HAKI 30 Oktober 2009

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EARTHQUAK LOAD ACCORDING TO

EURO CODE 08AND

GERMAN BUILDING CODEDIN 4149

Prof.Dr.-Ing Johannes Tarigan IP-U

SEMINAR HAKI 30 OCTOBER 2009

GRAND ANTARES HOTEL

MEDAN

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1. Background2. Lesson and learning from past earthquake

2.1. Aceh Earthquake 24 December 20042.2. Nias Earthquake 28 March 20052.3. Yogyakarta Earthquake 26 May 2006

2.4. Padang/West Sumatra Earthquake March 6th, 20072.5. Padang Earthquake September 30, 2009

3. How to construct the plan and the frame in Earthquake zone.

3.1 Non engineered building

3.2 Engineered building

3.3 General principle to design of plan and structure of thebuilding in earthquake Zone.

3.4 Calculation of the Earthquake load

3.5 Indonesian Building code for Earthquake

4. Earthquake Load according to Euro code 08 and German Buildingcode DIN 41494.1 General4.2 Performance requirements and compliance criteria4.3 Compliance criteria (design verifications).4.4 Ground conditions4.5 Design of Buildings

4.6 Seismic zonation4.7 German Building code DIN 41494.8 Soil Liquefaction4.9 Building Code for tsunami

5. Earthquake calculation in practice5.1 Open frame 3 stories .5.2. Small Houses

6. Conclusion and recommendation

Reference

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1. Background

Since December, 26th 2004 there are 5 earthquakes which killedmany peoples and destroyed many houses and buildings inIndonesia. By Northern Sumatra/Aceh Earthquake/Tsunami 26December,26th 2004 with 227,898 people have been killed or weremissing and many houses, bridges were washed away. The secondearthquake is Northern Sumatra/Nias Earthquake March, 28th 2005which are 1313 people killed, 300 buildings destroyed. The thirdearthquake is Yogyakarta Earthquake May 26th, 2006 which are5,749 killed, 127,000 buildings destroyed. After that comes the nextEarthquake on March 6th, 2007. It was West Sumatra Earthquake.During this fourth Earthquake nearly 15.000 buildings have beendestroyed and 67 people have been died in this earthquake. Afterthat on September 30th, 2009 the Earthquake happened again inPadang. More that 900 people have died and so many high risebuilding has been collapse by this earthquake.

How is the risk of Earthquake in Indonesia in the future? How thebuilding constructions look like?

According to seismic hazard map the risk is big enough. The peakground acceleration can be 0,30 g. In the figure 1 shows theseismic acceleration according to Indonesia [Rizkita Parithusta,2007.]

Figure 1: Indonesian Seismicity Map

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2. Lesson and learning from past earthquake

Before Northern Sumatra/Aceh earthquake December 26th,2004 washappened no body care about the dangerous of earthquake and

tsunami. The reason is that since more then 60 years there were nobig earthquake was happened in this region. But suddenly onDecember 26th, 2004 everything has been changed because thisearthquake/tsunami makes a big disaster in this region. After thaton 28 March 2005 Nias Earthquake was happened, so that inNorthern Sumatra there are 2 big earthquakes have been happen inthree months. The next Catastrophe is Yogyakarta Earthquake on26 May 2006 Yogyakarta. Then on March 6, 2007 other Earthquakehave been happened again. This is West Sumatra Earthquake. Theepicentre of these four earthquakes have been located in around of

Java Trench (see figure 2).

In Indonesia there are three plates exist, they are Eurasian plate inthe north, Australian Plate in the south and Pacific plate in the east.

The four earthquakes were happened because the Australian Platehas moved to the north (sub duction). According to geologicalstudies this Australian plate moves 5 cm to the north each year.

Aceh Earthquake 26.12.2004H:30 km, M: 9.1

Nias Earthquake 28.03.2005H:30 km, M:8.7

Padang Earthquake 06.03.2007

H:30 km, M:6.4

Yogyakarta Earthquake 26.05.2006H:10 km, M:6.4

Padang Earthquake 30.09.2009H:60 km, M:7.9

epicentre H: Deep of HypocentreM: Magnitude

Figure 2:Location of 4 epicentres along of Java Trench

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2.1 Northern Sumatera/Aceh Earthquake 26 December2004

The Magnitude in this earthquake is 9.1 with the deep (H) of

hypocenter 30 km. Though in this earthquake more people diedbecause of tsunami but there also many houses destroyer beforethe tsunami has come.

The typical damages in this earthquake are as follows:

• Damage to the structure by Tsunami.

