TABLE OF CONTANINET 1. Design criteria. 2. Lateral loads. 3. 3D finite element model (SAP2000, Ver.16). 4. Design of vertical elements (CSI, Ver.9).

Transcription

1 TABLE OF CONTANINET 1. Design criteria. 2. Lateral loads Wind loads calculation 2-2. Seismic loads 3. 3D finite element model (SAP2000, Ver.16). 4. Design of vertical elements (CSI, Ver.9) Columns 4-2. Shear walls and core 5. Design of horizontal elements (SAP2000, Ver.16) Design of slabs 5-2. Design of stairs 5-3. Design of beams 6. Design of foundation (SAP2000, Ver.16) Shallow foundation (Raft) 6-2. Deep foundation (Pile cap) 7. Structural drawings list of project.

2 1. DESIGN CRITERIA

3 1-1. DESCRIPTION OF PROJECT: The building's plot is nearly a rectangular shape with dimensions of 21.1 m X m No Minimum required set-back, the building has two neighbours plots The proposed building consists of the following floors: 1- Basement floor - Car parking with 2.7 m height occupying the full plot area. 2- Ground floor - Main lobbies, commercial stores. 3- Nine Typical floors STRUCTURAL SYSTEM: Reinforced concrete slabs supported cast-in-situ Columns and Walls. Raft foundation will be used to support the building. The lateral stability is provided by Cast in-situ frames and/or Core walls DESIGN STANDARD AND CODES: Egyptian code of practice (ECCS , 2010), Design and construction of Concrete Structures. Egyptian code of practice (ECP ), Loading for Buildings. Egyptian code of practice (ECP ), Loading for Buildings.

4 1-4. MATERIALS: CONCRETE: The characteristic concrete cube compressive strength after 28 days shall be as follows: Plain concrete and Blinding = 20 N/mm2 Raft Foundation = 25 N/mm2 Reinforced Slabs and Beams = 25 N/mm2 Cast in-situ Columns and Walls = 25 N/mm2 Own weight of reinforced concrete = 25 KN/m3 Own weight of plain concrete = 22 KN/m STEEL REINFORCEMENT: High yield steel T - Specified characteristic strength F Y = 360 N/mm2 - Minimum elongation on gauge length = 14% 1-5. CONCRETE COVER TO STEEL REINFORCEMENT: Concrete cover to steel reinforcement shall be provided to protect the reinforcement against corrosion and fire. Adopted fire rating requirements: Load bearing walls & columns = 2 hrs. fire rating Floor construction including beams = 2 hrs. fire rating Shafts and stair walls = 2 hrs. fire rating According to fire resistance requirements adopted and as listed in table 3.4 (BS 8110-Part 1:1997): Cast in-situ Beams simply supported = 30 mm Cast in-situ Beams continuous = 25 mm Cast in-situ slabs simply supported = 30 mm Cast in-situ slabs continuous = 25 mm Columns & walls = 30 mm

5 1-6. LOADS: Vertical loads (in excess of self-weight of members): A- Basement: Finishes Services & False ceiling Dead Load Live Load = 1.50 kn/m2 = 0.50 kn/m2 = 4.50 kn/m2 = 5.00 kn/m2 A- Ground: Finishes Services & False ceiling Live Load = 1.50 kn/m2 = 0.50 kn/m2 = 5.00 kn/m2 B- Typical Floors: Finishes Services & False ceiling Live Load = 1.50 kn/m2 = 0.50 kn/m2 = 2.00 kn/m2 C- Stairs loads: Finishes Live Load = 2.00 kn/m2 = 3.00 kn/m2

6 2. LATERAL LOADS

7 2-1.Wind loads F= C K q Where: C=1.3 Where 0.8 for compression+0.5 for suction K= 1.0 for 0-30m, 1.05 for (30-50) Area B (Suburban Exposure) q= 0.5x10-3 V 2 C t C s Where:- Ƥ Air Density =1.25 Kg/m 3 V Wind Velocity =30 m/sec at Tanta C t Earth topography = 1.00 in flat land C s Structure height =1.00 for structures heights no exceed 60m

