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 TugboatEng on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  1. HTURKAK

    Head Joint Design for UL 142 Tanks

    Yes. You can use flat heads . Two points ; - you need to provide bracing , see table Table 13.4. - Follow the requirements of Figure 6.2 ( Head joints for horizontal cylindrical tanks) E.g . minimum overlap for double sided lap joint 1/2 in.
  2. HTURKAK

    strain in plastic hinge

    This wording means the loading is impact loading but apparently you have performed inverse calculation and Pu is the static load corresponding to Mp plastic moment of the section . The relations between strain ε and curvature ρ are , ε = y/ρ ε 1=h1/ ρ and ε2 = −h2/ ρ If you know the...
  3. HTURKAK

    Designing the concrete slabs - Eurocode 2

    Corner reinf. for concrete slabs would be necessary to resist torsional moments . If the corners of two way slab is restrained against lifting, twisting moments will develop at the corners. In order to minimize the diagonal cracking , reinf would be necessary depending on the thick. of...
  4. HTURKAK

    Cantilever Plate bending with UDL

    Is this UDL line load or area load? Post a sketch.
  5. HTURKAK

    T-Bracket Beam Analysis

    -Bolt 2 in tension but located in compression zone. - prying forces may develop if the base plate is not rigid enough / if the Bolt 1 yields. The OP should clarify with providing more info.
  6. HTURKAK

    Designing the concrete slabs - Eurocode 2

    You are right at this point. Eurocode 2 is silent for specific guidance on determining moments and shear forces. This is valid for other topics since it is European practice to give principles in the codes . If the corners of slabs are prevented from lifting, the coefficient method can...
  7. HTURKAK

    T-Bracket Beam Analysis

    It is not possible to figure out the full picture ( at least for me) . Some questions ; - What is the red line at the interfaces ? Rubber gasket? ( the gasket will kill the joint stiffness) - What about the load F is this a dynamic load? - What is the shape of T bracket and how many bolts will...
  8. HTURKAK

    Beam Reinforcement Calculation

    I second you for this debate. Max shear stress will be at bottom of 2X4 piece. Max. Shear force V=5000 lb. MOI of the section=(2*12^3 )/12+ (12*4^3)/12=352 in4 First area moment of 2X4 piece Q=2*4*4=32 in3 Max shear stress τ=(5000*32)/(352*2)=227 psi
  9. HTURKAK

    max 10mm deflection between two crane girders when considering skewing forces

    I have no idea how you did calculate the skew forces . Rigid method is allowed in DIN EN 15011 . Pls check EN 15011. AFAIK , the horizontal deflection is calculated based on 10% of wheel load and the max lateral deflection Lr/400 . I will suggest you to get opinion of a crane manufacturer .
  10. HTURKAK

    T-Bracket Beam Analysis

    You may look to AISC Design Guide 1 Base Plate and Anchor Rod Design. Assuming the base plate is rectangular or square , pull force P would be approximately P=8F/6= 1.33F. Don't pull too much the concrete may break out. ( check probable failure modes).
  11. HTURKAK

    max 10mm deflection between two crane girders when considering skewing forces

    I don't have EN 13001 series. (13001-3-1 to 13001-3-1) . But assuming the 10 mm spacing limit for the crane rails defined in EN 1993-6 will be overkill . In order to get an idea i looked CMAA specs and found ; - Max. vertical deflection is 1/600 of span of uncambered girder, - Max lateral...
  12. HTURKAK

    max 10mm deflection between two crane girders when considering skewing forces

    My points; - EN 1993-6 is for Crane supporting structures runway beams . The scope excludes the Cranes and a moving parts . - The limiting values at Table 7.1 and 7.22 is for runway beams nut for crane bridge, - You are expected to look DIN -EN 13001 OHC bridge design.
  13. HTURKAK

    Strenght material problem

    Assuming both supports fixed, and the frame is 2D , there are 3 support reactions at each support . If the system is not symmetric , total unknowns will be 6 and you have 3 equilibrium equations , so the system will be indeterminate of 3 degree. If the members identical and symmetry is...
  14. HTURKAK

    Beam Reinforcement Calculation

    I agree that in this case the combined section will deflect in unison and the added plates will resist to bending as composite behavior. It is true that if the section is symmetrical, the MOI of the total section will be additive and moreover the bending stresses will be proportional . However...
  15. HTURKAK

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

    - Filling the annular space btw base plate hole and anchor rod with welding is an option to engage all the four anchors. Sometimes, washers are welded to the base plate as an alternative. - Pedestal size could be 4 ftX 4 ft. ( i understood the size 3.0 ft X 3.0 ft but 3 ft 8 in size still not...
  16. HTURKAK

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

    If concrete strength is f'c=4000 psi , break out cone capacity of the concrete pedestal will increase only 15%.You need to do more. Some options, can you weld the embedded plate to the anchors? Can you increase the size of the pedestal?
  17. HTURKAK

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

    The shear force 225 kips is a substantial figure and i checked the break out cone capacity of the concrete pedestal . Unfortunately It is less than 100kips for Fc =3000 psi. The additional reinf. ( in this case closed stirrups ) is a requirement if shear lug is used or in case of high seismic...
  18. HTURKAK

    Beam Reinforcement Calculation

    I am sorry but i disagree with this comment. If the beam loaded say UDL , and if the shear force is not zero, there will be horizontal shear flow.Staggered fillet welding could be OK but it is necessary to dictate combined behavior of the section. One exception to this case, if the...
  19. HTURKAK

    Beam Reinforcement Calculation

    Your argument corollary means , if the side plates tack welded to the web of the I beam just enough to keep in the place at the end supports only , the section will be still compound . In this case what is dictating the composite behavior?
  20. HTURKAK

    2021 IBC 704.3

    My interpretation is , top side is not exposed to the fire directly so some folks which are arguing 'the concrete slab provides' , is reasonable . The following figure from 2018 International Building Code Illustrated Handbook.

Part and Inventory Search

Back
Top