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AISC Table J3.3 specifies the standard dimensions of short and long slotted holes. Is the slot length measured out to out or center to center of the radius? We have one very old reference that shows both options. I don't have a AISC detailing manual to reference.

I am working on some venting projects for some baghouses and conveyors. We have a given vent test pressure (Pstat = 1.5psi). We need to determine the vent area and verify the enclosure strength is adequate. In reviewing the NFPA 68-2007 requirements for Pred and Pes, I have the following...

The trailer is used to hall metal sheets and rounds over concrete and asphalt floors and driveways at speeds less than 10 MPH. Mike - When you say 1.5 to 2.0, do you mean reduce the AISC allowable load by 1.5 to 2.0? Would this then be an equivalent safety factor of 3 to 3.5?

I am load rating an industrial trailer (ie not on highway) for a client. Does anyone have any references or suggested design criteria for trailer design? I have modeled the frame in RISA and multiple vertical loading combinations to determine what loads push it to AISC 13th allowable. I think...

I have my NCEES record and use it regularly. It is a pain to get because you have to document all of your work history, get references, transcripts, etc. After you have it, you have to update and renew it yearly ($25). When you want to apply for another state, you fill out the information...

I sent the same question to AISC Solutions Center and received the following reply: Section B4.1 doesn’t apply to a solid bar or plate that is only supported at the ends, but not along the edges parallel to the load. The strength of the plate you’re describing would be determined by either...

If you have a solid rectangular plate or bar in compression, what slenderness criteria applies in section B4 of AISC 13th? Section B4.1 indicates that unstiffened elements are supported along only one edge parallel to the direction of the compression force. A bar in compression is not...

None. Current code provisions do not allow increases in allowable stress for seismic or wind loads. In fact, many connections have to be designed to resist an amplified seismic load.

The Light Gage Structural Institute has lots of design information with capacity tables for common sections. http://www.loseke.com/lgsi.html

If the freezing action didn't split the HSS or permanently deform the shape, I would think it is okay. Prevent the water from getting inside or drain it to prevent future damage. I have seen ice split HSS before so detailing to prevent water intrusion is very important.

I assume you can't increase embedment or decrease diameter to meet the ductile steel requirement. If your base plate will yield at design loads, I would argue that the ductile requirement of D3.3.5 is met. Another option is to design reinforcement to resit the anchor loads with effective force...

Do you know of any other references for wastewater applications?

Who are some suppliers you are familiar with? In this case, I have a detailed design from a company in Germany but the design needs to be checked against US codes for local loads and permitting.

I am looking for design references for post tensioned concrete tank design. The application is similar to wastewater exposure. If you have any suggestions, please post them.

AISC

I don't have the User's guide and only have a few days to finalize a design. It is a non-building structure in Prince George, rectangular in shape, 4.2m wide x 11.6m long x 16.2 m high. Can someone scan the appropriate pages for Cp and post for me?

I am designing a structure using the British Columbia Building Code for the first time. I can't find any values for Wind Load External Pressure Coefficient, Cp in the code. Can anyone tell me where to find this information? If the information is in another reference, could you scan the pages...

To add to Josh's venting above, why do they put such ambiguous provisions in there to start with. In this case, it is a liberal provision that if applied incorrectly will get people in trouble. Does uplift count as an "overturning effect". If so, I guess you can make your footings 25% lighter...

From left field, outside the box ... Can you connect the apposing walls with struts or partial height walls? The pressure on the opposing walls is equal and opposite so a strut will transfer the loads in compression or tension and greatly reduce your bending moments.

Thanks everyone. Does anyone know if ASME STS-1 can be used in Canada for stack design?