Baca PDF (OCR): Technical study for rehabilitation on Prambanan Temple compound after earthquake

OR PRAMBABAII APTBR ..... .....,.~

THE FORMATION OF TECHNICAL STUDY TEAM FOR REHABILITATION ON PRAMBANAN TEMPLE COMPOUND AFTER EARTHQUAKE

ADVISOR: Drs. Hari Untoro Drajat, MA Drs. Soeroso M.Hum , Drs. Agus Waluyo

TEAM LEADER : Ora. Ari Setyastuti, M.Si

EXPERT: Prof. Dr. Ir. Kabul Basa.h Swyolelono, Dip.H.E, D.B.A. DR. Inajati Adrisijanti Romli Ir. lsmoyo DR. Subagyo Pramujiyo DR. Sismanto Ora. Hemi Pramastuti

EXPERT ASSISTANT: Andi Putranto, S.S. Ir. Suprapto, Ph.D. Dr. Ir. Ahmad Rifa'i, MT. Dr. Ir. Agung Haryoko, M.Sc Eddy Hartantyo, M.Si Drs. Indra Dewa Kusuma

SURVEYOR and DATA PROCESSOR:

Darmojo Saridjo Karbino Jumino Bunyakin Lukito Sumardi Supriyono Suraji Suwito Sa bar Titik Retnowati

STUDIO: Murianto Harjuno, BA Dewi Puspito Rini, SS Aris Munandar Alam Yudha Utama, SIP

CONTENT

PREFACE .............................................................................. 1 ., I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 II. TilE HISTORY OF TilE RESTORATION ................................. 5 III. FINDINGS DURING TilE TECHNICAL STUDY . . . . . . . . . . . . . . . . . . . . . . . . 8 A. Damage on the Structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 B. Damage on the material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 C. Excavation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 D. Geoelectrical Mapping and Seismic Refraction Survey in Prambanan Temple . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 E. Geo-electric, geotechnical, and geo-radar test . . . . . . . . . . . . . . . . . . . . . . . . 24 F. Geology ofPrambanan Area .......................................... 30 1. Geology of the Prambanan Temple Site . ....................... 30 2. Seismicity of the Prambanan Temple Site ................ ........ 34 IV. DAMAGE ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 A. Analysis on Temple Structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 · ~ B. Material Damage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . 40 V. RECOMMENDATION ............................................................ 42 REFERENCES ..................................................................... 45 APPENDIX

PREFACE

Thanks to God almighty, the technical study on rehabilitation of Prambanan complex after the earthquake 27 May 2007 has been successfully finished. Prambanan temple complex as one of the world heritage site suffers damages after the earthquake. To rehabilitate the temples, some comprehensive technical studies which involve some disciplines are needed to carry out. This report is the compilation of the studies results which covers damage observation, geotechnical (using machine drill) investigation, geoelectric investigation. This report is also a preliminary study which can be used as a recommendation to conduct a further study and rehabilitation project. Finally, a thank goes to all the team members in finishing this report.

.. - ·-r --.... • .. _

Yogyakarta, March 2007

I. INTRODUCTION

Early morning on Saturday 27th of May 2006 on 05.55 a.m. the area of Yogyakarta and a part of K.laten (Central Java) experienced a 5.9 Richter scale earthquake for only 55 seconds. The epicentrum was in the beach 37 km south of the city ofYogyakarta, on 8.4 South Lattitude and 109.95 East Longitude, 5 km beneath the earth surface. The impact was very destructive. Thousands lost their life, buildings destroyed, roads cracked. Even heritages e.g. temples, sultan's palace, ancient city wall, ancient tombs, traditional houses, experienced heavy damages.

Prambanan temple compound as one of the World Heritage (no. 349 in the 1991 List which was renewed in the 1998 as no. 642) also experienced heavy damages. Similar condition were also experienced by many other temples in the region around Prambanan. This region is famous for having the greatest wealth of heritages from the Early Indonesian Classical Period ( IX - X AD). Besides Prambanan temple compound, there are other temples either Hindu or Buddhist ones, e.g. Lumbung temple, Bubrah temple, Sewu temple, Plaosan temple, Sojiwan temple, Kalasan temple, Sari temple, Sambisari temple etc.

According to geology's point of view Prambanan region is situated above the fault that spreads out from a point south of the city of Y ogyakarta towards the north-east area of Prambanan region. This fault is called Opak Fault, which is still active yet. The impact of the earthquake to the abovementioned heritages are structuml damage, e.g. slanting, collapse, vertical and horizontal deformation, crack; and material damage, e.g. crack, broken, and peeled off.