8 Calculations of wind loads Area B Height of Building = 32.80m Width of Building = 38.70m

9 -2. Seismic Loads Equivalent static load According to the ECP1993 using Equivalent static load- see attached calculation in next calculation -Y-Y Direction -X-X Direction -Overturning Moment

10 Y-Y Direction Base Shear Basic Equiation: Equivalent Static Seismic Loads V = Z. I. K. C. S. W where: Z = Seismic Intensity Factor 0.1 first zone 0.2 second zone Enter value of Z third zone I = Building Importance Factor 1.25 Emergancy buildings: Hospitals, fire stations, Police stations, emergancy centers, communication building Enter value of I 1 1 Other buildings: Residential, commercial, public K = Structural System Coefficient 1.33 depends on lateral load resisting system and its ductility Box using shear walls or braced frames Frames only: 0.67 ductile frames 0.80 non-ductile frames Enter value of K Mixed system (shear walls and frames) where T: C = 1/ [15 sqrt( T )] C < = 0.12 Enter "1" for case (a) or "2" for case (b) 2 Enter No. of floors Calculated "T" = Calculated "C" = Chosen "C" 11 T = 0.1 N Case (a): for building with frames able to carry all the lateral force; where N = number of floors Enter value of H 33 T = 0.09 H / sqrt(b) Case (b): for other systems Enter value of B H = Height of building above foundation level Calculated "T" = Calculated "C" = Chosen "C" B = width of building in the direction of Earthquake S = Soil Coefficient 1.00 Rock, very dense > 15m, mid-dense < 15m above better soil conditions 1.15 Mid-dense or dense > 15m, or loose soil above better soil conditions Enter value of S loose or weak soil > 15m W = Weight of the building Enter weight of each floor in the followig table = Permenant loads; for building with live loads less or equal 500 kg/m2 = Permenant loads + 1/2 LL; for buildings with storage loads > 500 kg/m2

11 Lateral Load Distribution: Entered and Calculated Coefficient: Floor No. Floor Load (W) Height (H) from foundation Wi x Hi Force on each floor Z I K C S W V = Additional force at roof level (Ft) = 0.07 T. V (max V ; = 0 if T <= 0.7) Chosen "T" = Caculated "Ft" = Caculated "0.25 V" = S Ft = 0.00 T < or = 0.7 Over turning moment in Y- Dir Floor No Force on each floor Height (H) from foundation over turning moment total

12 X-X Direction Base Shear Basic Equiation: Equivalent Static Seismic Loads V = Z. I. K. C. S. W where: Z = Seismic Intensity Factor 0.1 first zone 0.2 second zone Enter value of Z third zone I = Building Importance Factor 1.25 Emergancy buildings: Hospitals, fire stations, Police stations, emergancy centers, communication building Enter value of I 1 1 Other buildings: Residential, commercial, public K = Structural System Coefficient 1.33 depends on lateral load resisting system and its ductility Box using shear walls or braced frames Frames only: 0.67 ductile frames 0.80 non-ductile frames Enter value of K Mixed system (shear walls and frames) where T: C = 1/ [15 sqrt( T )] C < = 0.12 Enter "1" for case (a) or "2" for case (b) 2 Enter No. of floors Calculated "T" = Calculated "C" = Chosen "C" 11 T = 0.1 N Case (a): for building with frames able to carry all the lateral force; where N = number of floors Enter value of H 33 T = 0.09 H / sqrt(b) Case (b): for other systems Enter value of B 38.8 H = Height of building above foundation level Calculated "T" = Calculated "C" = Chosen "C" B = width of building in the direction of Earthquake S = Soil Coefficient 1.00 Rock, very dense > 15m, mid-dense < 15m above better soil conditions 1.15 Mid-dense or dense > 15m, or loose soil above better soil conditions Enter value of S loose or weak soil > 15m W = Weight of the building Graduation Enter weight Project of each floor in the followig table = Permenant loads; for building with live loads less or equal 500 kg/m2 = Permenant loads + 1/2 Eng. LL; Magdy for buildings Mahmoud with storage loads > 500 kg/m2

