calculation note by eng. magdy mahmoud
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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 beams6. Design of foundation (SAP2000, Ver.16).
6-1. Shallow foundation (Raft)
6-2. Deep foundation (Pile cap)
7. Structural drawings list of project.
TABLE OF CONTANINET
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1. DESIGN CRITERIA
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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.
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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 FY = 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 mmCast 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
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1-6. LOADS:
1-6-1. Vertical loads (in excess of self-weight of members):
A- Basement:
Finishes = 1.50 kN/m2
Services & False ceiling = 0.50 kN/m2
Dead Load = 4.50 kN/m2
Live Load = 5.00 kN/m2
A- Ground:
Finishes = 1.50 kN/m2
Services & False ceiling = 0.50 kN/m2
Live Load = 5.00 kN/m2
B- Typical Floors:
Finishes = 1.50 kN/m2
Services & False ceiling = 0.50 kN/m2
Live Load = 2.00 kN/m2
C- Stairs loads:
Finishes = 2.00 kN/m2
Live Load = 3.00 kN/m2
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2. LATERAL LOADS
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2-1.Wind loads
F= C K q
Where:
C=1.3
Where 0.8 for compression+0.5 for suctionK= 1.0 for 0-30m, 1.05 for (30-50)
Area B (Suburban Exposure)
q= 0.5x10-3 V2CtCs
Where:-
Air Density =1.25 Kg/m3
V Wind Velocity =30 m/sec at TantaCt Earth topography = 1.00 in flat land
Cs Structure height =1.00 for structures heights no exceed 60m
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Calculations of wind loads
Area B
Height of Building = 32.80m
Width of Building = 38.70m
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-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
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Equivalent Static Seismic Loads
Base Shear Basic Equiation:
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
1
Enter value of I 1
K = Structural System Coefficient 1.33
Frames only:0.67 ductile frames
0.80 non-ductile frames
Enter value of K 1 1.00
C = 1/ [15 sqrt( T )] C < = 0.12
where T:
Enter "1" for case (a) or "2" for case (b) 2
Enter No. of floors 11 T = 0.1 N
Calculated "T" =
Calculated "C" =
Chosen "C"
Enter value of H 33 T = 0.09 H / sqrt(B) Case (b): for other systemsEnter value of B 21.75
Calculated "T" = 0.637
Calculated "C" = 0.084
Chosen "C" 0.084
S = Soil Coefficient 1.00
1.15
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
V = Z . I . K . C . S . W
Emergancy buildings: Hospitals, fire
stations, Police stations, emergancy
centers, communication building
Other buildings: Residential, commercial,
public
Box using shear walls or braced frames
depends on lateral load resisting
system and its ductility
Mixed system (shear walls and frames)
= Permenant loads + 1/2 LL; for buildings
with storage loads > 500 kg/m2
Case (a): for building with
frames able to carry all the
lateral force; where N = number
of floors
H = Height of building above
foundation level
B = width of building in the
direction of Earthquake
Rock, very dense > 15m, mid-dense < 15m
above better soil conditions
Mid-dense or dense > 15m, or loose soil
above better soil conditions
= Permenant loads; for building with live
loads less or equal 500 kg/m2
Y-YDirection
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Over turning moment in Y- Dir
Floor No Force oneach floor
Height (H)
fromfoundation over turningmoment
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
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 5K 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
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X-X Direction
