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The drawings that I have indicate D-103 (bolted) although the details aren't very specific. JStephen . . for the Bolted Tank, why would you say replace the tank (it's relatively new)? also, why not use a supported steel shell in this situation if the unsupported shell isn't appropriate? Thanks

Wanting to retrofit a 36' diameter vertical water tank with a cone roof. The original tank drawings reference AWWA D-103 'Factory Coated Bolted Carbon Steel tanks for Water Storage' But this standard gives a very vague criteria for roof design... "5.8.1 Roofs having a slope of 1 in 2.75 or...

Press guy has given me limited information about the press - 400 kips dynamic load. I'm trying to do a last check on the concrete mass, however all my references work with a velocity/hammer weight form of an equation. For example ACI31 use 75Br*(Vr/Vo)^2 (Vr=Hammer velocity, Br=hammer weight...

It's not so much the detail itself I'm looking for - I can design that. Rather, what is the criteria for stability? How much of the member's flexural capacity do I need to develop for the column to be considered stable. I have some minimum loads I want to apply laterally . . maybe 400#. So I...

I have a simple pin/pin column that needs to be installed in two pieces. What would be the criteria for the splice. Obviously I don't want another pin cnx at the splice, but I'd rather not develop the full moment capacity either. I realize that I'll need to put some nominal load laterally...

Zdas04 is right. Assume that the company isn't doing anything as blatant as writing off unpaid mileage expense. .. just deducting actual expenses (Gas + rental) so certainly it wouldn't qualify as tax fraud...to me it still seems a questionable way of maximizing the fee. Just billing the...

Working with a company that has (in my opinion) an odd practice where travel is concerned. Not a major issue - and nothing I really find that offensive, but I would classify it as a bit odd and wonder if I'm alone or if this is common practice. Here it is: A company has a policy that when the...

The Bent span is on the order of 60 ft (I'm on the wrong computer for the exact answer) and bents are 26' c/c. I'll have to work out an estimate of the thrust. I'm waiting for the soil tests to finish the design. Thanks Rich K

I'm designing some foundations for equipment supports in a 1970's era pre engineered building. Typical tapered beams and columns. I'm going to have to take out a width of the slab about 10' wide x 22' long running parallel to the bent. The edge of the excavation would be about 6' off the...

Has anyone seen this or have a solution? When I plot some open polylines close themselves in the plot. Also the letter E adds a line to the right to close the E. THanks, Rich

Thanks JAE - I actually already have that linked on my FAQ page. (http://rookrook.com/faq.html#quiz6) My website uses the 2002 database which is what that disclaimer is saying to do (and what the building code requires) Rich

There is some information on the FAQ page - which I do mean to expand upon - maybe I'll also make that FAQ link clearer. The information is directly from the USGS data set (2002 version). It was tested against the USGS Java program . . running in a batch mode, about 10,000 random (and some...

Hello group . . I recently set up this website for looking up seismic accelerations very accurately by entering addresses. This is something I worked on a long time ago, but just recently finished up with and set up a professional web site. it's at www.rookrook.com It uses the latest...

I've seen it in practice and was a bit surprised. . . A couple of guys knocking the mortar off the bricks and slinging them into a pickup truck. Sometimes they used tools to clean them, sometimes they just banged a couple together. This was a pretty big job (4 story facade replacement) and it...