Most of the building was collapse caused by tsunami waves. Thevelocity of tsunami wave (v) was around of 700 km/h. The velocity

of wave is very strong like the velocity of plane. In northernSumatra like City of Banda Aceh and Meulaboh the tsunami hascome 15 minutes after the Earthquake. The peoples didn’t knowthat tsunami would be come. Therefore so many people was diedcaused of tsunami, wile the high of tsunami was with high of 32 mat the beach come to inland until 4 km. Many building, cars andpeople were washed away. The velocity of wave can calculated with

hgv .= s

m

Which are v = velocity, g = gravitation, 9,81 m/s and h = the deepof see level (m) an the epicentre.

If with this formula will be calculated with some different of h, it canfind below.

h (m) 6000 2000 200 20

v (km/h) 800 500 150 50

In the figure 3 shows that no buildings standing after tsunami in thisregion. Before tsunami this region was very crowded. But aftertsunami no Building are standing anymore. Most of Buildings werewashed away, some mosques were found remaining. The reason isassumed that the mosques constructed courteously and the layoutwas like oval or circle type, so the tsunami could pass easily. Mostof people were live here as fisherman. The high of the wave at thebeach was 32 m during the tsunami in this area, like a 9 stories

Building.

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Tsunamie v > 700km/hr

Tsunamie high 32 m Figure 3:This is a rural area in BandaAceh, after tsunami nobuildings standing there.

In the figure 4, there is a ship for Power Generator of a 7.5 MW.

This Ship swept away as far as 4 km from the beach in to inland.Before tsunami the ship was standing at the beach.

Figure 4:After tsunami this Ship hasmoved 4 km from originallocation at the beach.

• Damage to the roads and bridges by tsunami

Although there was the information that nearly 80 bridges fell downon the road along the western coast from Banda Aceh to Meulaboh,the correct figure is unknown. In figure 5 shows that the girder of one bridges in Banda Aceh is washed a way caused by tsunamiwaves. The piers are still standing.

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Girder of bridges washed away by tsunami

Figure 5 : damage by bridge after Tsunami 26 Dec. 2004

According to the investigation of 42 bridges , 3 bridges fell downand 5 bridges had girder strike-slips. The bridges with shear keyswhich resisted the girder strikes-slips were saved from beingwashed away. On the other hand, the embankment behind theabutment of many bridges was found eroded. As well, roads in thesections whose ground seemed to have been vulnerable originallywere eroded from place to place.

Note:it is also need to think that in tsunami region to add the horizontalload by tsunami wave.

The horizontal load by tsunami can be calculated with formula

2

2

1. mv H I

γ = ,

v : velocity of tsunami wavem : mass of bridge

I γ : important factor.

Until now no Building Code has been made for the building toendure the tsunami waves.

• Damage caused by earthquake motion

Many multi-stories Building was falling down in City of Banda Acehbefore tsunami has come. The typical of damages was SandwichType (see figure 6), that’s mean the column couldn’t endure theearthquake load. The slab was falling down and after damage thebuilding become like sandwich. There were so many Buildings whichwas collapse with type of sandwich. Those Buildings had low

ductility. This building has been designed with old building code. Theacceleration in Indonesian Building Code 1987 [SKBI, 1987] is to low(0, 13 g) and the ductility has not available in old Building Code. In

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figure 6 shows that the second mode has been happened inhorizontal direction after Earthquake. The columns of the buildingare still standing even though the plasticity has happened in thecolumn. This Building still standing after Earthquake. Interestingcase shows in figure 7. In Indonesia there are many shop houses

has been construction in the middle of the city. In normal case thedistance of column is 4.5 m to 5 m and the high of stories between2 until 3 stories. Because the buildings are typical the people thinkthat no need to calculate the structure and the government givealso the permit without static calculation. After Aceh Earthquakethere are many shop houses still standing, but in figure 7 showsthat 2 shop houses has been collapse after Earthquake and besidethis shop houses the building is still standing. Other case showsfigure 8. This building is the big supermarket with 2 stories. AfterAceh Earthquake this Building is totally collapse. In this Building the

concrete quality of structure was to low and the reinforcement wasplane bar type. The ductility of the building was to low and the liveload was also to low.

• Damage by Fault rupture

In figure 9 shows fault rupture after Aceh Earthquake. In this figurewe can show the rails bent greatly. If we use MMI scale the Acehearthquake in this region with IX MMI scale.

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Figure 5: Sandwich Type of Collapse byGovernment Building

Figure 6: The second mode

happened after AcehEarthquake.

Figure 7: Shop houses has been

collaps but biside this building theshop houses still standing.

Figure 8: Supermarket Building has collapseafter Aceh Earthquake.

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Figure 9: Fault Rupture Rail

• Damage by Liquefaction.

By the earthquake in special soil condition there are other caseswhich make damages in the building. This case it calls liquefaction.The case of damage in liquefaction was found for the first time inNiigata Earthquake 1964.

