project with a sloped site that has grades in the 1.5:1 range. The preliminary proposal for handling excavation on the up-slope side is to excavate using soil nailing, and then place a basement wall approximately 10 feet in front of the soil nail wall. The soil nail...

that should read semicircular not hemispherical.

Not sure about your detailing, but you could perhaps weld hemisphereical plates (with the pin diameter) on each exterior face of the plate with a beveled edge to match the pin angle.

I would state in the written report what I was looking at. I also would include some language like: my scope of work was .... My site visit can not be construed as a complete inspection of the structure as a whole....