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How to you calculate the Plastic Section Modulus of a member made from three plates in the shape of a channel. This is bending about the weak axis.

I went from Mathcad 14 to Mathcad Prime 4.0 I am trying to move several of my work sheets from Mathcad 14 to Mathcad Prime 4.0 and am not finding where in the text field I can show a text of the variables I am using with a sub script. I have just tried to draft the language in WORD and past it...

We have been asked to provide structural steel that is shop painted using a verity of shop coatings. In places where the field will be placing welds we have been asked to coat the weld hold back area with a weld-able primer. I have always been concerned that there cannot be anything in the weld...

Thank you for this information. I have two additional questions. First, I understand that the stud needs to be bent to 30 deg to be qualified. If the customer limits us to only bending to 15 deg (as directed in the project spec) is the stud qualified? My concern is that we have not put enough...

I am on a project where the contractor has changed the requirement for bending a stud from the 30 deg that is in the D1.1 to holding us to only bend the stud to 15 deg to satisfy the Clause 7.6. We had several studs that are bend at 30 deg and are being told to bend them back to 15 deg. I am not...

I have a conflict between a CWI and myself regarding when the VT must be done on a weld that will be UT tested. My point is that section 6.11 (this is to the D1.1:2000 because it is on a nuclear project) says that the "Welds subject to nondestructive testing shall have been found acceptable by...

I am trying to find a clause in AWS D1.1 that provides the minimum length of a fillet weld. I looked in Clause 2 and found the requirement about minimum in design space but I need the reference to that I think should be in Clause 5 that tells me that a fillet weld can only be made so long...

I have an application where I need to weld some mild steel plates to ASCE 70# rail. What AWS standard do I need to be looking at?

I am working on a job where the design engineer has called for a Flare-bevel-gorve weld with a specific effective throat (a PJP weld). I cannot find in the D1.1 how to measure the weld once it has been placed. This project is subjected to a great deal of inspection. These are HSS 8x8x5/8 members.

Let me be a little more specific. I have attached a review of several documents that I felt spoke to this issue. The core to my problem is the question: Is a hole restoration a weld repair? I argue that it is not. It is my position that a weld repair is when you are doing work to repair a weld...

I have two separate contracts where the owner / owner’s engineer is requiring us to plug a misslocated hole. We have a repair procedure written based on information we pull from the AWS D1.1. One of the customers is now asking us for the PQR for the work done to make the repair to the base...

I have a project that requires a great deal of MT testing of the fillet welds. We have an inspector that is telling me that you have to MT before you blast clean the material. The comment is that the blasting will affect the profile of the weld. It seem logical that if the weld is blast cleaned...

I have been asked to approve the use of the age old J bolts for the crane system in our shop. I don't like the J bolts since I keep finding them on the ground in the shop. Does any one have any references I can look at about the pros and cons of J bolts. I have the most current CMAA doucment...

Just to be clear about the comment about the AISC requirement that a clip angle has to be 5/8" to ensure ductility. That is a comment in the manual and not the spec. The same section in the manual says that ductility checks in Part 9 of the 13th Ed can be used to justify other angle thickness.

The unfortunate world of a subcontractor means that you often find yourself in a position where because you have not authority even if you are right both technicaly and praticly you are dealing with decision makers who will not lessen to reason.

The actual design has not forces to be transfered. There is not even any shear studs on this steel plate deck. I simply don't want to have the expence of painting something that will be covered with concrete. The only reason the engineer has for wanting it painted is comments he has recived in...

This in not a composite design. This application of the 3/4 deck plate is how this engineer wanted to carry the wet weight of the concrete. This deck plate is no top of a room in a nuclear structure where the 12" of concrete are used only as shielding. I have to use a paint that costs as much as...

Thanks for the responces. The actual reason for my question is this. I am on a project that is using 3/4" A36 plate as deck plate. The top of the plate is covered with concrete, the bottom of the plate is exposed from underneath. The engineer I am dealing with does not want the steel to rust...

I am looking for some information about the affect of painting the bottom of a baseplate if you are counting on the contact between the steel and either grout or concrete for shear strenght. I am not going to be able to use any kind of shear key or welded washer to transfere the horzintal force...

Thank you for this information but what I am looking for is something about the termination of a weld when it is (for example) a lap weld and the fillet is continued all the way to the end of the two lapped parts.