Hi everyone,
I am running a transverse moving load across a bent cap using multi-step vehicle LL pattern SAP2000,
Can someone please tell me what is the difference between "Discretize Load every xx sec" in the Load Pattern vs the one in Path definition? Also why when I put the start distance...
Hello everyone,
I am running a transverse moving load case along the bent cap. I am using Multi step vehicle live load pattern generation.
For one lane: I defined my start distance as 1.75 ft which represent the EOD.
For two lanes: I defined my start distance as 1.75+12ft (lane)
I am trying...
Hi everyone,
I am using sap2000 to design a two span precast girder bridge. I didn’t use csi. I relied on defining the superstructure using the section designer in sap2000 and assign it to the frame. I connected my superstructure to a dropped bent cap with a rigid link. My bent cap is supported...
Hello everyone,
I have a question regarding the approximate method in AASHto 5.9.3.3
The commentary mentions that the approximate method should not be used if the V/S ratio is much different from 3.5 in, how can we quantify the difference? in order to determine if the difference very high or...
I attached the FBD. However I feel my load is ridiculously high. I am trying to find the bending stress in the bearing plate. My load is about 66 kip, which will produce a uniform load of 7.6 ksi. I feel my approach might be overly...
Thank you. I am designing for FTL of 66 kips. Here is a sketch of the bearing plate and the tieback.https://files.engineering.com/getfile.aspx?folder=1645084d-d343-4750-aea1-d539cff7c23f&file=Capture.PNG
Hello,
I am working on determining the bearing plate size for tieback anchorage. I am staring with a square plate of 8" x 8" that has a wedge plate on top of it. I am not sure if AISC can be used to check for plate buckling, bearing strength etc. There was another thread that mentioned Roarks...
I am working on getting the flexural capacity of this shear key. However, no flexural reinforcement for the shear key is provided in caltrans standard plan, would it make sense to assume that the section below the NA is already cracked and just determine the capacity based on the compressive...
Hello,
I am working on getting the horizontal lateral earth pressure, which based on this FBD it will be Pa cos(pi/2 - Ψ +β), shouldn't we also consider soil-wall friction 𝛿? I am not sure how to include it. If there is a clean body diagram that can clear things for, it will greatly be...
Thank you EireChch
I did look at the lecture, seems I didn't understand, so what you are saying is that the kh is integral of Kae? meaning it is still inertia force but only for soil which we happen to take 3/4 of it, but if we are looking the soil above heel, we are fully considering the kh...
I meant something like that. The weight of the fill only has kh applied to it, but Kae is applied to the active wedge behind the fill
https://files.engineering.com/getfile.aspx?folder=1d075a3a-7a6e-446f-a9cc-9e6206648aa7&file=Capture.PNG
Thank you! I think my confusion is that I was looking at the fill on top of the heel and thinking kh and kae are applied to it. when only kh is applied to this fill while the lateral earth pressue due to seismic is applied to the wedge behind the boundaries of the retaining wall.
Hello Everyone,
I have a question regarding KAE and Kh
It is silly question but I have navigated all books and materials to wrap my head about it.
In AASHTO section 11.6.5,
PIR = kh (Ww +Ws) in which PIR is the horizontal inertial force due to seismic loading. My understanding that this...
