OK, I can provide an embedded beam as an option here.
How can I check that the slab has enough shear/punching shear capacity for the riser section? The wall of the riser is 5" thick, and it total weight is ~8,000# (1.6 k/ft.)
AASHTO LRFD 5.14.5.3 has a section for this, but I dont know if it...
I have shown the redistributed bars in the attached PDF.
This is not a typical junction chamber. The main purposed is to attach the riser section on top of it. So in the middle of a run of precast culvert, I have a small 8' section of the cast in place chamber to carry the manhole riser.
I...
I have posted a sketch below.
OK, I understand. Yes, I designed the slab like a normal two way slab - and the reinforcement that is getting cut out/removed has been redistributed around the opening thru diagonal bars.
No, the junction box is not under roadway. No live load surcharge on it...
I am designing a top slab for a junction chamber. The junction chamber consists of connecting 2 ends of a 10 feet wide x 4 feet high concrete box culvert.
As part of this design, the top slab has an opening for a 4 foot diameter manhole. The top slab is 1'-1" thick. The manhole is ~10 feet...
Another related question: Do we need to consider the weight of the concrete panel as a load that needs to be resisted by the shear studs?
Also, I have taken the Q and I as composite properties: do these need to be only the pile properties since we are not looking for composite action?
So, does the tension in the unit load strip = 0.1175 klf/ft+0.7473 klf.ft = 0.86 klf/ft; and we multiply this with the span length of 12 feet to get t=0.86*12 = 10.38 k/ft?
Does the total Qr then get reduced from 21.04 kips to 21.04-10.38 = 10.66 kips?
I understood everything except the last part - with s=6.28" - will it be 1 stud @ 6" and 2 studs at 12"?
Also, I am adding a load factor of 1.5 to the earth pressure and 1.75 to the live load surcharge.
I am using shear flow = VQ/I. I also have 2-soldier piles per drilled shaft. So can I use s=21.04*2/8.21 = 5.21" spacing?
Or, using a 1" stud, I get Qr = 37.4, giving me a s=9.11"
So, I found the shear flow. I multiplied it by 12" to get the shear per foot of the wall. I calculated Qr=phisc*Qn to get the strength of the shear studs.
Is this it? How do I get the max. and min. pitch?
For a 12" section of the wall, I am getting a shear of 8.21 kips, and the strength of...
Yes, there is only 1 drilled shaft that encases the soldier pile and supports the facing as well.
Thank you @retired13for the details as well. They will help.
To get back to the shear studs, I understand that it is a continuous concrete deck on steel beams with linearly varying loads. I have...
Yes, there is a better detail for the drain pipe; and the concrete facing rests on a concrete drilled shaft.
I have designed the facing as a one way slab, per the DOT manual.
Yes, the concrete panel is on the front face. Yes, I am adding 3 in . thick timber lagging between the soldier piles. I have attached a section view of the soldier pile with lagging, concrete facing and shear studs...
This is a permanent retaining wall. I understand the procedure for concrete deck on steel beams, but unable to make the corresponding calculations for the soldier pile wall. Is there a guide that I can follow? AASHTO does not have anything for this, nor does the California Shoring Manual or any...
How do I go about designing the shear studs welded to soldier piles and connected to the concrete facing?
I referred to this thread: thread507-152519
But I need a little more information than was discussed in that thread.
Thank you for your detailed reply. This is what I was thinking in my head but you explained it perfectly.
Sorry, I meant that the parapet is a DC2 load, acting on a composite section and the concrete deck is a DC1 load, acting on the non-composite section.