Emergency steps in overcoming the destructive effect of the earthquake have been conducted by doing some activities, such as prohibiting the tourists to enter the temple compound, increasing the security around the temples, making publication and socialization on the condition of the temples after the earthquake, forming team to observe the damage. We also coordinated with many local, national, and international institutions especially UNESCO since Prambanan temple compound is one of the World Heritage.

For Prambanan temple compound rescue activity was conducted since the end of May 2006 up to September 2006. Activities done during that period were : making every type of documentation, detail observation on the damage on the temples in the compound, clearing up the components of the temple that fell down in the temple floor 't and the courtyard, and dismantling the components whose position are dangerous.

The recovery activities on Prambanan temple compound need to be conducted immediately considering its role as one of the World Heritage, one of the important cultural heritages of Indonesia, and one of the main tourist destination in the world and in Indonesia. The damage caused by the earthquake decreasing the tourism income up to 50%. It is a significant amount for people whose living depends on many sectors of tourism. In macro insight the decrease also makes a degradation of Indonesia's foreign exchange from tourism sector. While in micro insight the decrease significantly influencing the economy of the local community. Therefore the restoration ofPrambanan temple compound will rise the tourism activities which in its turn will give an multiplier effect to increase the economic development of the community.

'!: There are individual characteristics on the damage on each temple in Prambanan compound in accordance with the restoration method conducted previously. But, generally the damage experienced by those temples are material and structural ones. Material damage consists of cracks, broken, and fragmented, while structural damage consists of vertical and horizontal cracks, and collapse. The result of the observation were still in preliminary phase, considering the presence of the aftershocks, and the hindrance caused by the scattering of the fallen temple components, and the dangerously situated components of the temples.

After the rescue activities were done, the next step is conducting a minute and interdisciplinary observation to formulate detail and comprehensive plan for the recovery activities. Hence we make a technical study involving experts in archaeology, civil engineering, geology, geophysics.

Objective and Target

Temples in Prambanan complex after the earthquake suffers some damages. The damages influence the strength of the temples. Cracks, structure sinking and structure lining occur in some parts of the temples in Prambanan temple complex. Considering the v damages, observation and detail damage mapping are needed to carry out on each ~ temples. The results of the observation and mapping are useful for the technical study which can be used as a recommendation to formulate the recovery planning. The observation and damage mapping is aimed to collect a qualitative and quantitative data on the damages. The data is also useful to observe the strength of the temple structures. The strength of the structure is a fundamental factor which must be considered dealing with the conservation of the temple. Considering the fact above, the strength of the temple structure must be observed before conducting the rehabilitation phase. The objective of the technical study on Prambanan temple complex is to collect technical and archaeological data which is useful to formulate the rehabilitation on the material and structural damages. The technical study involves experts from some disciplines.

The technical study is carried out on the three main temples. They are Wisnu, Siwa and t~ Brahma temples. The targets of the task are:

1. Observation on material and structural damage qualitatively and quantitatively

2. Damage mapping

3. Formulation of the recovery task

4. Formulation of budget plan on recovery phase

Expected out~omes

1. Formulation of recovery task guideline.

2. Formulation of action plan on rehabilitation for short, mid and long terms budget estimation on recovery phase.

II. THE IDSTORY OF THE RESTORATION

Prambanan temple compound was rediscovered on 1733, as a ruin with shrubs and _,, trees grew on it. On 1885 Dr. Ijzerman a Dutch archaeologist and historian tried to bring -. order to the compound. But, he, and later Groneman, told the local workers to remove all of the fallen stoneblocks, and put them into a large pile placed on the west of the temple. In 1902 and on 1903 the first step to do a real restoration just begun led by Van Erp. He began restoring the subsidiary chambers of Siwa temple. When De Haan took over the work on 1926 the idea of complete resoration took root. But, the proper reconstruction commenced at the end of 1937. They estimated that the work on Siwa temple could be finished by 1945.

Based on the report written by V.R.van Romondt, several numbers of Oudheidkundig Verslag; and Jordaan (1996:172-190) we know how the restoration on Siwa temple was conducted. The first step was an enormous sorting and sifting operation out of the huge pile of the fallen stoneblocks, according to their size, shape, and characteristics of the details. Meanwhile, reconstrucion plans were made. The stoneblocks were, then, assembled in sections as trial reconstruction. The indication on the pairing of the stones was they underwent individual treatment, so they have idiosyncratic charateristics. They were joined e.g. by tongue - groove, and swallow-tail joints.