Equivalent Static Seismic Loads
Base Shear Basic Equiation:
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
1
Enter value of I 1
K = Structural System Coefficient 1.33
Frames only:0.67 ductile frames
0.80 non-ductile frames
Enter value of K 1 1.00
C = 1/ [15 sqrt( T )] C < = 0.12
where T:
Enter "1" for case (a) or "2" for case (b) 2
Enter No. of floors 11 T = 0.1 N
Calculated "T" =
Calculated "C" =
Chosen "C"
Enter value of H 33 T = 0.09 H / sqrt(B) Case (b): for other systems
Enter value of B 38.8
Calculated "T" = 0.477
Calculated "C" = 0.097
Chosen "C" 0.097
S = Soil Coefficient 1.00
1.15
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
Emergancy buildings: Hospitals, fire
stations, Police stations, emergancy
centers, communication building
Other buildings: Residential, commercial,
public
Box using shear walls or braced frames
Mixed system (shear walls and frames)
V = Z . I . K . C . S . W
depends on lateral load resisting
system and its ductility
Mid-dense or dense > 15m, or loose soil
above better soil conditions
H = Height of building above
foundation level
B = width of building in the
direction of Earthquake
Case (a): for building with
frames able to carry all the
lateral force; where N = number
of floors
Rock, very dense > 15m, mid-dense < 15m
above better soil conditions
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Over turning moment in X- Dir
Floor NoForce oneach floor
Height (H)from
foundationover 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
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 6K 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
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Loads
At X Direction
At Y Direction
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2-2-2.Response spectrum
A- Response spectrum types
B- Selected soil type
Value of damping coefficient =1Value of ag/g
Ag/g =0.125
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C- Response modification factor R- (Reduction factor)
R=5
E- Importance Factor
Ordinary Residential BuildingI = 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
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 toOrdinary Residential Building
So Wt =D.L +0.25 L.L
Beam Ieff/Ig 0.5
Column Ieff/Ig 0.7
Wall Ieff/Ig 0.7
Slabs Ieff/Ig 0.25
Reduction factor of stiffness properties
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The Egyptian code of loads (201-2012)
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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
hiWi
(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
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
Input Data
0
0.1
0.2
0.3
0.4
0.5
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
RESPONSE SPECTRUM CURVE
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1.8. LOAD COMBINATIONS
E1 = 1.12 D.L. & 1.28 L.L & 0.8 EQx1E2 = 1.12 D.L. & 1.28 L.L & -0.8 EQx1E3 = 1.12 D.L. & 1.28 L.L & 0.8 EQx2E4 = 1.12 D.L. & 1.28 L.L & -0.8 EQx2E5 = 1.12 D.L. & 1.28 L.L & 0.8 EQY1E6 = 1.12 D.L. & 1.28 L.L & -0.8 EQY1E7 = 1.12 D.L. & 1.28 L.L & 0.8 EQY2E8 = 1.12 D.L. & 1.28 L.L & -0.8 EQY2
E9 = 0.9 D.L. & 1.3 EQX1E10 = 0.9 D.L. & -1.3 EQX1E11 = 0.9 D.L. & 1.3 EQX2E12 = 0.9 D.L. & -1.3 EQX2E13 = 0.9 D.L. & 1.3 EQY1E14 = 0.9 D.L. & -1.3 EQY1E15 = 0.9 D.L. & 1.3 EQY2E16 = 0.9 D.L. & - 1.3 EQY2
Because of wind is not affected in EgyptWe designed under seismic loads only
P= 0.8(1.4 DL+1.6 LL+ lateral)
P= (0.9DL +1.3 Lateral)
Case (2)
Case (3)
P= (1.4 DL+1.6LL)Case (1)
Combinations for Lateral Loads
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3.3D FINITE ELEMENT MODEL
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Max drift in X Direction= 0.03576m
Max drift in Y Direction= 0.04042m
Allowable DriftD=H/500
=32.8/500=0.0656 m
Hense, Drift due to Seismic is less than allowabeSafe Drift.
