إنشاءات خرسانية

2. W W K K ???? K K K

3. K W W (Working Stress Design Method) (Theory of Elasticity) K W (Ultimate Strength Design Method (U.S.D.M.)) K FEBs 8110CP. 110K K FE K KW LZLKZK KKZKKKZKK K

4. K K K W K

6. -- W K K W W EK EK E K EK EK W W EK EK EK E K W K K K

7. -- Principals of Structural Design KKKKKKKK K W J(Economy) J(Safety) J (Serviceability) (Deflection) (Cracks)K JK K W W K WK K K

8. -- {W (Different Structural Elements)KW F JE E(Solid Slab)(Beams) (Slab Spans) (Columns)KF (Spread Footings)KE E(Joist-Slab)K (Beams) K joist slab Beam 1st floor Spreed footing Foundation wall Wall footing Slab on grade Basement Spandrel beam Door lintel Supported slab Beam 2nd floor Column Landing Stairs column Joist Column F JE

9. -- W W(Joists)K W(Flange) T(beams)K (Soil) K K W JK JK JK J K { W {{W W - - -K - {{W K

10. -- {W F EW W K FEK W K K {K {{W (fcu) KK KK K F JE F(f cu)E KK F JEWFf cuL E

11. -- {{FEW F JEFE FEFE FEW E FEFEFf cuKE EK K EFEF E{ E FE FEF JKE E FEKFE K

12. -- Strain 0.001 4 0.000 1 2 3 Stress 5 6 0.002 0.003 0.004 F JE Typical concrete stress-strain curve, with short-term loading. F JE

13. -- {{W KW ELK LL. EW LKKKKKKKKKKKKKKKKKKKKKKKF.( LKKKKKKKKKKKKKKKKKKKKKKKF.( EKK LLLFE FKEF JEKF JE K F JE

14. -- F JE Area of Cross-Section in cm2 Weight Kg/m mm 10987654321 2.832.542.261.981.701.411.13.848.566.2830.2226 5.034.524.023.523.022.512.011.511.01.5030.3958 7.857.076.285.504.713.933.142.361.57.7850.61710 11.310.29.057.926.795.654.523.392.261.130.88812 15.413.912.310.89.247.706.164.623.081.541.2114 20.118.116.114.112.110.18.046.034.022.011.5816 25.422.920.417.815.312.710.27.635.092.542.0018 31.428.325.122.019.815.712.69.426.283.142.4720 38.034.230.426.622.819.015.211.47.603.802.9822 45.240.736.231.727.122.518.113.69.044.523.5524 53.147.042.537.231.925.521.215.910.65.314.1726 61.655.449.343.137.530.824.618.512.36.164.8328 70.763.656.649.542.435.328.321.214.17.075.5530 80.472.464.356.348.340.232.224.116.18.046.3132 90.881.772.653.654.545.436.327.218.29.087.1334 10291.881.671.461.250.740.930.620.410.27.9936 11310290.479.167.856.545.233.922.611.38.9038 {{W EW K {K EK EK FE F JKE

15. -- F JEFE { L F E L F E FE L L L L L {W K K {{W K W EK

16. -- E E K E K {{FEW FE K

17. -- F JE FL E f cu (e=e min)f co ** f c * F E qc Eqc E q ct q ct EL EL EL EL E L E E G L K GGK

18. -- {{W F JKE F J JKE F J JE F E K F E F J J E J F E K K K F J JEF J JE K

19. -- 0.85 cu cu0.85 0.85 cu co0.85 cu cu 0.85 cu0.85 cu cucu F JE EFE EFE EFE EFE EFEK

21. -- W K W E E K W W EK EK EK E K W W K

22. -- W F E KK W K K K {FDead LoadsE KKKKKKKKK {{(Slab Dead load) E(Own Weight of slab - O.W of slab)Z (A)(t)( c)K Z{L( c =2.5 t/m3 ) i.e. O.W of slab = A t c (A){K O.W of slab = 1.0 t 2.5

23. -- F JE K F JE FEFL E WW K FHE J F JEZL R.C slab (plaster) Tiles Mortar 3-5cm sand isolated sheets F JE JL K

24. -- ZL ZL ZL ZL {{W W E(Own weight of Beam) E E(O.W of slab)F J JKE EW K W ZtZL JThickness of beam (t) = span / 8-10 For simple beams choose t = span / 8 For continuous beams ,, t = span / 10 Z{K(b)Z{(t)Z{W Z(L0)xxxW O.W of beam = L0 x b x (t - ts) x c Where; c = 2.5 t/ m3 , ts = = 10 cm = 0.1 m L0 = length of beam = 1.0 m ){( i.e. O.w. of beam = 1.0 x 0.2 x (0.6 0.1) x2.5 = 0.25 t/m Z{L W W

25. -- E wall = 0.75:1.0 t/m3 E wall = 1.20 t/m3 E wall = 0.75:1.2 t/m3 E wall = 0.6 :0.8 t/m3 EFE wall = 1.8 t/m3 E wall = 1.5:1.9 t/m3 K WK W W wall = wall t wall ( t/m) W K JL JLK WL FEK {(Live Loads)W W E K EFEK FE K EK

26. -- F JE KKKKKK F JEW L W EFE EFE E E W E EFE W E EFE EFE J W EFE E E W EFE E E E J J W E

27. -- E FE EFE EFE K W E E W E E W EF{ E E {W {{W K FKKKE K(Working Stress Design Method)W E(Dead Load),,D,, E(live loads),,L,, ZD + L

28. -- {{(Ultimate loads) FF J J EEW E FASCIEW U = 1.4 D + 1.7 L (2-1) DZDead Loads LZLive loads E{ W U = 1.5 (D +L) (2-2) E W U = 1.4 D + 1.7 (E + L) (2-3) EZ(Lateral Load) U(2-1)

29. -- {W WB1B2 F JEKZ KHK W E Own weight of slab = Ws =11 t c = t c = 0.1 2.5 = 0.25 t/m2 = 2.5 kN / m2 Flooring () = 0.15 t / m2 = 1.5 kN / m2 Live Loads (L.L.) () = 0.20 t/m2 = 2.0 kN / m2 Total Loads (wt) ( ) = 0.25+ 0.15+ 0.20 = 0.60 t/m2 = 6.0 kN/m2 EB1 W = 6.0 x (3.5/2) = 10.5 kN/m EB2 W = 6.0 x 3.5 = 21 kN/m

30. -- F{E W S1 B1B2 F JEKZ KK W E Own weight of slab = Ws =11 t c = t c = 0.12 2.5 = 0.30 t/m2 = 3.0 kN / m2 Flooring () = 0.20 t / m2 = 2.0 kN / m2 Live Loads (L.L.) () = 0.30 t/m2 = 3.0 kN / m2 Total Loads (wt) ( ) = 0.30+ 0.20+ 0.30 = 0.80 t/m2 = 8.0 kN/m2 EB1 W = 8.0 x (4.0/2) = 16.0 kN/m L=8,0 m L=3,5 m L=3,5 m B2 B1

31. -- EB2 W = 8.0 x(4+3)/2 = 28 kN/m F{E B A C 1 S1 4.5 m 9m 4.0 m 4.5 m4.5 m B1 3.0 m B2

33. -- W K

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