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United Arab Emirates UniversityCollege of EngineeringTraining and Graduation Projects UnitPrepared by: Shamma Al Dhaheri 200320516 Mariam Al Suwaidi 200206444 Aysha Al Dhaheri 200301989 Eiman Al Ssalmi 200208321 Aisha Alsaadi 200312835

Advisor: Dr. Khaleel Al Hosani

1Design and Analysis of Foundation for a High-Rise Building Structure1Outlines ObjectivesIntroductionLoads And Design MethodPile FoundationStructure ModelingRaft, Retaining Wall And Water Tank Roof DesignConclusion

23Dr.Khaleel Al-hosaniEng.Makar NagehDr.Khaled El-sawyProf.Osama Abu ZeidDr.Samir ImamDr.Bilal El-ArissThank YouObjectives State loads and codes according to the international and the municipality codes.

Model the structure in ETABs program.

Design the raft foundation, retaining wall and water tank roof slab.

Mention some cost considerations.

4Introduction Proposed project description.Construction Materials.ConcreteReinforcementStructural SteelMasonrySafety Considerations.

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Standards and Codes of Practice:ASCE 02: Loading for buildings Part 1, Dead & Imposed LoadsASCE 02: Loading for buildings Part 2, Wind LoadsASCE 02: Loading for buildings Part 3, Imposed Roof LoadsACI 318-02: Structural Use of Concrete Part 1,2,3UCB 97: Division IV Earthquake Design

Programs:ETABS Version 2.0SAFE Version 8.1.0

6Loads and Design Method7Loads In structural design, some factors should beaccounted for :

Type of structure.

Geographic location.

Building usage.

Distribution and nature (static or dynamic) of the load.

8Own Weight of The Structure S.D.LDead Load Mechanical Area Parking Area ColumnBeam Slab WallD.L = 1 KN / m2D.L = 2 KN / m2Flooring = 1.5 KN/m2Services = 0.5 KN /m2Wall Partitions = 3.5 KN/m2 910Horizontal DirectionParking AreaLive Load Mechanical Area Vertical Direction2 KN/m23 KN/m22 KN / m23.5 KN/m2

Earthquake Load

Seismic Zone Factor (Table 16-I) Z = 0.15Soil Profile Type According soil report ScSeismic Coefficient (Table 16-Q) Ca= 0.18Seismic Coefficient (Table 16-R) Cv = 0.25Importance factor of buildings(Table 16-K) I = 1.00Numerical Coefficient (Table 16-N) Z = 4.50Factor Ct Ct = 0.0488 11Design wind speed v = 45.00 m/sWind load q = 1.30 kN/m2

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Wind Load

Load case: Cooling Superposed outside temperature loa Tout = (35-10) = -25 CSuperposed inside temperature load Tin = (35-20) = -15 C

Load case: Heating Superposed outside temperature load Tout= (50-20) = +30 CSuperposed inside temperature load Tin = (20-20) = -0 C

13TemperatureDefine Pile foundation.

Pile Foundation 14

14Transmit a foundation load to the ground.Resist vertical, lateral and uplift load.

Function of Piles15

15Classification of PilesEnd bearing piles.Friction piles.Combination of friction and cohesion piles.

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Pile Arrangement and Spacing

17S = 2.5 (d) + 0.02 (L) Where: d = assumed pile diameter L = assumed pile length S = spacing between two piles

Spacing 3.5(d)Spacing between piles in one group= 2.5m to 3m

17Q ultimate = Q tip+ Q friction

Where :-Q ultimate total pile resistance, Q tip is the end bearing resistance Q friction is skin friction resistance

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Pile Foundations Design

Qtip = q tip . A tip

Q f = f . Circumference

Where f = (Area of effective vertical pressure) *( Coefficient of lateral earth pressure K = 0.28) *( tan (concrete pile) = 0.45)

Factor of safety = 31920

Excel Sheet Result

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Design Steps Using ETABs Program

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Modifying The Plan in ETABs23

Defining Floors HeightConcrete frame design.

Materials and sections (wall, columns, slabs).

Define loads.

24Defining The Code 25

Concrete Frame Design

Concrete grade 60000KN/m2 for walls and columns.Concrete grade 40000KN/m2 for slabs.

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Materials And Sections27

There were two different sections for the wall : Thickness = 50cm Thickness = 60cm28

There were two different columns sections: COL. = 110X50 cm COL. = 100X50 cm29

There were two different slabs with thickness of : Slab = 30 cm Slab = 25 cmFloor typeDead load (KN/m2)Live load (KN/m2)Ground35Typical5.52Roof5.52Penthouse5.52Mechanical110GYM110Parking1.53.530Define Loads31

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Assign the supportsCheck the model and run the analysis 33

Deformed Shapes of the Building34

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Exporting the reaction of the columns and walls to Safe Program36

Modeling the Raft Foundation Using Safe Program37

38Inserting the piles dimension: Pile 1 = 9 m Pile 2 = 10 m

Define Piles Dimension39There were two rafts with different thickness: Raft1 thickness = 1.5 m Raft 2 thickness = 2 m

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Thickness = 2.5 m Thickness = 1.5m41

Strips Layer Plan42

Strip layer in x directionStrip layer in y direction43

Run the Program to Find the Raft Reinforcement44

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Two ways shear

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Bunching Shear

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Check Punching Shear

Retaining Wall Design Earth pressures will push the wall forward or overturn it if not properly addressed.

Any groundwater behind the wall that is not dissipated by a drainage system causes an additional horizontal hydrostatic pressure on the wall.

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51A wall was Drawn for two basement floors52

Design of Retaining WallAssumptions made before design:Unit weight of the soil = 17 KN/m3Unit weight of the water = 9.81 KN/m3 Earth pressure coefficient ka= 0.5Surcharge load = 5 KN/m

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Design Steps Using ETABs Program

Then values for the loads were entered:

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54Earth Pressure= ()(Ka)(height) = (17)(0.5)(6) =51KN/m2

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Earth Pressure

Surcharge Pressure = (5)(Ka)= (5)(0.5)=2.5 KN/m2

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Surcharge PressureWater Pressure=()(height)=(9.81)(2)=19.62KN/m2 57

Water Pressure58

Displaying Moment59

Deformed Shape Of The WallWhere: fy : Yield strength of the steel reinforcement = 460MPafc : Concrete compressive strength = 28 MPa, b : Width of one strip = 1000 mm = 1 Rn : ResitanceMu : Moment : Steel reinforcement ratioAs : Area of the steel needed d : Depth ( 25 cm or 30 cm)

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Wall ReinforcementSection 1Section 2Section 3Section 4Moment (KN.m)-3.6136.09-40.0588.510.000130.000130.000970.0022min 0.0016430.0016430.0016430.001643used 0.0016430.0016430.0016430.0022As (mm2)410.75410.75492.9660#bars dim. bar3 143 144 165 16Spacing (cm)1515151562Exporting AutoCAD tank drawing to safe Program63

Define the Slab properties

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Tank Roof Design65

Define Static Load Case

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The Slab Deformed ShapeThe tank slab reinforcement have bar diameter of 16mm at spacing 200mm 67

There is no additional reinforcement needed.

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Project Feasibility69Pile foundations spread over the entire area of the building under vertical loads.

69Decrease the thickness of raft foundation

Used the factor of safety=3 in pile capacity calculation 70ConclusionCost minimizing considerations were mentioned.

Design and analysis of the proposed high-rise building foundations have been finished.

71Home Page71The EndThank You For Your Support !!72

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