13 Lateral Load Distribution: Entered and Calculated Coefficient: Floor No. Floor Load (W) Height (H) from foundation Wi x Hi Force on each floor Z I K C S W V = Additional force at roof level (Ft) = 0.07 T. V (max V ; = 0 if T <= 0.7) Chosen "T" = Caculated "Ft" = Caculated "0.25 V" = S Ft = 0.00 T < or = 0.7 Over turning moment in X- Dir Floor No Force on each floor Height (H) from foundation over turning moment total

14 Loads At X Direction At Y Direction

15 Response spectrum A- Response spectrum types B- Selected soil type Value of damping coefficient η = 1 Value of a g /g A g /g =0.125

16 C- Response modification factor R- (Reduction factor) R=5 E- Importance Factor Ordinary Residential Building I = 1 F- Modelling Requirements The mathematical model of the physical structure shall include all elements of the lateral force-resisting system. The model shall also include the stiffness and strength of elements, which are significant to the distribution of forces and shall represent the spatial distribution of the mass and stiffness of the structure. In addition, stiffness properties shall consider the effects of cracked sections. A reduction factor of Reduction factor of stiffness properties Beam Ieff/Ig 0.5 Column Ieff/Ig 0.7 Wall Ieff/Ig 0.7 Slabs Ieff/Ig 0.25 Calculated story drift shall not exceed 0.01 times the story height. Calculated Total drift at the final floor shall not exceed H/500, where H is the total Height of Building. G- Total Weight of Building Due to Ordinary Residential Building So W t = D.L L.L

17 The Egyptian code of loads ( )

18

19 Input Data SOIL TYPE A,B,C or D = c ZONE 1,2,3,4,5A or 5B = 2 REDUCTION FACTOR (R) = 5 Total Weight of building (TON)= 9319 TOTAL HEIGHT of building (m)= 32.8 IMPORTANCE FACTOR 1 or 1.2 = 1 T1= SR RESPONSE SPECTRUM CURVE hi Wi (ton) hi wi Fi (ton) Base Monet Summations

20 1.8. LOAD COMBINATIONS Combinations for Lateral Loads Case (1) Case (2) Case (3) P= (1.4 DL+1.6LL) P= 0.8(1.4 DL+1.6 LL+ lateral) P= (0.9DL +1.3 Lateral) E1 = 1.12 D.L. & 1.28 L.L & 0.8 EQx1 E2 = 1.12 D.L. & 1.28 L.L & -0.8 EQx1 E3 = 1.12 D.L. & 1.28 L.L & 0.8 EQx2 E4 = 1.12 D.L. & 1.28 L.L & -0.8 EQx2 E5 = 1.12 D.L. & 1.28 L.L & 0.8 EQY1 E6 = 1.12 D.L. & 1.28 L.L & -0.8 EQY1 E7 = 1.12 D.L. & 1.28 L.L & 0.8 EQY2 E8 = 1.12 D.L. & 1.28 L.L & -0.8 EQY2 E9 = 0.9 D.L. & 1.3 EQX1 E10 = 0.9 D.L. & -1.3 EQX1 E11 = 0.9 D.L. & 1.3 EQX2 E12 = 0.9 D.L. & -1.3 EQX2 E13 = 0.9 D.L. & 1.3 EQY1 E14 = 0.9 D.L. & -1.3 EQY1 E15 = 0.9 D.L. & 1.3 EQY2 E16 = 0.9 D.L. & EQY2 Because of wind is not affected in Egypt We designed under seismic loads only

21 3.3D FINITE ELEMENT MODEL

22

23 Max drift in X Direction= m Max drift in Y Direction= m Allowable Drift D=H/500 =32.8/500 = m Hense, Drift due to Seismic is less than allowabe Safe Drift.

