table of contaninetªصميم عمارة سكنيه.pdf · design criteria graduation project eng....

Graduation Project Eng. Magdy Mahmoud

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.

TABLE OF CONTANINET


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 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 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 = 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:




B- Typical Floors:




C- Stairs loads:




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

V2 Ct Cs

Where:-

Ƥ Air Density =1.25 Kg/m3

V Wind Velocity =30 m/sec at Tanta

Ct Earth topography = 1.00 in flat land

Cs 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


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 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


= Permenant loads; for building with live

loads less or equal 500 kg/m2

Y-Y Direction


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

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


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


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



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

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


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 ag/g

Ag/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

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 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


The Egyptian code of loads (201-2012)


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

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

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


1.8. LOAD COMBINATIONS

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

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


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

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 φ 16

Steel Ratio = .77%

Min Steel Ratio = 0.60%

Max Steel Ratio = 4.00%

Stirrups: 2 φ 8

Stirrups Spacing = 16.60 cm

C1 (30x50) cm



Fcu = 250.00 kg/cm2

Ec = 221359.40 kg/cm2

Fy = 3600.00 kg/cm2

Es = 2000000.00 kg/cm2

Bracing System:


Geometry:

Rectangular column

Column Type:

Short Column

Reinforcement:

Confinement: Tied

Cover = 25.00 mm

Steel Area: 12 φ 16

Steel Ratio = 1.15 %



Stirrups:3 φ 8


C2 (30x70) cm



Fcu = 250.00 kg/cm2

Ec = 221359.40 kg/cm2

Fy = 3600.00 kg/cm2

Es = 2000000.00 kg/cm2

Bracing System:


Geometry:

Rectangular column

Column Type:

Short Column

Reinforcement:

Confinement: Tied

Cover = 25.00 mm


Steel Ratio = 0.94 %



Stirrups: 3 φ 8


C3 (30x100) cm



Fcu = 250.00 kg/cm2

Ec = 221359.40 kg/cm2

Fy = 3600.00 kg/cm2

Es = 2000000.00 kg/cm2

Bracing System:


Geometry:

Rectangular column

Column Type:

Short Column

Reinforcement:

Confinement: Tied

Cover = 25.00 mm


Steel Ratio =1.01%



Stirrups: 3 φ 8


C4 (30x120) cm



Fcu = 250.00 kg/cm2

Ec = 221359.40 kg/cm2

Fy = 3600.00 kg/cm2

Es = 2000000.00 kg/cm2

Bracing System:


Geometry:

Rectangular column

Column Type:

Short Column

Reinforcement:

Confinement: Tied

Cover = 25.00 mm


Steel Ratio =1.03%



Stirrups: 3 φ 8


C5 (30x130) cm



Fcu = 250.00 kg/cm2

Ec = 221359.40 kg/cm2

Fy = 3600.00 kg/cm2

Es = 2000000.00 kg/cm2

Bracing System:


Geometry:

Rectangular column

Column Type:

Short Column

Reinforcement:

Confinement: Tied

Cover = 25.00 mm


Steel Ratio =0.98%



Stirrups: 2 φ 8


C6 (30x150) cm



Fcu = 250.00 kg/cm2

Ec = 221359.40 kg/cm2

Fy = 3600.00 kg/cm2

Es = 2000000.00 kg/cm2

Bracing System:


Geometry:

Rectangular column

Column Type:

Short Column

Reinforcement:

Confinement: Tied

Cover = 25.00 mm


Steel Ratio =0.80%



Stirrups: 2 φ 8


C7 (40x150) cm


4.2 DESIGN OF SHEAR WALLS AND CORE

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) = 15.00 cm X-bar (Left) = 15.00 cm Y-bar (Top) = 150.00 cm Y-bar (Bot) = 150.00 cm Transformed Properties: Base Material = fc' = 250 kg/cm^2 Area, A = 9,000.0 cm^2 Inertia, I33 = 6.75E+07 cm^4 Inertia, I22 = 6.75E+05 cm^4 Inertia, I32 = 0.00E+00 cm^4 Radius, r3 = 86.603 cm Radius, r2 = 8.66 cm