The definition of Soil liquefaction.Soil liquefaction describes the behavior of loose saturatedunconsolidated soils, i.e. loose sands, which go from a solid state to

have the consistency of a heavy liquid, or reach a liquefied state asa consequence of increasing pore water pressures, and thusdecreasing effective stress, induced by their tendency to decrease involume when subjected to cyclic undrained loading (e.g. earthquakeloading). Liquefaction is more likely to occur in loose to moderategranular soils with poor drainage, such as salty sands or sands andgravels capped or containing seams of impermeable sediments.Theoretically the damage with soil liquefaction effect shows in figure10.

Figure 10:

Liquifaction by Earthquake[Alan,

2008]

Displacement

To calculate bearing capacity at foundation during Earthquake is

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http://en.wikipedia.org/wiki/Effective_stress

http://en.wikipedia.org/wiki/Effective_stress

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⎟⎟ ⎠

⎞⎜⎜⎝

⎛ =⎟⎟

⎠

⎞⎜⎜⎝

⎛ ⋅=⎟⎟

⎠

⎞⎜⎜⎝

⎛ ==

g

aa

g

za

g

W maF vo

t maxmax σ

γ

F : Earthquake load, : Mass of soil, W : Weight of soil,m t γ : densityof soil, : maximum acceleration of earthquake andmaxa vo

σ : stress

under the foundation.

The shear stress at the Soil

⎟⎟ ⎠

⎞⎜⎜⎝

⎛ ==

g

aF vo

maxmax σ τ

By the liquefaction soil the stress voσ equal to zero. Therefore the

shear stress maxτ become zero (loss the bearing capacity). After

earthquake the foundation of the building falling down, move or tilt.

According to Seed [Robert, 2005] the potential to liquefied deep onthe value of SPT like table 1.

Tabel 1: Potensial of liquifaction

( )601 N Potensial of Liquifaction

Big0-2020-30>30

Mediumnone

In the figure 11, show 3 stories Shop houses have been falling down3 m. In the ground level now is the second stories. In this casesand boils had not found, because after earthquake the sand boilsalso washed away by tsunami.

This Shop House falling down 3 m tothe ground caused by liquefaction

Figure 11: Shop houses was damages by soil liquefaction.

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• andslide

arthquake shaking can cause land sliding on many scales. An

L Eearthquake can cause a slope to become unstable by the inertialloading it imposes or by causing a loss of strength in the slope

materials. After Earthquake in Aceh on December 26th, 2004Landslide also was happened. In Figure 12 shows Landslide. Onehouse was falling down because of this land slide.

herefore in the future the landsli fying, so if

• Lower quality of the building.

any non-engineered Building was collapse because the quality of

igure 13 :hammer test have been done by one building

T de Zone must be identian earthquake shakes this Region, no houses or buildings have beendestroyer anymore.

Mthe material was very poor such as : the quality of concrete belowof standard, the reinforcement still with plane bar, the stirrups tosmall and the distance to long and the connection between columnand beam not follows the Building Code. Our University hasinvestigated one building in the city of Banda Aceh, see figure 13[Tarigan, 2005].

Figure 12:andslide byDamage by L

Aceh Earthquake26.12.2004

Fby Civil Engineering faculty of USU.

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2.2 Northern Sumatera/Nias Earthquake March 28th, 2005

ven though the people in Northern Sumatra still have traumaticE

with Aceh Earthquake/tsunami December 26th, 2004 three monthslater other Earthquake has shacked again. That was NiasEarthquake on March 28th, 2005. The epicentre of this earthquakewas around 40O km from epicentre of Aceh Earthquake in southdirection. (see figure 14). The Magnitude of this earthquake is 8.7and the deep of epicentre is 30 km. Most of the damages were inNias Island, like in City of Gunung Sitoli, Teluk Dalam. Nias Islandis around 150 km from Sumatra Island.

gure 14 : Nias Island and the epicentre of Nias

he typical damages in this earthquake are as follows:

. Lower quality of the building.

any non-engineered Building was collapse because the quality of

efore modernisation so many traditional houses have been

FiEarthquake March 28th, 2005

T 1

Mthe material was very poor, because the people built they housewithout correctly construction.

Bconstructed with timber in this region. In this Area so many goodwood can be found. But through modernisation the people think thatif the people constructed his house with concrete structure that’smean status symbolist for modern people.

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Figure 15 shows one story Building, which has damages caused byground shaking. The construction is masonry. So many people diedbecause their houses is not earthquake resistant.

According to site investigation from Civil Engineering Department of

University of Sumatera Utara so many houses used sand from thebeach as aggregate in the concrete. The reason is that cost of thesand from the beach 50 % cheaper than sand from the river.Principally the sand from the beach cannot be used directly becauseit is so salty and not good for the concrete. According to Indonesianconcrete standard it is not erlaut to use sand from beach.