24 4. DESIGN OF VERTICAL ELEMENTS DESIGN OF COLUMNS DESIGN OF SHEAR WALLS

25 4.1 DESIGN OF COLUMNS C1 (30x50) cm Material Properties: F cu = kg/cm2 E c = kg/cm2 F y = kg/cm2 E s = kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = mm Steel Area: 8 φ 16 Steel Ratio =.77% Min Steel Ratio = 0.60% Max Steel Ratio = 4.00% Stirrups: 2 φ 8 Stirrups Spacing = cm

26 C2 (30x70) cm Material Properties: F cu = kg/cm2 E c = kg/cm2 F y = kg/cm2 E s = kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = mm Steel Area: 12 φ 16 Steel Ratio = 1.15 % Min Steel Ratio = 0.60% Max Steel Ratio = 4.00% Stirrups:3 φ 8 Stirrups Spacing = cm

27 C3 (30x100) cm Material Properties: F cu = kg/cm2 E c = kg/cm2 F y = kg/cm2 E s = kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = mm Steel Area: 14 φ 16 Steel Ratio = 0.94 % Min Steel Ratio = 0.60% Max Steel Ratio = 4.00% Stirrups: 3 φ 8 Stirrups Spacing = cm

28 C4 (30x120) cm Material Properties: F cu = kg/cm2 E c = kg/cm2 F y = kg/cm2 E s = kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = mm Steel Area: 18 φ 16 Steel Ratio =1.01% Min Steel Ratio = 0.60% Max Steel Ratio = 4.00% Stirrups: 3 φ 8 Stirrups Spacing = cm

29 C5 (30x130) cm Material Properties: F cu = kg/cm2 E c = kg/cm2 F y = kg/cm2 E s = kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = mm Steel Area: 20 φ 16 Steel Ratio =1.03% Min Steel Ratio = 0.60% Max Steel Ratio = 4.00% Stirrups: 3 φ 8 Stirrups Spacing = cm

30 C6 (30x150) cm Material Properties: F cu = kg/cm2 E c = kg/cm2 F y = kg/cm2 E s = kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = mm Steel Area: 22 φ 16 Steel Ratio =0.98% Min Steel Ratio = 0.60% Max Steel Ratio = 4.00% Stirrups: 2 φ 8 Stirrups Spacing = cm

31 C7 (40x150) cm Material Properties: F cu = kg/cm2 E c = kg/cm2 F y = kg/cm2 E s = kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = mm Steel Area: 24 φ 16 Steel Ratio =0.80% Min Steel Ratio = 0.60% Max Steel Ratio = 4.00% Stirrups: 2 φ 8 Stirrups Spacing = cm

32 m 6 12 m DESIGN OF SHEAR WALLS AND CORE SW1 (30x308) cm Basic Design Parameters Caption = SW1 Default Concrete Strength, Fc = 250 kg/cm^2 Default Concrete Modulus, Ec = kg/cm^2 Maximum Concrete Strain = in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = kg/cm^2 Default Cover to Rebars = 2.50 cm Maximum Steel Strain = Infinity Transverse Rebar Type = Ties Total Shapes in Section = 1 Consider Slenderness = No Cross-section Shapes Shape Width Height Conc Fc S/S Curve cm cm kg/cm^2 Rectangular Shape PCA Parabola Rebar Properties Basic Section Properties: Total Width = cm Total Height = cm Center, Xo = 0.00 cm Center, Yo = 0.00 cm X-bar (Right) X-bar (Left) Y-bar (Top) Y-bar (Bot) Transformed Properties: Base Material Area, A Inertia, I33 Inertia, I22 Inertia, I32 Radius, r3 Radius, r2 = cm = cm = cm = cm = fc' = 250 kg/cm^2 = 9,000.0 cm^2 = 6.75E+07 cm^4 = 6.75E+05 cm^4 = 0.00E+00 cm^4 = cm = 8.66 cm 3.08