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4. DESIGN OF VERTICAL ELEMENTS
DESIGN OF COLUMNS
DESIGN OF SHEAR WALLS
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4.1 DESIGN OF COLUMNS
Material Properties:
Fcu= 250.00 kg/cm2
Ec = 221359.40 kg/cm2
Fy = 3600.00 kg/cm2
Es = 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 16
Steel Ratio = .77%
Min Steel Ratio = 0.60%
Max Steel Ratio = 4.00%
Stirrups: 2 8
Stirrups Spacing = 16.60 cm
C1 (30x50) cm
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Material Properties:
Fcu= 250.00 kg/cm2
Ec = 221359.40 kg/cm2
Fy = 3600.00 kg/cm2
Es = 2000000.00 kg/cm2Bracing System:
Braced in both X and Y directions
Geometry:
Rectangular column
Column Type:
Short Column
Reinforcement:
Confinement: TiedCover = 25.00 mm
Steel Area: 12 16
Steel Ratio = 1.15 %
Min Steel Ratio = 0.60%
Max Steel Ratio = 4.00%
Stirrups:3 8
Stirrups Spacing = 16.60 cm
C2 30x70 cm
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Material Properties:
Fcu= 250.00 kg/cm2
Ec = 221359.40 kg/cm2
Fy = 3600.00 kg/cm2
Es = 2000000.00 kg/cm2Bracing System:
Braced in both X and Y directions
Geometry:
Rectangular column
Column Type:
Short Column
Reinforcement:
Confinement: TiedCover = 25.00 mm
Steel Area: 14 16
Steel Ratio = 0.94 %
Min Steel Ratio = 0.60%
Max Steel Ratio = 4.00%
Stirrups: 3 8
Stirrups Spacing = 16.60 cm
C3 30x100 cm
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Material Properties:
Fcu= 250.00 kg/cm2
Ec = 221359.40 kg/cm2
Fy = 3600.00 kg/cm2
Es = 2000000.00 kg/cm2Bracing System:
Braced in both X and Y directions
Geometry:
Rectangular column
Column Type:
Short Column
Reinforcement:
Confinement: TiedCover = 25.00 mm
Steel Area: 18 16
Steel Ratio =1.01%
Min Steel Ratio = 0.60%
Max Steel Ratio = 4.00%
Stirrups: 3 8
Stirrups Spacing = 16.60 cm
C4 (30x120) cm
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Material Properties:
Fcu= 250.00 kg/cm2
Ec = 221359.40 kg/cm2
Fy = 3600.00 kg/cm2
Es = 2000000.00 kg/cm2Bracing System:
Braced in both X and Y directions
Geometry:
Rectangular column
Column Type:
Short Column
Reinforcement:
Confinement: TiedCover = 25.00 mm
Steel Area: 20 16
Steel Ratio =1.03%
Min Steel Ratio = 0.60%
Max Steel Ratio = 4.00%
Stirrups: 3 8
Stirrups Spacing = 16.60 cm
C5 (30x130) cm
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Material Properties:
Fcu= 250.00 kg/cm2
Ec = 221359.40 kg/cm2
Fy = 3600.00 kg/cm2
Es = 2000000.00 kg/cm2Bracing System:
Braced in both X and Y directions
Geometry:
Rectangular column
Column Type:
Short Column
Reinforcement:
Confinement: TiedCover = 25.00 mm
Steel Area: 24 16
Steel Ratio =0.80%
Min Steel Ratio = 0.60%
Max Steel Ratio = 4.00%
Stirrups: 2 8
Stirrups Spacing = 16.60 cm
C7 (40x150) cm
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Basic Design ParametersCaption = SW2Default Concrete Strength, Fc = 250 kg/cm^2Default Concrete Modulus, Ec = 240000 kg/cm^2Maximum Concrete Strain = 0.003 in/in