Other case is damages by vertical movement. This type of damagescan be show in figure 16 This is a church with one story building.The roof has been constructed with timber truss. During Nias

Earthquake the timber truss was falling down. The column and wallhave no damages during earthquake. We have analysed that thedamages of roof construction caused by vertical earthquake.

In figure 17 shows a shop houses has been destroyer by NiasEarthquake. The owner of this shop house was a rich man in thiscity. But he didn’t know or care about his shop houses. This 2stories shop house was very famous shop house in this region. Butthe houses have killed the owner and his family during earthquake.

2. Liquefaction.

There are many bridges have damages because of liquefactionproblem. The strength of soil become lower the strength duringEarthquake. These make the soil loss the bearing capacity. One of bridge which has a liquefaction problem in the abutment showsfigure 18.

After Earthquake Department of Civil Engineering University of

Sumatera Utara have investigated the soil type in some of thebridges. In the document there was no soil liquefaction analysehave been done. After Nias earthquake the Japan Civil Engineerassociation have make a report that mostly Nias Island have aliquefaction soil. That’s way it is very important to make regulationor building code in liquefaction Area. Most of bridges in Nias have adamage in their foundation.

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Figure 15 : a house with low

quality of material.

Figure 16: verticale load

3. Fault rupture.

Lahewa….

2.3 Jogjakarta Earthquake May 26th, 2006

The deep of epicentre is only 10 km and the Magnitude 6.3. Thetypical damages in the building are as follows:

Figure 17 : shop houses. Figure 18.: liquefaction by

bridges

1. Lower quality of material building. Mostly houses in this regionhas no reinforcement see figure 19. The structure have beenconstructed with break wall without any column. Therefore manypeople was killed because the brick wall and roofs falling down.

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Figure 19: the typical damage by the houses in Yogjakarta.The houses have been constructed without any column.

2. Wrong structural design. Many modern multy stories building wascollapse. In figure 20, 1 building with 4 stories had damage. Thetype of damage is soft story and the type of damage like the firstmode. The stirrups have been constructed with long distant. Theconnection between column and beam were not correct. The nextsimilar damage can be show in figure 21. The case of damage isalso like a first mode.

Figure 20:

1st, Modal Shape 1 in 4

stories office Building.

Figure 21:

1st , Modal Shape 1 in 2

stories Building.

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2.4. Padang/West Sumatra Earthquake March 6th, 2007

The Earthquake had a magnitude of 6.4 and struck close to the cityof Padang in the west part of the island. The Earthquake was

preceded by two tremors, magnitude 4.8 and 4.9, which causedpanic. As a result, people fled their homes and buildings, and this,in turn, reduced the number of casualties from the main shock. Themain shock was followed by many aftershocks. The damage fromthe earthquake was substantial and included collapse of industrialbuildings, mosques, homes, schools, and businesses. The deep of hypocenter was 30 km.

The type of damages shows in figure:

• The ductility is too low. See figure 22. This shop houses usedframing concrete structure with 2 stories. The damage was insoft story. This damages was typical in this region.

• In figure 23 shows the beam column joints do not used ductiledetailing. The beam-to-column joints for the concrete momentframes do not use ductile detailing. The reinforcement steeldoes not extend sufficiently into the joint, nor does it haveadequate development length. Furthermore, the joints are notconfined and hence are susceptible to shear failure.

Figure 22:This structure of the building used framing. The lateral-storystiffness and strength were significantly less for the upper floors and

resulted in a soft-story collapse of the first story.

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Figure 23: The beam-to-column joints for the concrete moment frames do notuse ductile detailing.

2.5 Padang Earthquake September 30, 2009

Many building have been collapse in Padang. Type of damage aresoft story like figure 23.a and the frame do not used the ductiledetailing, see figure 23.b.

Figure 23.a: soft story collapse

Figure 23.b: the detailing is not ductile

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3 How to construct the plan and the frame in Earthquakezone.

3.1 Non-engineered building

What is non-engineered building? These are building theconstruction of which usually has not been through the formalbuilding permit process. It implies that the construction of non-engineered building has not been designed or supervised by anarchitect/engineer. Such buildings are obviously prevalent in therural or non-urban (including urbanizing areas in the periphery of municipal areas. However, a large percentage of the building stock(in some case a vast majority) even urban areas of manydeveloping countries are non-engineered constructions.

3.2 Engineered building

These are buildings that are designed and constructed as perstandard engineered practices. In case of buildings, engineeredconstruction are those that are supposed to have been designed bya competent engineer or architect and have undergone the formalprocess of regular building permit by the municipal or otherpertinent authority. The formal building permit process is supposed

to require involvement of an architect/engineer in the design andconstruction for ensuring compliance to the existing building codeand planning by laws. In most developing countries, formal buildingpermit process is observed only in urban areas. In developingcountries, building codes (with earthquake safety consideration)either do not exist, or not implemented strictly.

