TABLE OF CONTANINET 1. Design criteria. 2. Lateral loads. 2-1. Wind loads calculation 2-2. Seismic loads 3. 3D finite element model (SAP2000, Ver.16). 4. Design of vertical elements (CSI, Ver.9). 4-1. Columns 4-2. Shear walls and core 5. Design of horizontal elements (SAP2000, Ver.16). 5-1. Design of slabs 5-2. Design of stairs 5-3. Design of beams 6. Design of foundation (SAP2000, Ver.16). 6-1. Shallow foundation (Raft) 6-2. Deep foundation (Pile cap) 7. Structural drawings list of project.
1. DESIGN CRITERIA
1-1. DESCRIPTION OF PROJECT: The building's plot is nearly a rectangular shape with dimensions of 21.1 m X 38.69 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. 1-2. 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. 1-3. DESIGN STANDARD AND CODES: Egyptian code of practice (ECCS 203-2007, 2010), Design and construction of Concrete Structures. Egyptian code of practice (ECP 203-2007), Loading for Buildings. Egyptian code of practice (ECP 201-2012), Loading for Buildings.
1-4. MATERIALS: 1-4-1. 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/m3 1-4-2. 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
1-6. LOADS: 1-6-1. 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
2. LATERAL LOADS
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
Calculations of wind loads Area B Height of Building = 32.80m Width of Building = 38.70m
-2. Seismic Loads 2-2-1.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
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 0.2 0.3 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 1 1.00 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 21.75 H = Height of building above foundation level Calculated "T" = 0.637 Calculated "C" = 0.084 Chosen "C" 0.084 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 1.15 1.30 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
Lateral Load Distribution: Entered and Calculated Coefficient: Floor No. Floor Load (W) Height (H) from foundation Wi x Hi Force on each floor 1 474 2.7 1280 1 Z 0.20 2 594 5.8 3445 4 I 1.00 3 550 8.8 4840 5 K 1.00 4 550 11.8 6490 7 C 0.08 5 550 14.8 8140 9 S 1.15 6 550 17.8 9790 11 W 6018.00 7 550 20.8 11440 12 8 550 23.8 13090 14 V = 115.63 9 550 26.8 14740 16 10 550 29.8 16390 18 Additional force at roof level (Ft) = 0.07 T. V 11 550 32.8 18040 19 (max. 0.25 V ; = 0 if T <= 0.7) 12 0 0.0 0 0 13 0 0.0 0 0 Chosen "T" = 0.64 14 0.0 0 0 Caculated "Ft" = 5.15 15 0.0 0 0 Caculated "0.25 V" = 28.91 S 6018 107685 116 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 1 1 3.0 4.122716764 2 4 6.0 22.19656789 3 5 9.0 46.77437678 4 7 12.0 83.62691607 5 9 15.0 131.1099955 6 11 18.0 189.2236152 7 12 21.0 257.967775 8 14 24.0 337.342475 9 16 27.0 427.3477152 10 18 30.0 527.9834955 11 19 33.0 639.249816 0 0 0 0 0 0 0 0 total 10 2666.945465
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 0.2 0.3 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 1 1.00 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" = 0.477 Calculated "C" = 0.097 Chosen "C" 0.097 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 1.15 1.30 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
Lateral Load Distribution: Entered and Calculated Coefficient: Floor No. Floor Load (W) Height (H) from foundation Wi x Hi Force on each floor 1 474 3.0 1422 2 Z 0.20 2 594 6.0 3564 4 I 1.00 3 550 9.0 4950 6 K 1.00 4 550 12.0 6600 8 C 0.10 5 550 15.0 8250 10 S 1.15 6 550 18.0 9900 12 W 6018.00 7 550 21.0 11550 14 8 550 24.0 13200 16 V = 133.63 9 550 27.0 14850 18 10 550 30.0 16500 20 Additional force at roof level (Ft) = 0.07 T. V 11 550 33.0 18150 22 (max. 0.25 V ; = 0 if T <= 0.7) 12 0 0.0 0 0 13 0 0.0 0 0 Chosen "T" = 0.48 14 0 0.0 0 0 Caculated "Ft" = 4.46 15 0 0.0 0 0 Caculated "0.25 V" = 33.41 S 6018 108936 134 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 1 2 3.0 5.233206761 2 4 6.0 26.23227693 3 6 9.0 54.65057693 4 8 12.0 97.15658121 5 10 15.0 151.8071581 6 12 18.0 218.6023077 7 14 21.0 297.5420299 8 16 24.0 388.6263248 9 18 27.0 491.8551924 10 20 30.0 607.2286325 11 22 33.0 734.7466454 0 0 0 0 0 0 0 0 total 10 3073.680933