Rebar Set = userDefault Rebar Yeild Strength, Fy = 3600 kg/cm^2Default Rebar Modulus, Es = 2000000 kg/cm^2Default Cover to Rebars = 2.50 cmMaximum Steel Strain = Infinity
Transverse Rebar Type = Ties
Total Shapes in Section = 1Consider Slenderness = No
Cross-section ShapesShape Width Height Conc Fc S/S Curve
cm cm kg/cm^2RectangularShape 30.00 360.00 250.00 PCA Parabola
Rebar PropertiesBasic Section Properties:Total Width = 30.00 cmTotal Height = 360.00 cmCenter, Xo = 0.00 cmCenter, Yo = 0.00 cm
X-bar (Right) = 15.00 cm
X-bar (Left) = 15.00 cmY-bar (Top) = 180.00 cmY-bar (Bot) = 180.00 cm
Transformed Properties:Base Material = fc' = 250 kg/cm^2
Area, A = 1.08E+04 cm^2Inertia, I33 = 1.17E+08 cm^4Inertia, I22 = 8.10E+05 cm^4Inertia, I32 = 0.00E+00 cm^4
Radius, r3 = 103.92 cm
Radius, r2 = 8.66 cm
3.60
0.3
0
8
12
8
12
6
12m
6
12m
SW2 (30x360) cm
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Basic Design ParametersCaption = SW3Default Concrete Strength, Fc = 250 kg/cm^2Default Concrete Modulus, Ec = 240000 kg/cm^2Maximum Concrete Strain = 0.003 in/in
Rebar Set = User
Default Rebar Yeild Strength, Fy = 3600 kg/cm^2Default Rebar Modulus, Es = 2000000 kg/cm^2Default Cover to Rebars = 2.50 cmMaximum Steel Strain = Infinity
Transverse Rebar Type = Ties
Total Shapes in Section = 1Consider Slenderness = No
Cross-section ShapesShape Width Height Conc Fc S/S Curve
cm cm kg/cm^2
RectangularShape 30.00 407.00 250.00 PCA Parabola
Rebar PropertiesBasic Section Properties
Total Width = 30.00 cmTotal Height = 407.00 cmCenter, Xo = 0.00 cmCenter, Yo = 0.00 cm
X-bar (Right) = 15.00 cmX-bar (Left) = 15.00 cm
Y-bar (Top) = 203.50 cmY-bar (Bot) = 203.50 cm
Transformed Properties:Base Material = fc' = 250 kg/cm^2
Area, A = 1.22E+04 cm^2Inertia, I33 = 1.69E+08 cm^4Inertia, I22 = 9.16E+05 cm^4Inertia, I32 = 0.00E+00 cm^4
Radius, r3 = 117.49 cmRadius, r2 = 8.66 cm
0.
30
4.07
8
16
8
16
6
16m
6
16m
SW3 (30x407) cm
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Basic Design ParametersCaption = SW4Default Concrete Strength, Fc = 250 kg/cm^2Default Concrete Modulus, Ec = 240000 kg/cm^2Maximum Concrete Strain = 0.003 in/in
Rebar Set = UserDefault Rebar Yeild Strength, Fy = 3600 kg/cm^2Default Rebar Modulus, Es = 2000000 kg/cm^2Default Cover to Rebars = 2.50 cmMaximum Steel Strain = Infinity
Transverse Rebar Type = Ties
Total Shapes in Section = 1Consider Slenderness = No
Cross-section ShapesShape Width Height Conc Fc S/S Curve
cm cm kg/cm^2Rectangular
Shape 30.00 252.00 250.00 PCA Parabola
Basic Section Properties:Total Width = 30.00 cmTotal Height = 252.00 cmCenter, Xo = 0.00 cmCenter, Yo = 0.00 cm
X-bar (Right) = 15.00 cmX-bar (Left) = 15.00 cmY-bar (Top) = 126.00 cmY-bar (Bot) = 126.00 cm
Transformed Properties:Base Material = fc' = 250 kg/cm^2
Area, A = 7,560.0 cm^2Inertia, I33 = 4.00E+07 cm^4Inertia, I22 = 5.67E+05 cm^4Inertia, I32 = 0.00E+00 cm^4
Radius, r3 = 72.746 cmRadius, r2 = 8.66 cm
2.52
0.3
0
6
12m
6
12m
4
12
4
12
SW4 (30x252) cm
