Search results for query: *

Thank you. I was hoping someone on line might be able to explain this. I did not think it was too complicated to obtain a reasonable solution in this form. I would be grateful for your help. Thank you

Thank you. Yes, that was the yield equation I used to get the 184 pounds / bolt. Much lower and very conservative compared to V tech data. Need to find an equation or method that estimates the bolt load near to V tech test data, Any suggestions, or links?

I tried using the yield Mode Bolt Equation and got 184 pounds / bolt - this is much less than found be V Tech?? The load on the deck was (40 psf LL + 10 psf DL). Why is this equation not adequate? It gives a load much less than in tables based on V techs data? I am grateful for your help here...

I'm trying to establish a safe lad bolt (1/2 inch diameter) and (3/8 inch diameter) in a SPF ledger + SPF band joist. Virginia Tech study is based on Southern Pine ledger + SPF band joist. They say testing shows a 30 OC spacing ( 6 ft joists) with 1/2 inch bolts (using 0.39 in throat). S Pine...

JAE, I'm at work too..... Can you add anything further to the discussion? Greatly appreciated. Thx

Hi JAE No this is not a school project.

Thx Your help was much appreciated. Any other comments from other would be most welcome as well. Thx again.

Thx I don't have a copy of the code here with me. Can you illustrate the calculation using an amplification factor. Assume 400 lbs/ft and one point load at center = 2 kips (as an example). Can you show this with the deflection with 2 pins? Thank you so much.

Thank you. So it appears the simplified equation is OK. Can you , or anyone else suggest how to incorporate a UDL on the beam into the deflection. Thx again

Sorry, my frame had two pins.......my mistake..... What do you get with two pins?, and two fixed ends? (as an independent check) I'm using a formula developed by Rudolf Budeski - Modern Engineering Interchange. Would you know how to incorporate loads on the Beam into the drift. Thank you.

Can someone help me check a solution? I have got a frame 10 ft high and 10 ft long. I have a UDL on one side @ 400 lb/ft. Icol = 200 in^4, same for Ibeam. One side is pinned, other side a roller. I calculated a deflection of 0.2 inches?? Does this sound correct using a standard drift equation...

Thx Paddingtongreen. Well at this point I am looking for a deflection, or drift for a simple frame (two columns - pin on one side + roller on other). UDL on both columns (either way), and point loads on beam + columns (either way). Your judgment would be fine here. Can I use a simplified drift...

I was wanting to know how to obtain an "approximate" estimate of the frames drift given: UDL on columns + top beam, along with various point loads on columns + beam. Can any one tell me how to set this up using a drift equation, so that I might obtain a "reasonable" deflection of the frame...

Attached is a mode II calculation (which controls in this case) per NDS 2005 that results in a 180 lb load. Yes....Thanks. Can you illustrate the source of this equation? Attach? Also does this result give the same one as the equation in Technical Report 12 - illustrated above? However, as...

I seriously question whether the code people are on the right track. I suspect they are not. In your opinion, based on the above a) would you use 1/2 in dia lag screws for decks? Please explain. b) What would you say the the MAX bolt load would be at 5d penetration for a SPF ledger? c) I...

Please note that these are factored loads, consistent with the Canadian standard. For a 1/2" lag screw the Q'r3 value is 1.15 kN. That would be for full penetration of 8d = 4". This would correspond to a working load of 1.15/1.45 = 0.793 kN or about 178#. Sorry, just check table: What is...

Per the IBC/IRC and the NDS lateral design values for bolts, lag screws, wood screws, nails, etc. You need to take the least value for four differance yield modes (for main member and side member where required). See the pdf I attached above for these equations. YES....Understood. The equation...

Garth Dreger PE - AZ Phoenix area As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards. So for 1/2" in dia lag bolts (Using SPF for ledger), what are ALL components and STANDARDS we must consider? Can...

I do not know the formulas in NDS. I have perused the method in CSA O86-01 but it is too involved to attempt to include in a post. Furthermore, I do not know whether or not it agrees with NDS. For what it is worth, I am providing this link to one page of the Selection Tables from the Canadian...

Debra - You mention that you are "Using the 2005 NDS, Table 11J..." Note that the article you are reading http://www.deckfailure.com/JLCDeckLedgers.html "...was published in August of 2003..." Suggest that you look for your answers in NDS 2001, not NDS 2005. Yes, understood. The point I'm...