33 m 6 12 m 8 12 SW2 (30x360) cm Basic Design Parameters Caption = SW2 Default Concrete Strength, Fc = 250 kg/cm^2 Default Concrete Modulus, Ec = kg/cm^2 Maximum Concrete Strain = in/in Rebar Set = user Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = kg/cm^2 Default Cover to Rebars = 2.50 cm Maximum Steel Strain = Infinity Transverse Rebar Type = Ties Total Shapes in Section = 1 Consider Slenderness = No Cross-section Shapes Shape Width Height Conc Fc S/S Curve cm cm kg/cm^2 Rectangular Shape PCA Parabola Rebar Properties Basic Section Properties: Total Width = cm Total Height = cm Center, Xo = 0.00 cm Center, Yo = 0.00 cm X-bar (Right) X-bar (Left) Y-bar (Top) Y-bar (Bot) = cm = cm = cm = cm Transformed Properties: Base Material = fc' = 250 kg/cm^2 Area, A Inertia, I33 Inertia, I22 Inertia, I32 Radius, r3 Radius, r2 = 1.08E+04 cm^2 = 1.17E+08 cm^4 = 8.10E+05 cm^4 = 0.00E+00 cm^4 = cm = 8.66 cm 3.60

34 m 6 16 m 8 16 SW3 (30x407) cm Basic Design Parameters Caption = SW3 Default Concrete Strength, Fc = 250 kg/cm^2 Default Concrete Modulus, Ec = kg/cm^2 Maximum Concrete Strain = in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = kg/cm^2 Default Cover to Rebars = 2.50 cm Maximum Steel Strain = Infinity Transverse Rebar Type = Ties Total Shapes in Section = 1 Consider Slenderness = No Cross-section Shapes Shape Width Height Conc Fc S/S Curve cm cm kg/cm^2 Rectangular Shape PCA Parabola Rebar Properties Basic Section Properties Total Width = cm Total Height = cm Center, Xo = 0.00 cm Center, Yo = 0.00 cm X-bar (Right) X-bar (Left) Y-bar (Top) Y-bar (Bot) Transformed Properties: Base Material = fc' Area, A Inertia, I33 Inertia, I22 Inertia, I32 Radius, r3 Radius, r2 = cm = cm = cm = cm = 250 kg/cm^2 = 1.22E+04 cm^2 = 1.69E+08 cm^4 = 9.16E+05 cm^4 = 0.00E+00 cm^4 = cm = 8.66 cm 4.07

35 m 6 12 m 4 12 SW4 (30x252) cm Basic Design Parameters Caption = SW4 Default Concrete Strength, Fc = 250 kg/cm^2 Default Concrete Modulus, Ec = kg/cm^2 Maximum Concrete Strain = in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = kg/cm^2 Default Cover to Rebars = 2.50 cm Maximum Steel Strain = Infinity Transverse Rebar Type = Ties Total Shapes in Section = 1 Consider Slenderness = No Cross-section Shapes Shape Width Height Conc Fc S/S Curve cm cm kg/cm^2 Rectangular Shape PCA Parabola Basic Section Properties: Total Width Total Height Center, Xo Center, Yo X-bar (Right) X-bar (Left) Y-bar (Top) Y-bar (Bot) Transformed Properties: Base Material = fc' Area, A Inertia, I33 Inertia, I22 Inertia, I32 Radius, r3 Radius, r2 = cm = cm = 0.00 cm = 0.00 cm = cm = cm = cm = cm = 250 kg/cm^2 = 7,560.0 cm^2 = 4.00E+07 cm^4 = 5.67E+05 cm^4 = 0.00E+00 cm^4 = cm = 8.66 cm 2.52