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Basic Design ParametersCaption = SW5Default Concrete Strength, Fc = 250 kg/cm^2Default Concrete Modulus, Ec = 240000 kg/cm^2Maximum Concrete Strain = 0.003 in/in
Rebar Set = User
Default Rebar Yeild Strength, Fy = 3600 kg/cm^2Default Rebar Modulus, Es = 2000000 kg/cm^2Default Cover to Rebars = 2.50 cmMaximum Steel Strain = Infinity
Transverse Rebar Type = Ties
Total Shapes in Section = 1Consider Slenderness = No
Cross-section ShapesShape Width Height Conc Fc S/S Curve
cm cm kg/cm^2
RectangularShape 30.00 412.00 250.00 PCA Parabola
Basic Section Properties:Total Width = 30.00 cmTotal Height = 412.00 cmCenter, Xo = 0.00 cmCenter, Yo = 0.00 cm
X-bar (Right) = 15.00 cmX-bar (Left) = 15.00 cmY-bar (Top) = 206.00 cmY-bar (Bot) = 206.00 cm
Transformed Properties:Base Material = fc' = 250 kg/cm^2
Area, A = 1.24E+04 cm^2Inertia, I33 = 1.75E+08 cm^4Inertia, I22 = 9.27E+05 cm^4Inertia, I32 = 0.00E+00 cm^4
Radius, r3 = 118.93 cmRadius, r2 = 8.66 cm
0.
30
4.12
8
16
8
16
6
16m
6
16m
SW5 (30x412) cm
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Basic Design ParametersCaption = coreDefault Concrete Strength, Fc = 250 kg/cm^2Default Concrete Modulus, Ec = 240000 kg/cm^2Maximum Concrete Strain = 0.003 in/in
Rebar Set = UserDefault Rebar Yeild Strength, Fy = 3600 kg/cm^2Default Rebar Modulus, Es = 2000000 kg/cm^2Default Cover to Rebars = 2.50 cmMaximum Steel Strain = Infinity
Transverse Rebar Type = Ties
Total Shapes in Section = 1Consider Slenderness = No
Cross-section ShapesShape Width Height Conc Fc S/S Curve
cm cm kg/cm^2Rectangular
Shape 318.00 190.00 250.00 PCA Parabola
Basic Section Properties:Total Width = 318.00 cmTotal Height = 190.00 cmCenter, Xo = 158.70 cmCenter, Yo = 60.80 cm
X-bar (Right) = 159.30 cmX-bar (Left) = 158.70 cmY-bar (Top) = 129.20 cm
Y-bar (Bot) = 60.80 cm
Transformed Properties:Base Material = fc' = 250 kg/cm^2
Area, A = 1.62E+04 cm^2Inertia, I33 = 5.55E+07 cm^4Inertia, I22 = 2.44E+08 cm^4Inertia, I32 = 0.00E+00 cm^4
Radius, r3 = 58.603 cmRadius, r2 = 122.826 cm
1.90
3.18
1.90
0.250.25
6 22
6 226 22
6 22
6 12 m
6 18 m6 18 m
6 12 m
CORE
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Graduation Project Eng. Magdy Mahmoud
SW3
SW4
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SW5
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5. DESIGN OF HORIZONTAL ELEMENTS
DESIGN OF SLABS
DESIGN OF STAIRS
DESIGN OF BEAMS
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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
5-1-1.Solid Slab (Typical Floors)
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Design of Section
Use lower mesh in both directions (11, 22)610 /m`
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 safty
1 3.7 1000 120 100 8.220 0.825 124.6 180.0 180.0
10 safe
2 1.6 1000 120 100 12.500 1.825 24.4 180.0 180.0
10 safe
3 5.3 1000 120 100 6.868 2.825 52.1 180.0 180.0
10 safe
4 2.1 1000 120 100 10.911 3.825 15.3 180.0 180.0
10 safe
Rft.