After that, the actual work of reconstruction begun by buying and making timber scaffolding. The restorer realized that absolute accuracy in the reconstruction was compelled, meanwhile the trial reconstrucions were dismantled. The fragments which had flaked off were put back in their original positions with rust-free metal. Later, the stoneblocks were piled carefully, without the addition of any mortar. After which the joints were filled with an extremely liquid variety of cement ( one part of cement to one part sand ), or with pure cement water in the case of very narrow joints.

In the reconstruction the use of iron was avoided in places where it will be exposed to the open air. The iron ducts that had been added to the galleries during the previous reconstruction were replaced by reinforced concrete. The iron girders that had been placed under the thresholds were replaced also by reinforced concrete constructions in the threshold.The iron wall-ties, by which the external wall was attached to the additional concrete mass, were provided with extra cement in order to prevent corrosion. To make it not costly, they kept the concrete thin and the rest of the interior work was carried out with the usual river stone masonry.

The restorer realized that Prambanan compound stands on earthquake-prone area. i They thought that if the temple was shaken by earthquake, only incredible heavy ~ structure would be proof against the earthquake. Therefore the outer wall was protected against detachment from the central body during severe earth tremor by a concrete skeleton consists of a construction of horizontal circular beams and vertical columns. The broken threshold were strengthened by reinforced concrete joints. The stone slabs of the passageways were laid on reinforced concrete floor.

But, during the Second World War and the Struggle for Independence of Indonesia the restoration work stopped, even many technical drawings and photos were damaged or lost. After the Independence, exactly on 1949, the restoration work was just begun again. Archaeological principle demands a clear distinction should be made between the original and the renewed stone components. Therefore the new stone blocks were furnished with lead seal. On 1953 the restoration of Siwa Temple , the main temple in the compound, was declared completely done by President Soekamo.

Later, the other temples in the main courtyard of the compound were restored. They were Brahma temple on 1978 - 1987, Wishnu temple on 1982 - 1991, three Wahana temples and eight Patok temples on 1991- 1993. During the restoration of the temples reinforced concrete columns and circular beams were also used, which were inserted inside the temple wall. The circular beams were placed inside the foot, the gallery, the base of the body, and the roof. Brass wall-ties were used to attach the external wall to the additional concrete mass. To prevent straight contact between the back side of the outer stone and the additional concrete, the stone were provided with araldite tar in order to prevent corrosion .

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Reinforced concrete construction on Siwa temple

Brahma temple concrete framework isometrisch

Wisnu temple concrete framework isometrisch

III. FINDINGS DURING THE TECHNICAL STUDY

A. Damage on the Structure

According to the observation done during technical study, structural damage on the temples in Prambanan temple compound are: sink downwards, horizontal move, and vertical and horizontal cracks. The damage varies among the temples. It is assumed to be influenced by the restoration method in the past, and the variety of the shocks.

The restoration method before 1980: the open joints among the stone blocks were cast using liquidated cement, the use of iron wall ties, the use of reinforced concrete columns and beams. Therefore, the stone structure of the temple became massive and rigid.

The restoration method after 1980: the use of reinforced concrete columns and circular beams which were inserted inside the temple wall, brass wall-ties were used to attach the external wall to the additional concrete mass, and the use of araldite tar to prevent corrosion. Therefore, the stone structure was not massive, and flexible.

There was cracks on the soil surface of the main courtyard of Prambanan temple compound. The cracks were found on the east of Brahma temple 15 m long, and the west of Garuda temple 5m.

The types of structural damage are : sink downwards, horizontal move, and vertical and horizontal cracks. On Brahma temple there are sink downwards about 2 em at the east staircase towards the south-east as far as the 1st - 5th and the 20th sections. The sink down is accompanied by vertical and horizontal cracks. Horizontal move occurs at the balustrade and the doorway, third and fourth stories of the roof. There is also twist caused by cracks, and horizontal and vertical cracks.

On Siwa temple the sink down occurs at the four stairways, about 2 em deep. It makes horizontal crack on the balustrade doorway, exactly between the body and the roof of the doorway. Horizontal and vertical cracks occurs from the foot of the temple through the floor, up to the body of the temple. The cracks can be observed on the whole 30 sections. There is a significant crack that encircles the lower body of the temple, from the 1st to the 20th plane. This crack is accompanied by horizontal outward move about 2 em- 5 em.

On Wisnu temple the sink down presents on the foot of the temple, exactly on the 6 and 7 planes on the south side, about 2 em deep. Horizontal move occurs on the balustrade, on the floor, and the top of the foot. It is accompanied by twisted crack and slanting toward the outside. The horizontal move on the floor is about 0,5 em to 5 em.