Loads At X Direction At Y Direction
2-2-2. 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
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 +0.25 L.L
The Egyptian code of loads (201-2012)
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= 0 0.1 0.25 0.4 0.75 1 1.2 1.3 2 3 4 SR 0.1875 0.46875 0.46875 0.292969 0.15625 0.117188 0.097656 0.08321 0.035156 0.02 0.02 0.5 0.4 0.3 0.2 0.1 0 RESPONSE SPECTRUM CURVE 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 hi Wi (ton) hi wi Fi (ton) Base Monet 2.7 866 2338.2 4.519231928 12.20192621 5.8 884 5127.2 9.909762185 57.47662068 8.8 841 7400.8 14.30413637 125.8764 11.8 841 9923.8 19.18054649 226.3304486 14.8 841 12446.8 24.05695662 356.0429579 17.8 841 14969.8 28.93336674 515.013928 20.8 841 17492.8 33.80977687 703.2433589 23.8 841 20015.8 38.68618699 920.7312504 26.8 841 22538.8 43.56259712 1167.477603 29.8 841 25061.8 48.43900724 1443.482416 32.8 841 27584.8 53.31541737 1748.74569 Summations 9319 164900.6 318.717 7276.6226
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. & - 1.3 EQY2 Because of wind is not affected in Egypt We designed under seismic loads only
3.3D FINITE ELEMENT MODEL
Max drift in X Direction= 0.03576m Max drift in Y Direction= 0.04042m Allowable Drift D=H/500 =32.8/500 =0.0656 m Hense, Drift due to Seismic is less than allowabe Safe Drift.
4. DESIGN OF VERTICAL ELEMENTS DESIGN OF COLUMNS DESIGN OF SHEAR WALLS
4.1 DESIGN OF COLUMNS C1 (30x50) cm Material Properties: F cu = 250.00 kg/cm2 E c = 221359.40 kg/cm2 F y = 3600.00 kg/cm2 E s = 2000000.00 kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = 25.00 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 = 16.60 cm
C2 (30x70) cm Material Properties: F cu = 250.00 kg/cm2 E c = 221359.40 kg/cm2 F y = 3600.00 kg/cm2 E s = 2000000.00 kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = 25.00 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 = 16.60 cm
C3 (30x100) cm Material Properties: F cu = 250.00 kg/cm2 E c = 221359.40 kg/cm2 F y = 3600.00 kg/cm2 E s = 2000000.00 kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = 25.00 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 = 16.60 cm
C4 (30x120) cm Material Properties: F cu = 250.00 kg/cm2 E c = 221359.40 kg/cm2 F y = 3600.00 kg/cm2 E s = 2000000.00 kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = 25.00 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 = 16.60 cm
C5 (30x130) cm Material Properties: F cu = 250.00 kg/cm2 E c = 221359.40 kg/cm2 F y = 3600.00 kg/cm2 E s = 2000000.00 kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = 25.00 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 = 16.60 cm
C6 (30x150) cm Material Properties: F cu = 250.00 kg/cm2 E c = 221359.40 kg/cm2 F y = 3600.00 kg/cm2 E s = 2000000.00 kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = 25.00 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 = 16.60 cm
C7 (40x150) cm Material Properties: F cu = 250.00 kg/cm2 E c = 221359.40 kg/cm2 F y = 3600.00 kg/cm2 E s = 2000000.00 kg/cm2 Bracing System: Braced in both X and Y directions Geometry: Rectangular column Column Type: Short Column Reinforcement: Confinement: Tied Cover = 25.00 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 = 16.60 cm