3.08

0.3

0

8 1

2

6 1

2m

6 1

2m

8 1

2

SW1 (30x308) 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


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) = 15.00 cm X-bar (Left) = 15.00 cm Y-bar (Top) = 180.00 cm Y-bar (Bot) = 180.00 cm Transformed Properties: Base Material = fc' = 250 kg/cm^2 Area, A = 1.08E+04 cm^2 Inertia, I33 = 1.17E+08 cm^4 Inertia, I22 = 8.10E+05 cm^4 Inertia, 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

12

m

6

12

m

SW2 (30x360) cm




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) = 15.00 cm X-bar (Left) = 15.00 cm Y-bar (Top) = 203.50 cm Y-bar (Bot) = 203.50 cm Transformed Properties: Base Material = fc' = 250 kg/cm^2 Area, A = 1.22E+04 cm^2 Inertia, I33 = 1.69E+08 cm^4 Inertia, I22 = 9.16E+05 cm^4 Inertia, I32 = 0.00E+00 cm^4 Radius, r3 = 117.49 cm Radius, r2 = 8.66 cm

0.3

0

4.07

8

16

8

16

6

16

m

6

16

m

SW3 (30x407) cm




Basic Section Properties: Total Width = 30.00 cm Total Height = 252.00 cm Center, Xo = 0.00 cm Center, Yo = 0.00 cm X-bar (Right) = 15.00 cm X-bar (Left) = 15.00 cm Y-bar (Top) = 126.00 cm Y-bar (Bot) = 126.00 cm Transformed Properties: Base Material = fc' = 250 kg/cm^2 Area, A = 7,560.0 cm^2 Inertia, I33 = 4.00E+07 cm^4 Inertia, I22 = 5.67E+05 cm^4 Inertia, I32 = 0.00E+00 cm^4 Radius, r3 = 72.746 cm Radius, r2 = 8.66 cm

2.52

0.3

0

6 1

2m

6 1

2m

4 1

2

4 1

2

SW4 (30x252) cm





0.3

0

4.12

8

16

8

16

6

16

m

6

16

m

SW5 (30x412) cm


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



1.9

0

3.18

1.9

0

0.250.25

6 22

6 226 22

6 22

6 12 m

6 18 m6 18 m

6 12 m

CORE


SW1

SW2


SW3

SW4


SW5


5. DESIGN OF HORIZONTAL ELEMENTS

DESIGN OF SLABS

DESIGN OF STAIRS

DESIGN OF BEAMS


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)


Design of Section

Use lower mesh in both directions (11, 22) 6ø10 /m`

Fcu= 25 N/mm 2̂

Fy= 360 N/mm 2̂

cover = 20 mm

slabs Mu (Kn.m/m') b (mm) t (mm) d (mm) C1 J As (mm 2̂) As min As choose 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

Rft.


Thickness of slab without drop panel

=L/32 External panel

=L/36 Internal panel


Check Deflection


=3.32/360 =0.0092m


Safe deflection

5-2-2.Flat Slab (First Floor)


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

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(α*d/b0 + 0.2)√

=1.1 MPa

0.316(a/b +0.5) √

=2.2 Mpa

1.6 MPa

qall = 1.1 MPa ≥ qp

Safe Punching


Column 2


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 MPa

qall ≤ 0.8(α*d/b0 + 0.2)√

=1.44 MPa

0.316(a/b +0.5) √

=3.05 Mpa

1.6 MPa

qall = 1.1 MPa ≥ qp

Safe Punching


Thickness of slab without drop panel

=L/32 External panel

=L/36 Internal panel


Check Deflection


=3.32/360 =0.0092m


Safe deflection

5-1-2.Flat Slab (Ground Floor)


