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COMPOSITE CONSTRUCTION: COMPOSITE BEAM SOLVED PROBLEMS: calculation of moment capacity- position PNA-beam design-Check shear
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composite beam problems.pdf
- 1. COMPOSITE CONSTRUCTION: COMPOSITE BEAM SOLVED PROBLEMS 1 Presented By Eng. ZEINAB AWADA Email Zeinabawada198@gmail.com MASTER OF CIVIL ENGINEERING-LEBANON ADVANCED STRUCTURAL SYSTEMS COURSE
- 2. Problem1(calculation of moment capacity) K E= modulus of elasticity of steel 29000 Ksi If Case 2: a > t slab then Distance from PNA to top of flange
- 3. Solution (compact or non) H web (Compact web) (plastic distribution)
- 4. Solution (position PNA) Case 1: a < t slab so PNA in slab Case 2: a > t slab so PNA in steel beam If C>T PNA in steel flange If C<T PNA in steel beam web
- 5. Solution Distance from PNA to top of flange
- 6. Solution
- 7. • Beams 10 ft on center with 36 ft simple spans are to be selected to support a 4-in deep lightweight concrete slab on a 3-in-deep formed steel deck with no shoring. • The ribs for the steel deck, which are perpendicular to the beam center lines have average widths of 6 in. • The service dead load(including the beam weight) is 0,78 k/ft of length of the beams and the service live load is 1.2 k/ft. Fy=50Ksi, f’c=3Ksi Problem 2 (beam design)
- 8. Solution 1. beam selection (y1,y2,Mu) If a <t slab (Case 1) Assume Y1:Distance from PNA to top of flange = 0 Y2: distance from centroid of effective concrete area to top of flange Y2: Yconcrete - a/2
- 9. • Y1:Distance from PNA to top of flange = 0 • Y2: distance from centroid of effective concrete area to top of flange = 6in • Mu=463.3 k.ft LRFD • Ma = 320 k.ft ASD • Try Shape: W16*31 • Mn = 478 k.ft Solution 1. beam selection
- 10. • Y1:Distance from PNA to top of flange = 0 • Y2: distance from centroid of effective concrete area to top of flange = 6in • Mu=463.3 k.ft LRFD • Ma = 320 k.ft ASD • Try Shape: W16*31 • Mn = 478 k.ft Solution 1. beam selection
- 11. Solution (W section characteristics)
- 12. Solution (W section characteristics)
- 13. Solution 2.Check Mu <øMn Ʃ 𝑄n = As.Fy Or Table a < t slab then Y1= 0
- 14. Solution 3.Design of shear connectors Given: • Light weight concrete • Fc’ = 3ksi • Ribs of steel deck are perpendicular to the beam center • Stud diameter = ¾ in2
- 15. Solution 4. Check strength of W section before concrete hardens: øMn>Mu = γ * t * tributary length Beams 10 ft on center with 36 ft simple spans. The ribs average widths of 6 in. DEAD LOADS: 1. Deck weight (2psf) 2. Beam weight(31lb/ft) LIVE LOADS 1. Slab weight 2. Rib weight 3. Construction live load(20psf) W16*31
- 16. Solution 5.Check for service load deflection before concrete hardens (Service load)
- 17. Solution 5.Check for service LL deflection after composite section is available ∆L= ML.L2/C1*ILB Given (Service live load) = 1.2k/ft
- 18. Solution 6.Check shear DL = 0,78 k/ft LL = 1.2 k/ft
- 19. Problem 3
- 20. Solution
- 22. Solution
- 23. Solution
- 24. THANK YOU 24 THANK YOU Hope you enjoyed my presentation ! Contact me for any help zeinabawada198@gmail.com
- 25. ✓ Structural steel design,5th edition, jack C.Mc Cromac,S tephan F. Csernak ✓ American institude of steel construction, Steel construction manual, 14th edition ✓ Chapter 9 ❖ References 25