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  1. t230917

    Design of slab with opening

    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...
  2. t230917

    Design of slab with opening

    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...
  3. t230917

    Design of slab with opening

    2nd file upload. https://files.engineering.com/getfile.aspx?folder=08f38227-ec5a-45a2-89ff-e71d169e5b5f&file=Annotation_2020-07-26_115636.png
  4. t230917

    Design of slab with opening

    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...
  5. t230917

    Design of slab with opening

    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.
  6. t230917

    Design of slab with opening

    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...
  7. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    Thank you. Yes, this was very helpful.
  8. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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?
  9. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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?
  10. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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.
  11. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    Also, I am so thankful you are helping me with this. I really appreciate it.
  12. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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...
  13. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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"
  14. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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...
  15. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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...
  16. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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.
  17. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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...
  18. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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...
  19. t230917

    Design of shear studs connected to soldier pile walls/concrete facing

    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.
  20. t230917

    Dead load deflection calculation for bridge design

    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.

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