Therefore, consideration of seismic input on building design dependson the individual initiative of the designers, the prevalentconstruction practices in the region/country, the prevalent

construction practices in the region/country, and the availability of funds. In case clients require design against earthquakes in acountry does have regulation to govern the design of strength of structures, it is a common practice for the engineer to use the codeof the country in which he/she was trained.

Under such conditions, there is no consistency in the design of structures. While they may be significant proportions of welldesigned structures that can withstand the earthquake forces, somepercentage of engineered construction have been designed for only

vertical loads of gravity and not for the horizontal/vertical load thatan earthquake exerts on the building.

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3.3 General principle to design of plan and structure of thebuilding in earthquake Zone.

Generally to design of plan and the structure of the building wouldbe describing as follows:

1. If possible the plan of the building is symmetry. The plan withL, T, U, X is very dangerous in earthquake zone area. If thearchitects choose this plan, design it with dilatation , seefigure 24. If the architect has not compromise the structuremust be controlled with torsion, as far as the eccentricity stillfollow the building code.

2. If possible the structure of the Building is simple and regular.Elevation of the beam if possible continue and have a samelevel and the column is continue from the ground level to thetop of the structure.

If the structure is irregular the structure engineer must checkthe form of the structure according to the building code. As faras the structure still follow the building code the structure stillsafe.

Figure 24: L, T, U and Y plan

with dilatation

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3.4 Calculation of the Earthquake load

To calculate the earthquake load can be choose generally in 3method as follows:

1. Static Equivalent2. Response Spectra3. Time History Analysis

Generally in the practical for symmetrical, regular, simple buildingand the high of building until 10 m, 3 stories it is enough tocalculate with static equivalent. But if the structure has a high morethen 10 m and the centre of the stiffness not the same with thecentre of the mass, the calculation must me calculated withresponse spectra. For very important building like nuclear plant etc,

the method to calculate the earthquake load must be with timehistory analysis.

3.5 Indonesian Building code for Earthquake

Horizontal Load

Generally in Indonesian for design earthquake loading in structureSNI 1726-2002 will be used. In this building code the acceleration

have been decideed with 6 zone, see figure 25. The Earthquakeloading will be calculated with

t W I R

C V .=

V : earthquake LoadingC : acceleration according to response spectra figure..I : importance factor of the buildingR : Reduction base on ductility of the structure

Wt : Weight of the structure

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Table 2: Importance factor (I)

No Type of Building (I)

1 Residential Building, Office Building, CommercialBuilding, etc.

1

2 Monumental Building,etc. 1.63 Hospital, Water Treatment Plant, Power Energies

Plant, Radion and Television Building, etc.1.4

4 Gasoline Building, Industry Building, ChemicalianBuilding, etc.

1.6

5 Tower, Tank, etc. 1.5

The distribution of earthquake load for multi stories Building ineach floor can be calculated with

V

zW

zW F

n

i

ii

ii

i

∑=

=

1

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Vertical Load

Vertical Load can be calculate with

t

v W I R

C V .= which I AC v 0Ψ=

Cv = coefficient of vertical load,Ψ = acceleration see table 3Ao = soil condition see table 4,I = important factor,R = Reduction factor according to ductilityWt = weight of structure

Table 3: response factor for vertical earthquake

Zone Ψ 1 0,5

2 0.5

3 0.5

4 0.6

5 0.7

6 0.8

Table 4: Ao

Zoe Hard Soil(N>50)

MediumSoil(15<N<50)

Soft Soil(N<15)

SpecialCondiotionof soil

1 0.04 0.05 0.08 Spezialcase

2 0.12 0.15 0.20

3 0.18 0.23 0.30

4 0.24 0.28 0.34

5 0.28 0.32 0.36

6 0.33 0.36 0.38

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4. Earthquake Load according to Euro code 08 and

German Building code DIN 4149

Now days Europe Union Country have prepared the Building Code

for Earthquake Load. That is Euro code 08 : Design of structures forearthquake Resistance. Some country have also have strongearthquake like Italian, Greek, Turkey etc.

The Euro code 08 divided as follows:Part 1: General rules, seismic actions and rules for buildingsPart 2: BridgesPart 3: Assessment and retrofitting of buildingsPart 4: Silos, tanks and pipelinesPart 5: Foundations, retaining structures and geotechnical aspectsPart 6: Towers, masts and chimneys

In this research would be discussed about part I. That is applied forthe Building. The Part 1 had divide as follows

• General• Performance requirements and compliance criteria• Ground conditions and seismic action• Design of buildings• Specific rules for:

a. Concrete buildingsb. Steel buildings Composite Steel Concrete buildings

c. Timber buildingsd. Masonry buildings

• Base isolation

4.1 General

The objectives of the Euro code 08 in the event of earthquakes areas follows:

1. Human lives are protected

2. Damage is limited3. Structures important for civil protection remain operational

4.2 Performance requirements and compliance criteria

Fundamental requirements

1. No-collapse requirement:• Withstand the design seismic action without local or global

collapse.