0.30 8 12 6 12 m 6 12 m 8 12 4.2 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 = 240000 kg/cm^2 Maximum Concrete Strain = 0.003 in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = 2000000 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 30.00 300.00 250.00 PCA Parabola Rebar Properties Basic Section Properties: Total Width = 30.00 cm Total Height = 300.00 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 = 15.00 cm = 15.00 cm = 150.00 cm = 150.00 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 = 86.603 cm = 8.66 cm 3.08
0.30 8 12 6 12 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 = 240000 kg/cm^2 Maximum Concrete Strain = 0.003 in/in Rebar Set = user Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = 2000000 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 30.00 360.00 250.00 PCA Parabola Rebar Properties Basic Section Properties: Total Width = 30.00 cm Total Height = 360.00 cm Center, Xo = 0.00 cm Center, Yo = 0.00 cm X-bar (Right) X-bar (Left) Y-bar (Top) Y-bar (Bot) = 15.00 cm = 15.00 cm = 180.00 cm = 180.00 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 = 103.92 cm = 8.66 cm 3.60
0.30 8 16 6 16 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 = 240000 kg/cm^2 Maximum Concrete Strain = 0.003 in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = 2000000 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 30.00 407.00 250.00 PCA Parabola Rebar Properties Basic Section Properties Total Width = 30.00 cm Total Height = 407.00 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 = 15.00 cm = 15.00 cm = 203.50 cm = 203.50 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 = 117.49 cm = 8.66 cm 4.07
0.30 4 12 6 12 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 = 240000 kg/cm^2 Maximum Concrete Strain = 0.003 in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = 2000000 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 30.00 252.00 250.00 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 = 30.00 cm = 252.00 cm = 0.00 cm = 0.00 cm = 15.00 cm = 15.00 cm = 126.00 cm = 126.00 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 = 72.746 cm = 8.66 cm 2.52
0.30 8 16 6 16 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 = 240000 kg/cm^2 Maximum Concrete Strain = 0.003 in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = 2000000 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 30.00 412.00 250.00 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 = 30.00 cm = 412.00 cm = 0.00 cm = 0.00 cm = 15.00 cm = 15.00 cm = 206.00 cm = 206.00 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 = 118.93 cm = 8.66 cm 4.12
1.90 1.90 CORE Basic Design Parameters Caption = core Default Concrete Strength, Fc = 250 kg/cm^2 Default Concrete Modulus, Ec = 240000 kg/cm^2 Maximum Concrete Strain = 0.003 in/in Rebar Set = User Default Rebar Yeild Strength, Fy = 3600 kg/cm^2 Default Rebar Modulus, Es = 2000000 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 318.00 190.00 250.00 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 = 318.00 cm = 190.00 cm = 158.70 cm = 60.80 cm = 159.30 cm = 158.70 cm = 129.20 cm = 60.80 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 = 58.603 cm = 122.826 cm 0.25 0.25 6 22 6 22 6 18 m 6 18 m 6 12 m 6 12 m 6 22 3.18 6 22
SW1 SW2
SW3 SW4
SW5
5. DESIGN OF HORIZONTAL ELEMENTS DESIGN OF SLABS DESIGN OF STAIRS DESIGN OF BEAMS
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.00794 < allowable Safe deflection
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 1 3.7 1000 120 100 8.220 0.825 124.6 180.0 180.0 5 f 10 safe 2 1.6 1000 120 100 12.500 1.825 24.4 180.0 180.0 5 f 10 safe 3 5.3 1000 120 100 6.868 2.825 52.1 180.0 180.0 5 f 10 safe 4 2.1 1000 120 100 10.911 3.825 15.3 180.0 180.0 5 f 10 safe Use lower mesh in both directions (11, 22) 6ø10 /m`
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
Design of Section Check Punching Column 1