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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
5-2-2.Flat Slab (First Floor)
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a=c+d/2
=.3+0.16/2=0.38 m
b= c+d
=1+0.16=1.16 m
Anet=2*3.46-0.38*1.16= 6.83 m2
b0 =1.16+2*0.38=1.92 m
Q=Wu *Anet=( 0.18*2.5+0.15+0.2)*6.83= 5.464 ton
qb = Q*103 / bo* d = 5.464*104 / 1920 *160 =0.178 MPa
=1.29 MPa
qall 0.8(*d/b0 + 0.2) =1.1 MPa
0.316(a/b +0.5) =2.2 Mpa1.6 MPa
qall= 1.1 MPa qp
Safe Punching
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Column 2
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a=c+d/2
=.3+0.16=0.46 m
b= c+d
=0.7+0.16=0.86 m
Anet=2.52*4-0.46*0.86= 9.68 m2
b0 =2*0.86+2*0.46=2.64 m
Q=Wu *Anet
=( 0.18*2.5+0.15+0.2)*9.68= 7.744 ton
qb = Q*103 / bo* d = 7.744*104 / 2640 *160 =0.183 kg/cm2
=1.29 MPaqall 0.8(*d/b0 + 0.2) =1.44 MPa
0.316(a/b +0.5) =3.05 Mpa1.6 MPa
qall= 1.1 MPa qp
Safe Punching
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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
5-1-2.Flat Slab (Ground Floor)
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5-2. DESIGN OF STAIRS
Using SAP2000V16
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Using Eng M.Zaghlal Program
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Input data
MU 8.8 t.m fy 3600 Kg/cm2
QU 9 t fcu250 Kg/cm
2
b 12 cm Es2E+06 Kg/cm
2
t 70 cm d 65 cm
* Design of Beams
concrete Fcu = 250 kg/cm2
Steel Fy = 3600 kg/cm2
Sec.Ult.
Moment
Mu (m.t)
Breadth
b (cm)
Depth t
(cm)
C1 JAs
(cm)
Rft. Notes
2 8.8 12 70 4.087 0.807 4.33 12 4 12 safe
* Check Of shear in beams
Concrete Fcu = 250 kg/cm2
Concrete qall= 10.607 kg/cm2
Stirrups Fy = 2400 kg/cm2
Sec.
Ult.Shear Breadth
b (cm)Deptht (cm)
qu As(cm)
NO. ofBranch
Stirrups Notes
Qu(ton)
(kg/cm
2)
2 9 12 70 10.714 0.031 2 8 6 8 safe
0.12
0.70
6 8 m
4 12
4 12
Sec Beam (B2)
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Input data
MU 13 t.m fy 3600 Kg/cm2
QU 9 t fcu 250 Kg/cm2
b 12 cm Es2E+06 Kg/cm
2
t 70 cm d 65 cm
* Design of Beams
concrete Fcu = 250 kg/cm2
Steel Fy = 3600 kg/cm2
Sec.Ult.
MomentMu (m.t)
Breadthb (cm)
Depth t(cm)
C1 JAs
(cm) Rft. Notes
3 13 12 70 3.363 0.773 6.67 162 16
2 12
safe
( With the same way shear in beam safe at 6 8/ m\ )
0.12
0.70
6 8 m
2 16
2 12
2 16
2 12
Sec Beam (B3)
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Input data
MU 15 t.m fy 3600 Kg/cm2
QU 10 t fcu 250 Kg/cm2
b 12 cm Es
2E+06 Kg/cm2
t 70 cm d 65 cm
* Design of Beams
concrete Fcu = 250 kg/cm2
Steel Fy = 3600 kg/cm2
Sec.Ult.
MomentMu (m.t)
Breadthb (cm)
Depth t(cm)
C1 JAs
(cm) Rft. Notes
4 15 12 70 3.130 0.756 7.88 16 4 16 safe
(With the same way shear in beam safe at 6 8/ m\ )
0.12
0.7
0
6 8 m
4 16
4 16
Sec Beam (B4)
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Input data
MU 18 t.m fy 3600 Kg/cm2
QU 13.8 t fcu 250 Kg/cm2
b 25 cm Es
2E+06 Kg/cm2
t 70 cm d 65 cm
* Design of Beams
concrete Fcu = 250 kg/cm2
Steel Fy = 3600 kg/cm
2
Sec.Ult.