• Retain structural integrity and residual load bearing capacityafter the event.

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2. Damage limitation requirement:• Withstand a more frequent seismic action without damage• Avoid limitations of use with high costs

3. Reliability Differentiation

Target reliability of requirement depending on consequences of failure

• Classify the structures into importance classes • Assign a higher or lower return period to the design seismic

action

In operational terms multiply the reference seismic action by the

importance factor γI, see Table 5.

Table 5: Importance classes for buildings

Buildings γIImportanceclasses

I Buildings of minor importance for publicsafety, e.g., agricultural buildings, etc

0,8

II Ordinary buildings, not belonging in othercategories

1,0

III Buildings whose seismic resistance is of

importance in view of the consequencesassociated with a collapse,e.q, schools,assembly halls, cultural institutions etc.

1,2

IV Buildings whose integrity duringearthquakes of vital importance for civilprotection, e.g, hospitals, fire stations,power plans, etc.

1,4

4.3 Compliance criteria (design verifications).

o Ultimate limit state

• Resistance and Energy dissipation capacity • Ductility classes and Behaviour factor values • Overturning and sliding stability check • Resistance of foundation elements and soil • Second order effects • Non detrimental effect of non structural elements

Simplified checks for low seismicity cases (ag< 0,08 g)

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No application of EC 08 or very low seismicity cases (ag< 0,04 g)

o Damage limitation state

Deformation limits (Maximum inter storey drift due to the “frequent“ earthquake):

• 0,5 % for brittle on structural elements attachedto the structure

• 0,75 % for ductile on structural elements attached tothe structure

• 1,0 % for non structural elements not interfering with

the structure

Sufficient stiffness of the structure for the operationally of vital services and equipment.

o Specific measures

• Simple and regular forms (plan and elevation)• Control the hierarchy of resistances and sequence of

failure modes (capacity design)

• Avoid brittle failures• Control the behaviour of critical regions(detailing)• Use adequate structural model (soil deformability and

non structural elements if appropriate)

In zones of high seismicity formal Quality Plan for Design,Construction and Useis recommended

4.4 Ground conditions

Five ground types:

• A-Rock• B-Very dense sand or gravel or very stiff clay• C-Dense sand or gravel or stiff clay• D-Loose to medium cohesion less soil or soft to firm cohesive

soil• E-Surface alluvium layer C or D, 5 to 20 m thick, over a much

stiffer material

2 special ground types S1 and S2 requiring special studies

• Ground conditions defined by shear wave velocities in the top30 m and also by indicative values for NSPTand cu

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Ground conditionsTable 3.1: Ground types

Groundtype

Description of stratigraphicprofile

Parameters

vs,30 (m/s) NSPT (blows/30cm)

cu

(kPa)

A Rock or other rock-likegeological formation,including at most 5 m of weaker material at thesurface

> 800 - -

B Deposits of very densesand, gravel, or very stiff clay, at least several tens

of metres in thickness,characterised by a gradualincrease of mechanicalproperties with depth.

360 – 800 > 50 > 250

C Deep deposits of dense ormedium-dense sand, gravelor stiff clay with thicknessfrom several tens to manyhundreds of metres.

180 – 360 15 -50

70 -250

D Deposits of loose-to-

medium cohesion less soil(with or without some softcohesive layers), or of predominantly soft-to-firmcohesive soil.

< 180 < 15 < 70

E A soil profile consisting of asurface alluvium layer withvs values of type C or Dand thickness varyingbetween about 5 m and 20

m, underlain by stiffermaterial with vs > 800 m/s.

S1 Deposits consisting, orcontaining a layer at least10 m thick, of soft clays/silts with a high plasticityindex (PI > 40) and highwater content

< 100(indicative)

-10 -20

S2 Deposits of liquefiable soils,of sensitive clays, or anyother soil profile notincluded in types A – E orS1

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4.5. Seismic zonation

Competence of National Authorities• Described by agR (reference peak ground acceleration on type A

ground)• Corresponds to the reference return period TNCR

• Modified by the Importance Factor γI to become the design

ground acceleration (on type A ground) ag= agR. γI

Objective for the future updating of EC 08 : European zonation mapwith spectral values for different hazard levels (e.g. 100, 500 and2.500 years)

