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Johnbridge, I did check the log file and there are no error/warning messages. Stressed, The reason for modeling the partition wall this way are multiple. Not all the walls line up with the beams, there are some that are in the middle of the slab, so we need fake beams. The model is also to be...

Hi all, I am working on a model where I need to model partition walls on top of real beams as fake beams with "none" property but with mass/length assigned. The "none" beams will therefore overlap the real beams partially or entirely. I ran a small test model to see if there will be any issues...

Thanks JAE, The channels do not run the full length of the beam and are only to be provided partially at the mid span. Also the ceiling is hung from the bottom of the beam and the wood beam is deeper than the channels with the top of both members being almost flush. Sarju

Hi all, I am designing a repair of a wooden beam by sistering it with steel channels on its side. The channels are to be connected to the wood member by through bolts. What are the forces that I need to consider while designing the through bolts for composite action of wood and steel channels...

Hi all, To repair the bottom chord of a wood roof truss, we are looking sistering a portion of it (8 ft. on either side of king post, the total length between panel points is about 36 ft.) by attaching channels on the sides via through bolts. My question is, how do I model the connection...

Hi all, I am looking at designing a RC buttresses to reinforce an existing rubble masonry wall. I sized the buttress walls (8' on centers) to resist the overturning and sliding forces. I had to anchor the buttresses to the soil (rock) below. My question is how do I design the rebars for the...

Tre5205, I calculated my preliminary depth from hand calculation and checked the forces and deflection in PYWALL.

EBSEngineering, I am currently looking at helical piers too. Lateral loads is not a concern. The only problem is the axial capacity of piers in liquefiable soil depth. I'm assuming the piers to be unbraced on the entire portion of the liquefiable soil depth. I'm trying to find the increase in...

aeoliantexan, Thanks for your response. Regarding the uplift capacity, does negative friction have any effect (positive or negative) on it? Based on the values provided from the geotech, the uplift capacity of single timber pile (FS=3) is greater than the compressive capacity (FS=2). Thanks

MiketheEngineer, I am reading quite a few literature on bored piles and driven piles as two alternatives. The problem with piles from my preliminary calcs was the uplift force vs the uplift resistance. From the geotech report, the uplift resistance per pile is, I think, calculated as a...

I am looking to build foundation footings for the poles. They are actually stadium light poles.

Hi all, I'm looking for alternative foundation designs for 70 ft tall poles resisting axial, lateral and moment at base. The soil is medium to dense silty sand with phi of 28 to 30 degrees. Also at one of the location of the poles, peat was found in between the sand layer; this one definitely...

Thanks FixedEarth for your help.

How do you come up with the balancing couple force or the resisting height and moment couple height? Also the third reference of Aifi, 2009, is it available?

Thanks for the comments FixedEarth. The cantilever wall is retaining silty sand to gravelly soil with no ground water and the wall has no tiebacks/anchors. The free height of wall is 15'. For hand calculation, I used the conventional earth pressure diagram as attached and solved for the...

Hi, I'm designing cantilever retaining walls with sheet piles as well as soldier piles as 2 alternatives for the contractor. I did my hand calculations first and checked my results (especially displacement) with PYWALL. I applied a load factor of 1.5 to active pressure load. I noticed that...