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Introduction to Sri Lanka &my undergraduate research

Presented by : SamanthiRenuka

Date : 20/01/2011



Overview

1. Introduction to Sri Lanka

2. My University life

3. Carrier background

4. Hometown and family5. Undergraduate research



1. 1. Location of Sri

Lanka



1.2. Basic data of Sri Lanka

Full Country Name : Democratic Socialist Republicof Sri Lanka

Area : 66,000 sq.km

Population : 19.2 million Capital City :Colombo People :74% Sinhalese, 18% Tamils, 7% Moor,

1% other

Language :Sinhalese, Tamil, English Religion : 69% Buddhist, 15% Hindu, 8% Muslim,

8% Christian Government : Republic



1.3. National Belongings

National FlowerNympheae Stelleta

National TreeIronwood (Mesua

ferrea)

National BirdJungle fowl

National FlagNational Emblem



1.4. Sri Lanka

SriLanka

Nature

EconomyCulture

Wildlife

Heritage



1.4.1. Natural Beauty

Misty highlands

Water falls

Sun-soakedbeaches

Tea estatesClear sun rise



Sri Lanka (cont.)

SriLanka

Nature

EconomyCulture

Wildlife

Heritage



1.4.2. Wildlife



Sri Lanka (cont.)

SriLanka

Nature

EconomyCulture

Wildlife

Heritage



1.4.3. Cultural Festivals

Buddhist Festival

Hindu Festival

Traditional Dancers



Weddings

Wedding group

Bride

Bride

Bride &Bride-groom

Cultural Festivals(Cont.)



Foods..

Rice and curry Traditional foods Vegetables

Milk rice Fruits

Cultural (Cont.)



Sri Lanka (cont.)

SriLanka

Nature

EconomyCulture

Wildlife

Heritage



1.4.4. Heritage

Seegiriya kingdomand Seegiri FrescosDageba- Mirisawetiya &

Abhayagiriya

Ancient kingdom

Statues of load Stilts fishing-only in Sri



Sri Lanka(cont.)

SriLanka

Nature

EconomyCulture

Wildlife

Heritage



1.4.5. Economy Agriculture based economy

Tourism, tea export, apparel, textile, rice productionand other agricultural products, gems, overseasemployment

Sri LankanTea

Sri Lankanrice

Gems

Coconut

Rubber

Apparel



2. University Life……

Universityclassroom

Department of Civil EngineeringUniversity of Moratuwa

Sri Lanka

Dept. of Civil Engineering Graduatio

• Graduated in May, 2009

• Faculty of Engineerig, Universityof Moratuwa, Sri Lanka

• 12 Departments,3500 students

• 125 Civil Engineers per year

• Around 40 senior professors andlecturers

• 4 years English mediumengineering degree including 6

months industrial training

I d i l T i i (6



Industrial Training (6months)

Heavy vehicle training

Welding Barbinding

Backfilling

Surveying Painting



3.Carrier Background• Graduated in May, 2009

• June 2009-April 2010Site Engineer in construction of a factory

complex (Project cost 5,000,000 $)

• May 2010- September 2010

Assistance Lecturer in the Department of CivilEngineering, University of Moratuwa



My hometown

• Tangalle - located in Southernprovince

• Temperature variation 23-32Cdegrees

• Average annual rainfall of 1074 mm

• Major occupation – Paddy cultivation

Afterharvesting

Harvesting ofpaddy

Rice fields in myvillage



Family



Undergraduate Research



Structural Aspects of PostTsunami Domestic Constructionsin Sri Lanka



Content

Background Objectives

Methodology

Results

Conclusion

Recommendation



Background

Tsunami was unexpected

26-12-2004, Indian ocean tsunami hit SriLanka

50,000 Houses were completely destroyed

88,500 Houses were damaged



Post Tsunami Constructions

Polathumodara Pelena - Weligama

Tangalle Matara



Next Tsunami?

Will these constructions be able to

withstand safely against anothertsunami?



1. Assessment of Sri Lankan domestic

masonry constructions against tsunamiinduced loads.

2. Estimation of their vulnerability

3. Suggesting of suitable structural

improvements.

Next Tsunami?



MethodologySelection of suitable

housing scheme

Collection of Data

Structural data from LocalAuthority

Structural and social datafrom field survey

Structural analysis usingFinite Element Analysis

Structural failure analysisaccording to Guidelines

Equivalent Static

Analysis

Dynamic Analysis

Structural Improvements

Results

Vulnerability of structures



Sampleselection



Data collection

Two methods1. From field survey

35 houses were surveyed

2. Local Authorities

During the questionnaire survey Secretariat Office,Weligama



EquivalentStatic Analysis



Objectives

To analyze,

Masonry wall behaviour

Overturning effect

Sliding effect

under tsunami condition



Manual methods

Analyzed results

Data collection

Data Analysis

Vulnerability of the

structureSolutions

Finite Element Modeling

Methodology

D A l i



1. Computer modeling (SAP 2000)

Property Concrete

Grade (N/mm2) 20

Density(KN/m3) 24

Poisson ratio 0.2

Property Brick wallThickness (mm) 225 /113

Density(KN/m3) 18

Poisson ratio 0.4

E (KN/mm2) 0.3

Data Analysis

Loads on



• Pressure due to tsunami waves Method modified by Prof. W.P.S. Dias

1 hρg

Hydrostaticpressure

0.625 hρg

Hydrodynamicpressure

0.5 hρg

1 hρg

Impulsepressure h

h

• Dead load+ Imposed load+ Tsunami force

LoadDead load Load on rafters = 0.60 KN/m2.