5-2. DESIGN OF STAIRS

Using SAP2000 V16


Statically system

Concrete dimension

L`=

=

=3.05m

TS=

for steel 400/600

TS=

=13cm

Take TS = 15cm

Loads

Wu=1.5(ts Ɣc +F.c + L.L)

Wu h=1.5(.2*2.5+.2+.3) =1.50 t/m2

Wu in=1.5((.2*2.5)/(cos29.4)+.2+.3)=1.61 t/m

MANUAL DESIGN


Straining action

Max Moment=6.40 ton.m

Design

D=ts-cover

=20-2=18cm

D=C1√

18=C1/√

C1 =3.9

J=.8

As

= 12.34 cm2/m`

Use 7Ф16/m`


Using Eng M.Zaghlal Program


5-3. DESIGN OF BEAMS

Input data

MU 4.4 t.m fy 3600 Kg/cm2

QU 5 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.

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

* Check Of shear in beams

Concrete Fcu = 300 kg/cm2

Concrete qall = 10.607 kg/cm2

Stirrups Fy = 2400 kg/cm2

Sec.

Ult. Shear Breadth

b (cm) Depth t (cm)

qu As (cm)

NO. of Branch

ɸ Stirrups Notes

Qu (ton) (kg/cm2)

1 5 12 70 5.952 0.004 2 8 6 ɸ 8 safe

Sec Beam (B1)

0.12

0.7

0

6 8 m

2 12

2 12


Input data

MU 8.8 t.m fy 3600 Kg/cm2



t 70 cm d 65 cm

* Design of Beams



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





Sec.

Ult. Shear Breadth

b (cm) Depth t (cm)

qu As (cm)

NO. of Branch

ɸ Stirrups Notes

Qu (ton) (kg/cm2)

2 9 12 70 10.714 0.031 2 8 6 ɸ 8 safe

0.12

0.7

0

6 8 m

4 12

4 12

Sec Beam (B2)


Input data

MU 13 t.m fy 3600 Kg/cm2



t 70 cm d 65 cm

* Design of Beams



Sec. Ult.

Moment Mu (m.t)

Breadth b (cm)

Depth t (cm)

C1 J As

(cm) ɸ Rft. Notes

3 13 12 70 3.363 0.773 6.67 16 2 ɸ 16 2 ɸ 12

safe

( With the same way shear in beam safe at 6 ɸ 8 / m\ )

0.12

0.7

0

6 8 m

2 162 12

2 162 12

Sec Beam (B3)


Input data




t 70 cm d 65 cm

* Design of Beams



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\ )

0.12

0.7

0

6 8 m

4 16

4 16

Sec Beam (B4)


Input data


QU 13.8 t fcu 250 Kg/cm2


t 70 cm d 65 cm

* Design of Beams



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





Sec.

Ult. Shear Breadth

b (cm) Depth t (cm)

qu As (cm)

NO. of Branch

ɸ Stirrups Notes

Qu (ton) (kg/cm2)

1 13.8 25 70 7.886 0.031 2 8 6 ɸ 8 safe

0.7

0

6 8 m

2 16

6 160.25

2 12

Sec Beam (B5)


FINAL DESIGN OF BEAMS

* Design of Beams



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.

Ult. Shear Breadth

b (cm) Depth t (cm)

qu As (cm)

NO. of Branch

ɸ Stirrups Notes

Qu (ton) (kg/cm2)

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


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

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 Additional moments due to eccentricity

MY= N*ey

= 13558.7*0.2=2711.74 t.m

Drawing showing that

6-1.SHALLOW FOUNDATION (RAFT)


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


Get Properties of Section

Area =821 m2

Iy =100367 m4

X =±18.84 m

-Allowable stress

qall = qallnet + ɣs *DF - ɣp.c * tp.c- ɣR.c* tR.c –L.L

= 15 + 1.8*4.1 – 2.2*.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

2.70

1.10

0.30

4.10

0.5 ton / m


Pile cap Manual Calculations

6-2.Deep FOUNDATION (Pile Cap)

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