Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations cowski on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Recent content by oengineer

  1. oengineer

    Use of ties & vertical rebar reinforcement to help with Concrete breakout strength of shear lug

    I do not believe welded the anchors to the base plate is an option. Do you have a suggestion on how much the pedestal should be increased to solve the concrete break out? Do the (28) - #8 vert rebars help with the shear for the concrete break out? Are there any other things that could be done...
  2. oengineer

    Use of ties & vertical rebar reinforcement to help with Concrete breakout strength of shear lug

    Thank you for this check. However, please note that the concrete strength is f'c=4000 psi for this pedestal.
  3. oengineer

    Use of ties & vertical rebar reinforcement to help with Concrete breakout strength of shear lug

    What other anchor reinforcement should I look into besides the ties currently shown in the images I have provided?
  4. oengineer

    Use of ties & vertical rebar reinforcement to help with Concrete breakout strength of shear lug

    I am using ACI 318-19. I am looking in this code to find use of supplementary reinforcement to help with concrete breakout for shear lugs.
  5. oengineer

    Use of ties & vertical rebar reinforcement to help with Concrete breakout strength of shear lug

    I have a shear lug/key that I am working on designing using Hilti Profis for a concrete pedestal. However, Profis is telling me that the shear lug is failing in concrete break out strength. My pedestal is 44"x44" & 40" tall, with (28)-#8 vertical rebars (see images). The tie reinf. is also shown...
  6. oengineer

    Minimum Flexural Reinforcement ACI 318-19 8.6.1.1 for a very thick slab

    I have a foundation slab that is 4'-11 thick (the total dimensions are 14 ft x 14 ft x 4'-11" thick) & I am wondering if Minimum Flexural Reinforcement ACI 318-19 8.6.1.1 is applicable to this foundation. The applied vertical force is 100 kips & an applied moment of 295 k-ft. This is an...
  7. oengineer

    Using Bond Breaker vs Sleeve for Anchor Bolts to address Ductility

    What is the proper way the bond breaker tap should be sufficiently & properly wrapped around the anchor bolt? Is there any technical documents that provide commentary on this?
  8. oengineer

    Using Bond Breaker vs Sleeve for Anchor Bolts to address Ductility

    If a template is being used to place the anchor bolts for the vertical vessel, would that take care of the alignment of anchors required during installation equipment?
  9. oengineer

    Using Bond Breaker vs Sleeve for Anchor Bolts to address Ductility

    In PIP STE05121 Application of ASCE Anchorage Design for Petrochemical Facilities it says the following: “In the case of larger diameter anchors, the only relevant applications for using a sleeve are to provide stretch length to meet the requirements for the anchor to be a ductile steel...
  10. oengineer

    TORNADIC Wind Loads using ASCE 7-16

    I have a project located in Clarksville, Tennessee & I have been asked about consideration for Tornadic Loads. I used the ASCE Hazard Tool (https://ascehazardtool.org/) to determine if TORNADIC Loads shall be considered for Clarksville, Tennessee. Based on the ASCE Hazard Tool, it seems that...
  11. oengineer

    ACI 318-19 Section 17.10 - 17.10.5.3a

    So then is 17.10.5.3a (iii.) essentially just asking to confirm that the stretch length for the anchors meets the 8da requirement?
  12. oengineer

    ACI 318-19 Section 17.10 - 17.10.5.3a

    Thank you for the explanation. I am still not clear on (iii). It seems like the code is asking for one to do a check for the anchor bolt while using an additional ductile steel element to help resist tensile loads: (iii) Anchors shall transmit tensile loads via a ductile steel element with a...
  13. oengineer

    ACI 318-19 Section 17.10 - 17.10.5.3a

    I am looking at 17.10.5.3a & I had some questions about iii., iv., & v. Could someone provide some insight about these subsections of 17.10.5.3a? It seems to me that 17.10.5.3a part vi. is referring to using the adjacent vertical rebar to help resist the tensile forces. Could anyone please...
  14. oengineer

    ACI 318-19 Section 17.10 - Anchor Bolt Design for Seismic Site Class C

    I am looking at 17.10.5.3a & I had some questions about iii., iv., & v. Could someone provide some insight about these subsections of 17.10.5.3a? It seems to me that 17.10.5.3a part vi. is referring to using the adjacent vertical rebar to help resist the tensile forces. Could anyone please...
  15. oengineer

    ACI 318-19 Section 17.10 - Anchor Bolt Design for Seismic Site Class C

    I am looking at 17.10.5.3a & I had some questions about iii., iv., & v. Could someone provide some insight about these subsections of 17.10.5.3a? It seems to me that 17.10.5.3a part vi. is referring to using the adjacent vertical rebar to help resist the tensile forces. Could anyone please...
See more

Part and Inventory Search

Back
Top