a=c+d/2 =.3+0.16/2=0.38 m b= c+d =1+0.16=1.16 m A net =2*3.46-0.38*1.16= 6.83 m2 b0 =1.16+2*0.38=1.92 m Q=Wu *A net =( 0.18*2.5+0.15+0.2)*6.83= 5.464 ton qb = Q*103 / b o * d = 5.464*104 / 1920 *160 =0.178 MPa =1.29 MPa qall 0.8(α*d/b0 + 0.2) =1.1 MPa 0.316(a/b +0.5) =2.2 Mpa 1.6 MPa q all = 1.1 MPa q p Safe Punching
Column 2
a=c+d/2 =.3+0.16=0.46 m b= c+d =0.7+0.16=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*2.5+0.15+0.2)*9.68= 7.744 ton qb = Q*103 / b o * d = 7.744*104 / 2640 *160 =0.183 kg/cm2 =1.29 MPa qall 0.8(α*d/b0 + 0.2) =1.44 MPa 0.316(a/b +0.5) =3.05 Mpa 1.6 MPa q all = 1.1 MPa q p Safe Punching
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
5-2. DESIGN OF STAIRS Using SAP2000 V16
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*2.5+.2+.3) =1.50 t/m 2 W u in =1.5((.2*2.5)/(cos29.4)+.2+.3)=1.61 t/m
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 = 12.34 cm 2 /m` Use 7Ф16/m`
Using Eng M.Zaghlal Program
0.70 5-3. 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 1 4.4 12 70 5.780 0.826 2.11 12 2 ɸ 12 safe 2 12 6 8 m * Check Of shear in beams Concrete F cu = 300 kg/cm 2 Concrete q all = 10.607 kg/cm 2 Stirrups F y = 2400 kg/cm 2 0.12 2 12 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 1 5 12 70 5.952 0.004 2 8 6 ɸ 8 safe
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 2 8.8 12 70 4.087 0.807 4.33 12 4 ɸ 12 safe 4 12 6 8 m * Check Of shear in beams Concrete F cu = 250 kg/cm 2 Concrete q all = 10.607 kg/cm 2 Stirrups F y = 2400 kg/cm 2 0.12 4 12 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 2 9 12 70 10.714 0.031 2 8 6 ɸ 8 safe
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) 3 13 12 70 3.363 0.773 6.67 16 ɸ Rft. Notes 2 ɸ 16 2 ɸ 12 safe ( With the same way shear in beam safe at 6 ɸ 8 / m \ ) 2 16 2 12 6 8 m 0.12 2 12 2 16
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 4 15 12 70 3.130 0.756 7.88 16 4 ɸ 16 safe (With the same way shear in beam safe at 6 ɸ 8 / m \ ) 4 16 6 8 m 0.12 4 16
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 1 17 25 70 4.244 0.812 8.31 16 5 ɸ 16 safe 2 16 2 12 6 8 m * Check Of shear in beams Concrete F cu = 250 kg/cm 2 Concrete q all = 10.607 kg/cm 2 Stirrups F y = 2400 kg/cm 2 0.25 6 16 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 1 13.8 25 70 7.886 0.031 2 8 6 ɸ 8 safe
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 1 4.4 12 70 5.780 0.826 2.11 12 2 ɸ 12 safe 2 8.8 12 70 4.087 0.807 4.33 12 4 ɸ 12 safe 3 13 12 70 3.363 0.773 6.67 16 2 ɸ 16 2 ɸ 12 safe 4 15 12 70 3.130 0.756 7.88 16 4 ɸ 16 safe 5 18 12 70 2.858 0.728 9.82 16 6 ɸ 16 safe Sec. * Check Of shear in beams Concrete F cu = 250 kg/cm 2 Concrete q all = 10.607 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 1 5 12 70 5.952 0.004 2 8 6 ɸ 8 safe 2 9 12 70 10.714 0.031 2 8 6 ɸ 8 safe 3 9 12 70 10.714 0.031 2 8 6 ɸ 8 safe 4 10 12 70 11.905 0.038 2 8 6 ɸ 8 safe 5 13.5 25 70 7.714 0.029 2 8 6 ɸ 8 safe
DESIGN OF FOUNDATION DESIGN OF RAFT DESIGN OF PILE CAP
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=-13558.7 t M x =151826.11 t.m M y =22692.8 t.m Y`= M x /N = 11.2 m X`= M y /N =19.28 m e x = 19.28-19.08 = 0.2 m e y = 11.2-11.07 = 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 = 13558.7*0.2=2711.74 t.m Drawing showing that
11.07 Center of Mass and Center of Area Y 9.70 0.30 0.20 X 0.13 5.29 X 19.08 9.45 Y
Get Properties of Section Area =821 m2 Iy =100367 m4 0.5 ton / m X =±18.84 m 2.70 4.10 1.10 0.30 -Allowable stress q all = q allnet + ɣs *D F - ɣ p.c * t p.c - ɣ R.c * t R.c L.L = 15 + 1.8*4.1 2.2*.3-2.5*1.1 -.5 = 18.47 t/m2 -Actual stress F max = - * x = - - = -17.15 t/m2 < -18.47t/m2 Less than allowable (safe) F min = - + * x = - + = -16.12 t/m2 < zero No tension stress (safe)
6-2.Deep FOUNDATION (Pile Cap) Pile cap Manual Calculations