Recent content by Calc1

Thanks Ucfse for your inputs and others, I have never had this situation. I have the note on the contract plan "The Engineer / Designer will not be responsible for any changes, deletions or substitutions of materials or methods without his prior written approval", I am fully relying on this...

Thanks everyone, How about even if you tell the contractor follow the CD and still does what ever he wants and city inspection approve it and the owner is noted of the problem, am I still liable and what are my options, how can I protect myself?

I am dealing with a contractor that has placed screw instead of bolt for Simpson connector; he is telling me that it has enough capacity for the applied load. I am not sure what should I respond to contractor, does he have any leg to stand on? If contractor does not follow the plan, is engineer...

Thanks everyone for participating, I am glad that such a fundamental case is resolved, I know that many in our field did not have a answer for this case, even those who I have opportunity to work with in this field, but again, I appreciate everyone inputs and sharing their knowledge. I have had...

using method of section and take a moment about the apex, then ceiling joist tension force will be the lower one, which is the same as computer run, I think you should draw the FBD.

I think apsix might have a point, if you draw freebody diagram, then only one rafter lateral force will be applied for ceiling joist tension force, this could be true only for rafters and ceiling joist and not for truss,I am just trying to find a logic for it, what do you think TTK?

Thanks TTK, yes, I have seen that report, that is why it made me to question this idea of 1/2 reaction. Have you run any analysis program and model the rafter and ceiling joist system and compare the lateral force at the support Vs 1/2 reaction? Scareblue no the loads are DL+LL=40 psf @16" with...

But how could the joint be in equilibrium, if using only 1/2 of the reaction?, if you look at any truss analysis, the reaction is used to calculate the bottom cord tension force.

Thanks TTK, But how come all the roof framing books have table that show 6-16d nail for that span is enough, which is not, and computer run at http://www.framingdesign.com/structural_engineering_framing_rafter.html for Lumber rafter with collar tie or...

No the pitch is 4V:12H, and no I just took the joint by itself, as T=c cos(teta) and C=R/sin(teta), teta pitch angle=18.434,

Thanks prblmfxr, I can lap 2 times the cantilever, If I understand it then the connection at the wall and the end is only for shear and the nails are sized based on the shear force at the bearing wall and at the end, is this correct?, I do not know how you would find the force or the couple...

I am using method of joints to calculate the tension force in ceiling joist but the result is 2 times the computer run or any roof framing book table, anyone has any suggestions, for example if uniform load is 54 lb/ft for LD=1 on the rafter(Horz) and the span is 17 ft with 1 ft overhang each...

Thank you all, APA has some info. under "APA Performance Rated I-Joists" on this subject,and the follwing web site http://www.euken.net/group/seaint/mailarchive/2003b/msg00659.html

The bolt will be needed for the connection to the existing joist in order to have moment connection and not the wall, I will be appreciated if you give me any ref. for this case or showing how the side plate and rivets are used in moment connection?

Thanks jike No I can not do diagonal brace under the cantilever, but yes, I can extend it into the existing 2x10 joist but how would you find out how many nails or bolt you need to do the splice, I found out that the fisrt bolt will be 1 1/2 inch, I am not sure, if I am using the right method (...