MomentMu (m.t)
Breadthb (cm) Depth t
(cm)C1 J
As(cm)
Rft. Notes
1 17 25 70 4.244 0.812 8.31 16 5 16 safe
* Check Of shear in beams
Concrete Fcu = 250 kg/cm2
Concrete qall= 10.607 kg/cm2
Stirrups Fy = 2400 kg/cm2
Sec.
Ult.Shear Breadth
b (cm)Deptht (cm)
qu As(cm)
NO. ofBranch
Stirrups Notes
Qu(ton) (kg/cm2)
1 13.8 25 70 7.886 0.031 2 8 6 8 safe
0.70
6 8 m
2 16
6 16
0.25
2 12
Sec Beam (B5)
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FINAL DESIGN OF BEAMS
* Design of Beams
concrete Fcu = 250 kg/cm2
Steel Fy = 3600 kg/cm2
Sec.Ult.
MomentMu (m.t)
Breadthb (cm)
Depth t(cm)
C1 JAs
(cm) R.F.T Notes
1 4.4 12 70 5.780 0.826 2.11 12 2 12 safe
2 8.8 12 70 4.087 0.807 4.33 12 4 12 safe
3 13 12 70 3.363 0.773 6.67 162 162 12
safe
4 15 12 70 3.130 0.756 7.88 16 4 16 safe
5 18 12 70 2.858 0.728 9.82 16 6 16 safe
* Check Of shear in beams
Concrete Fcu = 250 kg/cm2
Concrete qall= 10.607 kg/cm2
Stirrups Fy = 2400 kg/cm2
Sec.
Ult.Shear Breadth
b (cm)Deptht (cm)
qu As(cm)
NO. ofBranch
Stirrups Notes
Qu(ton) (kg/cm2)
1 5 12 70 5.952 0.004 2 8 6 8 safe
2 9 12 70 10.714 0.031 2 8 6 8 safe
3 9 12 70 10.714 0.031 2 8 6 8 safe
4 10 12 70 11.905 0.038 2 8 6 8 safe
5 13.5 25 70 7.714 0.029 2 8 6 8 safe
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DESIGN OF FOUNDATION
DESIGN OF RAFT
DESIGN OF PILE CAP
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Thickness of Raft
Mx=72.25 ton.m
D=
D= =80.64 cmTake D=110 cm
Check Stress under raft due to axial loads only
-Get eccentricity
Normal=-13558.7 t
Mx=151826.11 t.m Y`= Mx/N = 11.2 m
My=22692.8 t.m X`= My/N =19.28 m
ex= 19.28-19.08 = 0.2 m
ey = 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 Mx= zero
-Get Additionalmoments due to eccentricity
MY= N*ey
= 13558.7*0.2=2711.74 t.m
Drawing showing that
6-1.SHALLOW FOUNDATION (RAFT)
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Center of Mass and Center of Area
19.08
0.13
0.20
11.
07
0.30
X
Y
5.29
9.45
9.70
X
Y
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Get Properties of Section
Area =821 m2
Iy =100367 m4
X =18.84 m
-Allowable stress
qall =qallnet +s*DF-p.c* tp.c- R.c* tR.c L.L
=15 + 1.8*4.12.2*.3 -2.5*1.1 -.5 = 18.47 t/m2
-Actual stress
Fmax
= -
* x
= - - = -17.15 t/m2 < -18.47t/m2
Less than allowable (safe)
Fmin= -
+
* x
= - + = -16.12 t/m2 < zero
No tension stress (safe)
2.70
1.10
0.30
4.10
0.5 ton / m
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Pile capManual Calculations
6-2.Deep FOUNDATION (Pile Cap)
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