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United Arab Emirates University

College of EngineeringTraining and Graduation Projects Unit

Prepared 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

Design and Analysis of Foundation

for a High-Rise Building Structure

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Outlines ObjectivesIntroductionLoads And Design MethodPile FoundationStructure ModelingRaft, Retaining Wall And Water Tank Roof

DesignConclusion

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Dr.Khaleel Al-

hosani

Eng.Makar

Nageh

Dr.Khaled El-sawy

Prof.Osama Abu

Zeid

Dr.Samir

Imam

Dr.Bilal

El-Ariss

Thank

You

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Objectives 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.

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Introduction 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 Loads ASCE 02: Loading for buildings Part 2, Wind Loads ASCE 02: Loading for buildings Part 3, Imposed

Roof Loads ACI 318-02: Structural Use of Concrete Part 1,2,3 UCB 97: Division IV Earthquake Design

Programs: ETABS Version 2.0 SAFE Version 8.1.0

Loads and Design Method

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Dead

Live

WindTemperature

Uplift

Earth Pressure

Loads

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In structural design, some factors should be

accounted for :

Type of structure.

Geographic location.

Building usage.

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

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Own Weight of

The Structure

S.D.L

Dead Load

Mechanical Area

Parking Area

Column

Beam

Slab

Wall

D.L = 1 KN / m2

D.L = 2 KN / m2

Flooring = 1.5 KN/m2

Services = 0.5 KN /m2

Wall Partitions = 3.5 KN/m2

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Horizontal

Direction

Parking Area

Live Load

Mechanical Area

Vertical Directio

n

2 KN/m2 3 KN/m2 2 KN / m2 3.5 KN/m2

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Earthquake Load

Seismic Zone Factor (Table 16-I) Z = 0.15Soil Profile Type According soil report ScSeismic Coefficient (Table 16-Q) Ca= 0.18

Seismic 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

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Design wind speed v = 45.00 m/sWind load q = 1.30

kN/m2

Wind Load

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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

Temperature

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Define Pile foundation.

Pile Foundation

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

Function of Piles

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Classification of Piles

End bearing piles.Friction piles.Combination of friction and cohesion

piles.

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Pile Arrangement and Spacing

S = 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

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Q ultimate = Q tip+ Q friction

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

Pile Foundations Design

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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 δ (concrete pile) = 0.45)

Factor of safety = 3

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Excel Sheet Result

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Design Steps Using ETABs Program

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Modifying The Plan in ETABs

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Defining Floors Height

Concrete frame design.

Materials and sections (wall, columns, slabs).

Define loads.

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Defining The Code

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Concrete Frame Design

Concrete grade 60000KN/m2 for walls and columns.

Concrete grade 40000KN/m2 for slabs.

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Materials And Sections

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There were two different sections for the wall:

• Thickness = 50cm• Thickness = 60cm

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There were two different columns sections:

• COL. = 110X50 cm • COL. = 100X50 cm

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There were two different slabs with thickness of :• Slab = 30 cm • Slab = 25 cm

Floor type Dead load (KN/m2)

Live load (KN/m2)

Ground 3 5Typical 5.5 2

Roof 5.5 2Penthouse 5.5 2Mechanical 1 10

GYM 1 10Parking 1.5 3.5

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Define Loads

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Assign the supports

Check the model and run the analysis

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Deformed Shapes of the Building

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Exporting the reaction of the columns and walls to Safe Program

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Modeling the Raft Foundation Using Safe Program

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

Define Piles Dimension

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There 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 = 1.5m

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Strips Layer Plan

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Strip layer in x direction

Strip layer in y direction

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Run the Program to Find the Raft Reinforcement

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Two ways shear

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Bunching Shear

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Check Punching Shear

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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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•A wall was Drawn for two basement floors

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Design of Retaining Wall

Assumptions made before design:Unit weight of the soil γ = 17 KN/m3

Unit weight of the water = 9.81 KN/m3 Earth pressure coefficient ka= 0.5

Surcharge load = 5 KN/m

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Design Steps Using ETABs Program

Then values for the loads were entered:

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

Earth Pressure

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

Surcharge Pressure

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Water Pressure=(γ)(height)=(9.81)(2)=19.62KN/m2

Water Pressure

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Displaying Moment

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Deformed Shape Of The Wall

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Where: fy : Yield strength of the steel reinforcement = 460MPa

fc’ : Concrete compressive strength = 28 MPa,

b : Width of one strip = 1000 mm Φ = 1 Rn : ResitanceMu : Moment ρ : Steel reinforcement ratioAs : Area of the steel needed d : Depth ( 25 cm or 30 cm)

0 851 1

2

0 85

. '

. '

f

f

R

fc

y

n

c

))()(( dbAs

2db

MR un

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Wall Reinforcement

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Section 1 Section 2 Section 3 Section 4

Moment (KN.m) -3.61 36.09 -40.05 88.51

ρ 0.00013 0.00013 0.00097 0.0022

ρmin 0.001643 0.001643 0.001643 0.001643

ρused 0.001643 0.001643 0.001643 0.0022

As (mm2) 410.75 410.75 492.9 660

#bars ф dim. bar 3 ф 14 3 ф 14 4 ф 16 5 ф 16

Spacing (cm) 15 15 15 15

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Exporting AutoCAD tank drawing to safe Program

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Define the Slab properties

Tank Roof Design

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Define Static Load Case

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The Slab Deformed Shape

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The tank slab reinforcement have bar diameter of 16mm at spacing 200mm

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There is no additional reinforcement needed.

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Project Feasibility

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

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Decrease the thickness of raft foundation

Used the factor of safety=3 in pile capacity calculation

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Conclusion

Cost minimizing considerations were mentioned.

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

Home Page

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The End

Thank You For Your Support !!