36 m 6 16 m 8 16 SW5 (30x412) cm Basic Design Parameters Caption = SW5 Default Concrete Strength, Fc = 250 kg/cm^2 Default Concrete Modulus, Ec = kg/cm^2 Maximum Concrete Strain = in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = kg/cm^2 Default Cover to Rebars = 2.50 cm Maximum Steel Strain = Infinity Transverse Rebar Type = Ties Total Shapes in Section = 1 Consider Slenderness = No Cross-section Shapes Shape Width Height Conc Fc S/S Curve cm cm kg/cm^2 Rectangular Shape PCA Parabola Basic Section Properties: Total Width Total Height Center, Xo Center, Yo X-bar (Right) X-bar (Left) Y-bar (Top) Y-bar (Bot) Transformed Properties: Base Material = fc' Area, A Inertia, I33 Inertia, I22 Inertia, I32 Radius, r3 Radius, r2 = cm = cm = 0.00 cm = 0.00 cm = cm = cm = cm = cm = 250 kg/cm^2 = 1.24E+04 cm^2 = 1.75E+08 cm^4 = 9.27E+05 cm^4 = 0.00E+00 cm^4 = cm = 8.66 cm 4.12

37 CORE Basic Design Parameters Caption = core Default Concrete Strength, Fc = 250 kg/cm^2 Default Concrete Modulus, Ec = kg/cm^2 Maximum Concrete Strain = in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = kg/cm^2 Default Cover to Rebars = 2.50 cm Maximum Steel Strain = Infinity Transverse Rebar Type = Ties Total Shapes in Section = 1 Consider Slenderness = No Cross-section Shapes Shape Width Height Conc Fc S/S Curve cm cm kg/cm^2 Rectangular Shape PCA Parabola Basic Section Properties: Total Width Total Height Center, Xo Center, Yo X-bar (Right) X-bar (Left) Y-bar (Top) Y-bar (Bot) Transformed Properties: Base Material = fc' Area, A Inertia, I33 Inertia, I22 Inertia, I32 Radius, r3 Radius, r2 = cm = cm = cm = cm = cm = cm = cm = cm = 250 kg/cm^2 = 1.62E+04 cm^2 = 5.55E+07 cm^4 = 2.44E+08 cm^4 = 0.00E+00 cm^4 = cm = cm m 6 18 m 6 12 m 6 12 m

38 SW1 SW2

39 SW3 SW4

40 SW5

41 5. DESIGN OF HORIZONTAL ELEMENTS DESIGN OF SLABS DESIGN OF STAIRS DESIGN OF BEAMS

42 5-1-1.Solid Slab (Typical Floors) Thickness of two way slabs =L/35 Simply supported =L/40 Continuous from one side =L/45 Continuous from two sides Take T=12cm for all slabs Check Deflection Allowable deflection = L/250 =3.32/250 =0.013m So actual deflection is < allowable Safe deflection

43 Design of Section Fcu= 25 N/mm^2 Fy= 360 N/mm^2 cover = 20 mm slabs Mu (Kn.m/m') b (mm) t (mm) d (mm) C1 J As (mm^2) As min As choose Rft. safty f 10 safe f 10 safe f 10 safe f 10 safe Use lower mesh in both directions (11, 22) 6ø10 /m`

44 5-2-2.Flat Slab (First Floor) Thickness of slab without drop panel =L/32 External panel =L/36 Internal panel Take T=18cm for all slabs Check Deflection Allowable deflection = L/360 =3.32/360 =0.0092m So actual deflection is.0012 < allowable Safe deflection

45 Design of Section Check Punching Column 1

46 a=c+d/2 = /2=0.38 m b= c+d =1+0.16=1.16 m A net =2* *1.16= 6.83 m2 b0 =1.16+2*0.38=1.92 m Q=Wu *A net =( 0.18* )*6.83= ton qb = Q*103 / b o * d = 5.464*104 / 1920 *160 =0.178 MPa =1.29 MPa qall 0.8(α*d/b ) =1.1 MPa 0.316(a/b +0.5) =2.2 Mpa 1.6 MPa q all = 1.1 MPa q p Safe Punching