Load on first floor slab = 4.85 KN/m2.

Imposed load Load on first floor slab = 1.50 KN/m2

Inundation depth, h = 2m

Loads onModel



Load case Case -1

Short wall

Case -2

Long wall

Max moment parallel to bed joints, M (KN.m/m) 5 6.6

Section modulus, Z= bh2 /6 (mm3 /m length) 8.437E6 8.437E6

Maximum flexural stress in model,= M /Z (N/mm2) 0.6 0.78

Flexural capacity parallel to bed joints (N/mm2) 0.1 0.1

Failure Evaluation of walls

1. Failure of masonry walls by Bending

Case -1

Case -2

Results



2. Failure of masonry walls by tension

Tsunami Loading

Compression Tension

Maximum tensile stress from Sap, 2000 = 0.382N/mm2 Characteristic tensile strength of masonry = 0.1 N/mm2

Sea

side house

M l th d



Manual methods

1. Failure by overturning

of a two storied building

Best orientation is short direction of house facing to sea.

Force and moments forinundation depth of 2m

Load case Case1

Short wall Case-2Long wall

Total tsunami force (KN) 173 280 Total weight of the building (KN) 1833 1833 Total overturning moment ( KN.m) 277 448 Total resisting moment ( KN.m) 10540 5040

Case -1 Case -2



2. Failure of a wall panel by sliding

Bond strength between wall bottom and plinth (BSI) fb = 0.15 + 0.6 (W/A) (in MPa)

W = effective weight (N)

A = area of wall-plinth contact(mm2)

• Wall panel ,

Height = 3m

Length = 3m



Inundation depth (m) Total tsunami force (KN) 1 64.4 1.5 96.6 2 128.8 2.5 161

Condition Load bearing walls Infill walls Wall thickness 113mm 225mm 113mm 225mm Weight of roof (KN) 6.3 6.3 0 0 Self weight of wall(KN) 18.3 36.45 18.3 36.45 Total weight, W (KN) 24.6 42.75 18.3 36.45 Shear resistance (MPa) 0.19 0.21 0.18 0.2 Sliding resistance (KN) 64.41 141.75 61 135

Sliding resistance of wall panels

Tsunami induced load on wall panels(Not-submerged)



Conclusion

• People are not aware on NHDA/SES guidelinesand only 45% of houses are following thoseguidelines

• Conventional infill masonry walls and load bearing

constructions are in high risk.• People are still doing their construction in buffer

zone

• Still most of the houses are highly vulnerable and

immediate actions should be implemented toenhance the chance of survival under tsunamis



Recommendations1. In the planning stage

- Shape of the house

- Orientation Long wall facing to sea Short wall facing to sea



- Openings - Openings should be avoided in wallsfacing to sea.

- More openings in the direction parallel

to wave direction will lead to diagonal tensionfailure

2. Foundation

- Foundation width and depth-

Minimum foundation depth = 1m

Minimum footing = 1x1 m

- Ground improvement for loose soils.



3. Wall Construction- concrete shear wall for the wall facing to sea isbetter.

- Conventional masonry construction is not longervalid and it has to be modified

1

2

3

In fill walls

Beams

Columns 1

3

2

Conventional method Suggesting method

L d b i ll h ld t b d f th



- Load bearing walls should not be used for thehouses in this region

- Resistance against out plane lateral pressureinduced by tsunami and wind

Roof beam

Lintel beam

Sill beam

Plinth beam



Tsunami may happen again.let’s minimize the disaster

andsave lives and property



Acknowledgement

Dr. C. S Lewangamage and Prof. M.T.R. Jayasinghe Prof. N. T. S. Wijesekare

Prof. W. P. S. Dias, Dr. C. Jayasinghe, Dr. K.G.SDilrukshi

Staff, Divisional Secretariat Office, Weligama

People of Pelena South, Weligama



















Loading



Loading

1. Dead load (Gk)

• Load on rafters = 0.45 KN/m2

.(Calicut tiles, timber reepers, heat insulationsheets, flat asbestos ceiling sheets )

• Dead load of the first floor slab = 4.85 KN/m2

2. Imposed loadLoad acting on the first floor slab 1.5 KN/m2

Load

Dead load Load on rafters = 0.60 KN/m2.Load on first floor slab = 4.85 KN/m2.

Imposed load Load on first floor slab = 1.5 KN/m2

2 Manual methods



2. Manual methods

Failure by overturning

Fx – case 1

Fy – Case 2

Y-Y

X-X

2.75 m

5.75 mG

Data Collection



Data Collection1. Local Authorities

- Divisional Secretariat office, Weligama



Bond strength between wall bottom and plinth (BSI)

British Standards Institution, Code of practice for use

of masonry, Part 1. Structural use of unreinforced masonry, BS 5628: Part1: 1992, London.)

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