Basic representation of the seismic action Elastic response spectrum

• Common shape for the ULS (Ultimate Limit State) and DLS(Damage Limit State) verifications

• 2 orthogonal independent horizontal components• Vertical spectrum shape different from the horizontal spectrum

(common for all ground types)• Possible use of more than one spectral shape(to model different

seismo-genetic mechanisms)

Definition of the horizontal elastic response spectrum (fourbranches)

0 ≤T≤TB SB e (T) = ag. S. (1+T /TBB. (η. 2,5 -1))

TB≤T≤TB C Se (T) = ag. S. η. 2,5

TC≤T≤TD Se (T) = ag. S. η. 2,5 (TC/T)

TD≤T≤4 s Se (T) = ag. S. η. 2,5 (TC. TD/T 2)

• Se (T) elastic response spectrum (see figure 26)• Ag design ground acceleration on type A ground• TB , TB C, TD corner periods in the spectrum (NDPs)• S soil factor (NDP)• η damping correction factor (η= 1 for 5% damping)

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Figure 26: respon spektrum of Euro code

Normalised elastic response spectrum (standard shape)

Control variables• S, TB, TB C, TD (NDPs)• η (≥0,55) damping correction for ξ≠5 %

Fixed variables• Constant acceleration, velocity & displacement spectral

braches• Acceleration spectral amplification: 2.5

Elastic response spectrum

Two types of (recommended) spectral shapes

Depending on the characteristics of the most significant earthquakecontributing to the local hazard:

Type 1 : High and moderate seismicity regions (Ms> 5,5), seefigure 27.

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Type 2 - Low seismicity regions (Ms≤5,5); near field earthquakes.

Figure 28 : Type 2 of respons spektrum

Figure 27 : Type 1 of respons spektrum

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Design spectrum for elastic response analysis (derived from theelastic spectrum)

0 ≤T ≤T B S B d (T ) = a g. S . (2/3+T /T BB. (2,5/q -2/3))

T B≤T ≤T B C S d (T ) = a g. S . 2,5/q

T C≤T ≤T D S d (T ) = a g. S . 2,5/q . (T C/T )≥β. a g

T D≤T ≤4 s S d (T ) = a g. S . 2,5/q . (T C. T D/T 2 ) ≥β. a g

Sd (T) design spectrumq behaviour factor

β lower boundfactor(NDP recommended value: 0,2)

Specific rules for vertical action:

avg= 0,9 .ag or avg= 0,45 . ag; S= 1.0; q≤1,5

4.5 Design of Buildings

Before the structure engineer calculate the earthquake load ist isimportant to discuss with architect that if possible to make thestructure as follows:

• Clear structural system.• Simplicity & uniformity in geometry of structural system.• Symmetry & regularity in plan.• Significant torsional stiffness about vertical axis.• Geometry, mass & lateral stiffness: regular in elevation.• Redundancy of structural system.

• Effective horizontal connection of vertical elements at all floorlevels.

How is the exactly the definition of all above criteria see EC 08.

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4.6. German Building code DIN 4149

Principle the German Building code have the same regulation withthe Euro Code. But the response spectra have been define with

Magnitude of the earthquake in German. The response spectra canbe shown in figure 29 And the acceleration ag are as follows:

Zone Intensity ag (m/s2)

0 6 ≤ I < 6,5 0

1 6,5 ≤ I < 7 0,4

2 7 ≤ I < 7,5 0,6

3 7,5 ≤ I 0,8

Figure 29: Respons spektrum of DIN 4146

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5. Earthquake calculation in practice

5.1 Open frame 3 stories .

The lay out of the building shows in figure 6.1. The size of column30 cm x 40 cm at the ground floor and the second and third story30 cm x 30 cm. The size of beam is 30 x 60 cm. Small beam 20 x50 cm.

Thickness of plate 12 cm. Please check it the plan and the framewith EC 08/DIN 4149 and calculate the earthquake load base onDIN 4149 and SNI 2002.

7 m

7 m

6m 6m 6m 6m 6m

4t

Small

beam

4 m

4 m

4 m

3r

2n

30/40

Quer section

30/30

30/30

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According to DIN 4149 table I, that if the layout symmetry and theframe are symmetries the calculation can be done with plane frame.

If the construction have a symmetry mass and stiffness the factor of Torsion can be calculate with additional safety factor for earthquake

load with

e L

x6,01+=δ

X : the distance of columnLe : the distance of outside of the building.

