Saplanti - Sorry if that came off in the wrong way I was just clarifying the loads did not seem unreasonable given the circumstances (it’s not a normal tank configuration). We are exploring retrofit options for the anchorage. My original post I was asking about the use of a continuous ring plate...
Saplanti - I should have specified but the loads in the anchors are to resist the seismic overturning moment (govern over wind). I am confident in the calculations to determine the anchor load (following AWWA D100 Chapter 13). The results were combined b\per ASD load combinations including...
IFRs - Yes it is a tall narrow tank (more like a standpipe) with H/Dia ratio almost two. The number of proposed anchors have been increased to meet AWWA maximum spacing requirements. I was also thinking of potentially using a doubler plate or repad.
saplanti - I am getting 6-7 ft high chair which appears to be approaching the realm of "excessive". From what I have reviewed, most chair heights are in 12-24" range but they are also seeing much less load. Increasing the number of bolts would help but I already did increase the number and was...
JStephen - That is exactly what I was looking at (Roark's circular beam with equally spaced concentrated loads). I get much lower stresses using the continuous top plate. To double check my hand calcs with software (I have Staad Pro), would it make sense to model a curved beam (half circle) and...
Thank HTURKAK - I apologize with other thread as I got side tracked with some other things and I meant to get back to it. It has been a rough few moments and this just came back up.
I appreciate your response and yes you answered my questions. I read the AISI document to be pretty straight...
I am evaluating an steel anchor chair design for a ground supported water tank using AISI T-192 (per AWWA D100). Within AISI T-192, it states if chair height calculated is excessive, a solution maybe to use a continuous ring at the top of the chairs. Minimizing the eccentricity is not possible...
Hey All -
I have a project where we have been asked to upgrade the anchorage for an existing steel surge tank at a hydroelectic plant. The existing steel anchors of the steel tank are inadequate to resist the uplift for the design event for seismic. The existing surge tank is more slender...
Thanks for input as well STrctPono!
That was what I was struggling with in my head (how can this thing actually slide other than the minimum movement to activate active and passive pressure). Visually in my head it did not make sense that this box would not work from a stability standpoint.
r13- That makes total sense and was my thought process was for stability (after the little bit of movement it would stabilize with active pressures on one side and passive on the other). I will still use the at-rest pressures to design the walls and slab structurally as you mentioned.
Uplift...
I have a situation where we are designing a cast-in-place reinforced concrete bioretention structure. The structure is a U-Shape structure with one side higher than the other (so it is acting as a retaining structure of sort). The water table is relatively high (the reasoning for the included...
BAretired - That is what I figured. So if I am using Coulomb theory with the backslope factored into the active pressure coefficient, at this distance the surcharge from the parking lot would not need to applied on top of the active pressure.
Is the rule of thumb if the surcharge is a distance...
At what distance from the face of the wall is it ok to assume the backslope "infinite" and disregard where the backslope is broken (and any surcharge associated with broken slope)?
For perspective, lets say you have a 8-foot tall retaining wall with a backslope at 3H:1V which is broken 10-feet...
Thank you for response.
To clarify no. 1 - the earth pressures will act normal to the headwall and wingwall segments both. So for the wingwalls.
For no. 2 I should have not used the wording cancel out. I will still check the forces but I meant that sliding should be ok in that direction...
Hello all,
I am relatively new engineer still learning the most practical and efficient ways of analyzing certain problems. I have been asked to do an initial check of the stability of a proposed design for storm water headwall with wingwalls. I was told to evaluate the headwall and wingwalls...
