Our existing pumping stations have definitely had surges due to power failures and various reasons. In that case I'm not sure how much the 70 psi will increase or if the 1.5 factor of safety is enough. I need to contact the mechanical squad to gather more information. I appreciate the heads up...
@ cvg: Ok, I strictly pictured a velocity force before. I'll continue going with the loads I calculated then and factor in velocity.
@ JStephen: The bid drawing shows 2 flange supports at the elbow in each direction. I'm not sure of the restraint capability of them. I'm looking into that also...
That makes sense.
Just to take it a bit further...
This is for a 30" horizontal pipe which makes a 90 degree bend to exit a pumping station, with 70 psi.
According to 2 different sources (DIPRA and http://www.engineeringtoolbox.com/forces-pipe-bends-d_968.html) the hydrostatic pressure at...
I know....Civil form has topics on thrust blocks, they still don't answer my question. Actually, this is more of a statics question.
I'm reading that to design a thurst block both static pressure and flow velocity must be account for.
Flow velocity I get, but I can't envision how static...
Thx rconner,
So in summary:
1. Is the equation I used not applicable?
2. Once I find hydrostatic force T, Ab = ((Sf * T) / Sb)
Since Sb = 0 how do I find the required bearing block area?
I realize the application is for soil pressure, but Muck for example has a bearing of 0 psf, so how would...
I realize a few threads have already been posted on this topic. After reviewing those threads I still have a couple questions I would like to clarify.
Quick summary:
30" inner pipe diameter, 75 psi max, 8333 GPM max
pipe inside building
thrust block needed at 90 degree turn
1: Per DIPRA 6th...
The example is from "Steel Design" by Will Segui.
My beam was analyzed and sized simply supported with pin connections. I agree that only shear exists at the end of the beam. It is from that point to the web of the beam going in and out of the page "e" that a moment seems to be generated...
I'll look into welding the angle. Just to clarify where I'm coming from with all this I attached an example from my book. The difference being that the beam is not coped and it connects to a column. The connection, however seems very similar to what I'm dealing with. Thanks for the help...
@ Nutte:
A similar example in my structural design book checks for the tension shear interaction. I am under the impression that a moment will be present, resulting in a tensile stress on the(4) bolts that are NOT directly beneath the 2.4K load.
@ BA:
For arguements sake I have currently...
Under (10-7) Design of Simple Shear Connections, available strength for bolts references (Part 7). To no surprise of mine, part 7-(7-6) under Shear and Tension also does not list an equation for available strength and references Spec. section J3.7. After going through the AISC merry go round ,I...
Thanks Nutte,
Attached is a sketch...http://files.engineering.com/getfile.aspx?folder=9764b4b2-b31e-40be-a584-3fd7b3c1c090&file=Bolt_vs_Weld_Sketch.jpg
Hey folks,
I have a situation in which I am coping a W6 x 12 beam into another W6 x 12 beam. Due to eccentricity the connection will have shear and tension. I plan to use a double angle connection and have questions on both bolting and welding requirements.
BOLTED CONNECTION:
Per AISC equation...
I need to calculate Snet for a W6 x 12 top coped beam. Values are not listed in table 9-2.
As a check I did a hand calc. for a W8x10, dc=2 in, neglecting the fillets and taking the shapes as true rectangles. My Snet came to be 3.6 in. cubed as opposed to 1.54 in. cubed as listed in AISC table...
This particular thrust block got called out in the design set but was never detailed. The contractor has now pointed this out via. RFI. Just to include a few more detials:
-This is inside a new pumping station (not in service yet)
-The slab has already been poured
-The resistance is for a 30"...
Anyone have any experience with thrust blocks, codes, tips, advice?
I've been asked to design one and honestly don't know where to start besides the location and size of the pipe and where the pad should be placed.
Thanks for any help.
If Lb falls inbetween Lp and Lr the Cb value is required to find the bending moment. Suppose the applied load to the beam is unsymmetric. I have a simple span with an off center point load.
Is the Cb = 12.5M/(2.5M+3Ma+4Mb+3Mc)Rm equation still valid or should I just rely on the AISC available...
I didn't intend for my original question to be that vague. Many factors come in to play here. My main question is: How will the PRESSUE differ in the two scenarios. Forget the pumping stations, volumes and the pipe sizes. I'm just going for the concept...not calculations.
Please see the new...
Hey guys,
As an overview, there are series of clear water basins which gravity feed a pumping station. One of the clear water basins may need to be temporarily put of of service for repairs. The big question is, how will putting the clear water basin out of service affect the pumping station...
So, in one way or another, everyone seems to be in agreement that it is on the conservative side not to include compression reinforcement in the moment capacity. Which makes sense if it's not yielding in the first place. If, however it was included most likey would not add much strenght to the...