Dead Load (DL)

• Second and third floor

Thickness of Plate 12 cmSelf of weight of plate ς= 25 kN/m3,

q1 =0,12*25 = 3 kN/m2

Plaster ς = 21 KN/m3 thickness =1,5 Cm

q2=0,015*21=0,315 kN/m2

Cement t= 5cm, ς= 22 kN/m3

q3 = 0,05*22 =1,1

Total q= 3 + 0,315 + 1,1 = 4,415 KN/m2

• Fourth floor

Thickness of Plate 12 cmSelf of weight of plate ς= 25 kN/m3,

q1 =0,12*25 = 3 kN/m2

Plaster ς = 21 KN/m3 thickness =1,5 Cm

q2=0,015*21=0,315 kN/m2

Water proofing and screed t= 5cmq = 0,05*22 =1,1kN/m2

Total q = 3 + 0,315 + 1,1 = 4,415 KN/m2

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• Beam

Live Load (LL)

• Second and third floor

q = 2KN/m2wall q = 1,25 KN/m2

total q = 3,25 KN/m2

• Fourth floor

q = 2KN/m2

Wind load

W= Cp*q

Load combination

• Basic combination

Sd= S ( )∑ ∑++ik ioiQk Q jk jG

QQG ,,,1,1,,, **** ψ γ γ γ

Sd= S )( QschneeQwind Qnutylast Gk *75,0*9,0*5,1*35,1 +++

• Extremes combination

Sd= S ( )∑ ∑+++ ik ioiQk Qd jk jG QQ AG ,,,1,1,,, **** ψ γ γ γ

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First mode with frequenz of 0.091862 Hz

Second mode with frequenz of 0.25265 Hz

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Third Mode with frequenz of 0.39982 Hz

The layout and cross section of the structure are symmetry.

Therefore the calculation can be with Static equivalent method.

For the first mode the frequenz f=0.091862 Hz, or

091862.0

11==

f T =10.8 sec.

For T=10.8 sec

Td<T,20)(

T

T T aT S DC

I gd ηβ γ =

According to DIN 4149,:

I γ important factor of the building

2.1: I γ for office building

S: soil factor. Type of Soil S-C, S: 0.75

η = 1

5.20 = β

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Bending Moment

Shear

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Normal

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5.2. Small Houses

In this case is the new Building (see figure 30). There are 52Building has been constructed in Aceh through Tearfund England,

after Earthquake of 24 December 2004. This house needstrengthening and in this example the earthquake load have beencalculated with DIN 4149 regulation but the response spectral withIndonesian Building Code.

Figure 30 : small houses after Aceh Earthquake

This building is not symmetry in the lay out and in the cross section.According to DIN 4149 the calculation must be in 3 dimensions.

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Finite Element Modelling with Ansys

Mode 1 after ansys f= 0.278662. The displacement in the x direction

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6. Conclusion and recommendation

Base on EURO CODE and DIN 4149 the acceleration of Earthquakebigger in Indonesia then in European Country. But some regulation

about static calculation of Earthquake loading in the structure inEURO CODE and DIN 4149 is very clear and can be adopted.

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Reference

Alan F Rauch,……., Liquefaction-Induced Lateral spreading,Internet.

Youd, T.L., and Idriss, I.M. (2001). "Liquefaction Resistance of Soils:Summary report from the 1996 NCEER and 1998 NCEER/NSF Workshops

on Evaluation of Liquefaction Resistance of Soils", Journal of Geotechnicaland Geoenvironmental Engineering, ASCE, 127(4), 297-313

DIN 4149, 2005, Bauten in deutschen Erdbebengebieten.

EN 1998-1, 2004, European Standart

Chopra Anil K. (1995). “ Dynamics of Structures” Theory and

Application to Earthquake Engineering. Prentice Hall, NewJersey.

Clough R W (1986). “Dynamics of Structures”. McGraw-Hill,Singapore.

Purnomo Rachmat (2006), “ Perencanaan Struktur Beton BertulangTahan Gempa”, ITSpress, Surabaya.

Rizkita Parithusta (2007). “New attenuation Relation for Earthquake

Ground Motions in Indonesia Considering Deep SourceEvent.”Seminar HAKI, Jakarta.

Robert W.Day (2006).” Foundation Engineering Handbook. Designand Construction with 2006 International Building Code.” McGraw Hill, Singapore.

SKBI (1987). “Petunjuk Perencanaan Beton Bertulang Dan StrukturDinding Bertulang untuk Rumah dan gedung”. DepartemenPekerjaan Umum, Jakarta.

SNI 1726 (2002).” Tata Cara Perencanaan Ketahanan Gempa UntukBangunan Gedung.”Jakarta.

SNI 2847 (2002).“Tata Cara Perencanaan Struktur Beton UntukBangunan Gedung”.Jakarta.

Tarigan Johannes (2005). “ Belajar dari kerusakan Bangunan akibatGempa Nias dan Aceh, Seminar Himpunan Ahli Konstruksi(HAKI), Medan.

Wakabayashi M (1986).”Design of Earthquake-resistant Buildings” Mc Graw Hill, Tokyo.

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