Recent content by t230917

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...

2nd file upload. https://files.engineering.com/getfile.aspx?folder=08f38227-ec5a-45a2-89ff-e71d169e5b5f&file=Annotation_2020-07-26_115636.png

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...

Unfortunately, I do not have a FEA software that I can use. So this needs to be hand calculated. Yes, it for just the top of the junction box.

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...

Thank you. Yes, this was very helpful.

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.

Also, I am so thankful you are helping me with this. I really appreciate it.

Ok, starting form the beginning. Wall is 13.25 feet, ka=0.47, gamma = 0.12 kcf, distance between soldier piles = 12 feet. Earth pressure = ka*gamma*H=0.75 ksf/ft. Live load surcharge = 250psf*ka = 0.12 ksf/ft. Max. shear = 1.1*wl = 1.1*12*(1.5*0.75+1.75*0.12) = 17.5 kips (I am using reaction...

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...