47 Column 2

48 a=c+d/2 = =0.46 m b= c+d = =0.86 m A net =2.52*4-0.46*0.86= 9.68 m2 b0 =2*0.86+2*0.46=2.64 m Q=Wu *A net =( 0.18* )*9.68= ton qb = Q*103 / b o * d = 7.744*104 / 2640 *160 =0.183 kg/cm2 =1.29 MPa qall 0.8(α*d/b ) =1.44 MPa 0.316(a/b +0.5) =3.05 Mpa 1.6 MPa q all = 1.1 MPa q p Safe Punching

49 5-1-2.Flat Slab (Ground Floor) Thickness of slab without drop panel =L/32 External panel =L/36 Internal panel Take T=18cm for all slabs Check Deflection Allowable deflection = L/360 =3.32/360 =0.0092m So actual deflection is.0021 < allowable Safe deflection

50 5-2. DESIGN OF STAIRS Using SAP2000 V16

51 MANUAL DESIGN Statically system Concrete dimension L`= = =3.05m T S= for steel 400/600 T S= =13cm Take T S = 15cm Loads Wu=1.5(ts Ɣc +F.c + L.L) W u h =1.5(.2* ) =1.50 t/m 2 W u in =1.5((.2*2.5)/(cos29.4)+.2+.3)=1.61 t/m

52 Straining action Max Moment=6.40 ton.m Design D=ts-cover =20-2=18cm D=C 1 18=C 1 / C 1 =3.9 J=.8 As = cm 2 /m` Use 7Ф16/m`

53 Using Eng M.Zaghlal Program

54 DESIGN OF BEAMS Sec Beam (B1) Input data M U 4.4 t.m f y 3600 Kg/cm 2 Q U 5 t f cu 250 Kg/cm 2 b 12 cm E s 2E+06 Kg/cm 2 t 70 cm d 65 cm * Design of Beams concrete Fcu = 250 kg/cm 2 Steel F y = 3600 kg/cm 2 Sec. Ult. Moment Mu (m.t) Breadth b (cm) Depth t (cm) C1 J As (cm) ɸ Rft. Notes ɸ 12 safe m * Check Of shear in beams Concrete F cu = 300 kg/cm 2 Concrete q all = kg/cm 2 Stirrups F y = 2400 kg/cm Sec. Ult. Shear Breadth Depth q u b (cm) t (cm) Q u (ton) (kg/cm 2 ) As (cm) NO. of Branch ɸ Stirrups Notes ɸ 8 safe

55 0.70 Sec Beam (B2) Input data M U 8.8 t.m f y 3600 Kg/cm 2 Q U 9 t f cu 250 Kg/cm 2 b 12 cm E s 2E+06 Kg/cm 2 t 70 cm d 65 cm * Design of Beams concrete Fcu = 250 kg/cm 2 Steel F y = 3600 kg/cm 2 Sec. Ult. Moment Mu (m.t) Breadth b (cm) Depth t (cm) C1 J As (cm) ɸ Rft. Notes ɸ 12 safe m * Check Of shear in beams Concrete F cu = 250 kg/cm 2 Concrete q all = kg/cm 2 Stirrups F y = 2400 kg/cm Sec. Ult. Shear Breadth Depth q u b (cm) t (cm) Q u (ton) (kg/cm 2 ) As (cm) NO. of Branch ɸ Stirrups Notes ɸ 8 safe

56 0.70 Sec Beam (B3) Input data M U 13 t.m f y 3600 Kg/cm 2 Q U 9 t f cu 250 Kg/cm 2 b 12 cm E s 2E+06 Kg/cm 2 t 70 cm d 65 cm * Design of Beams concrete Fcu = 250 kg/cm 2 Steel F y = 3600 kg/cm 2 Sec. Ult. Moment Mu (m.t) Breadth b (cm) Depth t (cm) C1 J As (cm) ɸ Rft. Notes 2 ɸ 16 2 ɸ 12 safe ( With the same way shear in beam safe at 6 ɸ 8 / m \ ) m

57 0.70 Sec Beam (B4) Input data M U 15 t.m f y 3600 Kg/cm 2 Q U 10 t f cu 250 Kg/cm 2 b 12 cm E s 2E+06 Kg/cm 2 t 70 cm d 65 cm * Design of Beams concrete Fcu = 250 kg/cm 2 Steel F y = 3600 kg/cm 2 Sec. Ult. Moment Mu (m.t) Breadth b (cm) Depth t (cm) C1 J As (cm) ɸ Rft. Notes ɸ 16 safe (With the same way shear in beam safe at 6 ɸ 8 / m \ ) m

58 0.70 Sec Beam (B5) Input data M U 18 t.m f y 3600 Kg/cm 2 Q U 13.8 t f cu 250 Kg/cm 2 b 25 cm E s 2E+06 Kg/cm 2 t 70 cm d 65 cm * Design of Beams concrete Fcu = 250 kg/cm 2 Steel F y = 3600 kg/cm 2 Sec. Ult. Moment Mu (m.t) Breadth b (cm) Depth t (cm) C1 J As (cm) ɸ Rft. Notes ɸ 16 safe m * Check Of shear in beams Concrete F cu = 250 kg/cm 2 Concrete q all = kg/cm 2 Stirrups F y = 2400 kg/cm Sec. Ult. Shear Breadth Depth q u b (cm) t (cm) Q u (ton) (kg/cm 2 ) As (cm) NO. of Branch ɸ Stirrups Notes ɸ 8 safe

59 FINAL DESIGN OF BEAMS * Design of Beams concrete Fcu = 250 kg/cm 2 Steel F y = 3600 kg/cm 2 Sec. Ult. Moment Mu (m.t) Breadth b (cm) Depth t (cm) C1 J As (cm) ɸ R.F.T Notes ɸ 12 safe ɸ 12 safe ɸ 16 2 ɸ 12 safe ɸ 16 safe ɸ 16 safe Sec. * Check Of shear in beams Concrete F cu = 250 kg/cm 2 Concrete q all = kg/cm 2 Stirrups F y = 2400 kg/cm 2 Ult. Shear Breadth Depth q u b (cm) t (cm) Q u (ton) (kg/cm 2 ) As (cm) NO. of Branch ɸ Stirrups Notes ɸ 8 safe ɸ 8 safe ɸ 8 safe ɸ 8 safe ɸ 8 safe

60 DESIGN OF FOUNDATION DESIGN OF RAFT DESIGN OF PILE CAP

61 6-1.SHALLOW FOUNDATION (RAFT) Thickness of Raft Mx=72.25 ton.m D= D= =80.64 cm Take D=110 cm Check Stress under raft due to axial loads only -Get eccentricity Normal= t M x = t.m M y = t.m Y`= M x /N = 11.2 m X`= M y /N =19.28 m e x = = 0.2 m e y = = 0.13 m In order to eliminate eccentricity in Y Direction We took 30cm projection of raft in street in Y Direction so M x = zero -Get Additional moments due to eccentricity M Y = N*e y = *0.2= t.m Drawing showing that

62 11.07 Center of Mass and Center of Area Y X X Y

63 Get Properties of Section Area =821 m2 Iy = m4 0.5 ton / m X =±18.84 m Allowable stress q all = q allnet + ɣs *D F - ɣ p.c * t p.c - ɣ R.c * t R.c L.L = * *.3-2.5* = t/m2 -Actual stress F max = - * x = - - = t/m2 < t/m2 Less than allowable (safe) F min = - + * x = - + = t/m2 < zero No tension stress (safe)

64 6-2.Deep FOUNDATION (Pile Cap) Pile cap Manual Calculations