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DATA OF STRUCTURE DAMAGE BRAHMA TEMPLE

DATA OF STRUCTURE DAMAGE WISNU TEMPLE

Cracks on the outer wall and alley of west gate way ofSiwa Temple.

Siwa Temple

.. ' " DEFORMATION

Wisnu Temple

Brahma Temple

B. Damage on the material

Generally the damage on the stone blocks are: cracks, broken but still in situ, and fragmented. The object of the observation are: the fallen components of the temples, either on the courtyard, on the floor of the balustrade or the still-in-situ stone blocks. It turns out that the heaviest damage on the building material occurs in Brahma temple. There are many components of the roof which fell down and are broken. On Brahma and Wisnu temples many stone blocks are broken, because stoneblocks from the upper stages fell on them. On the other hand the damage on the building material of Siwa temple are mostly cracks on the stone. It seems because the space among the stoneblocks were filled with cement, they became monolithic structure.

Material damage on Brahma and Wisnu tamp/e

Data of material damage on Siwa temple

Data of material damage on Brabma temple

Data of material damage on Wisnu temple

C. Excavation

All restoration projects on the archaeological remains are always preceded by study to formulate and to decide the treatment strategies which are suitable with the problems. Effort which has a connection with the formulation of the strategies is excavation. The excavation in conducted to collect some data. Dealing with the problems which occur in Prambanan temple complex whereas most of the temples have heavy damages structurally and architecturally, excavation must be conducted on some locations to collect supporting data. The data is useful for technical study on structural damages in the temple building.

.. Excavation is located spatially on the basement of Brahma, Siwa and Wisnu , temple. The aim of this project is to observe the structure damage (crack and deformation on stones) on the basement which can not be observed visually. The excavation is needed considering the condition of the basement can not be observed without digging the soil near then basement.

The excavation opens six holes in some locations. The locations are:

• • Brahma temple •

• Hole 111/b Ill XXN in the southeast temple comer

• Hole 111/b 1/s XV in the northwest temple comer

Siwa temple

• Hole 111/b 1/u IX in the southwest temple comer

• Hole IV/a 1/i 6 and hole IV/a 1/h 6 in the northeast temple comer

Wisnu temple

• Hole IV /a 2/u 22 in the northwest temple comer

1. Hole 111/b Ill XXN

This hole is dig considering the occurrence of the crack on the stone structure which can be observed from the southeast comer to the basement of the temple. The hole measures 2 x 2 m 2 while the depth of the hole is 240 em. The north wall of the hole is lime stone structure, the part of the temple basement. The lime stone structure on this level consists of 4 (four) levels. The soil consists of soil which mixes with sand and lime stone gravel. It is assumed that the gravel derives from the basement-making residue.

2. Hole 111/b 1/s XV

This hole is dig base on the same consideration with the previous hole. The different is only on its location. Considering the crack also occurs in the northwest temples comer, an excavation is needed to conduct in this location. The hole measures 2 x 2 m2 while the depth of the hole is 245 em. The south and west walls of the hole is lime stone structure which the part of the temple basement. The a lime stone structure consists of 4 (four) levels. The soil in this depth consists of soil which mixes with sand, lime stone gravel and andesite gravel.

3. Hole 111/b 1/u IX

Although the same type of cracks which occur in southeast and northwest of the temple's body and basement does not occur in this location, an excavation is needed to conducted to ensure that the damages do not occur on this location. This excavation is the first excavation project which is conducted on the basement Siwa temple. The hole measures 2 x 1 m2 while the depth is 63 em. On the depth of 40 em, pottery is found. The pottery is tied with a red and black thread. The excavation also finds some old coin (kepeng). The analysis result states that the pottery and the coin are new discoveries. The west wall is an andhesite stone structure which consists of 2 (two layers). The soil consists of soil which mixes with sand and andhesite stone gravel.

4. Hole IV /a 1/i 6 and Hole IV /a 1/h 6

This hole is dig to expose the condition of the structure basement similar with the hole 111/b 1/u IX. The different is only the location. The damage which can be observed on the temple basement is crack on the space between stone blocks. The crack occurs along the basement. The hole measures 2 x 1 m2 while its depth is 187 em. The south and west wall of the holes are a andhesite stone structure (two level) and a lime stone structure of the temple basement. The lime stone structure consists of 2 (two) level. The base of the hole, there are some stone arrangement which is used to strengthen the temple's basement. This data shows that Siwa temple's basement has a different type from Brahma temple's basement. Its lime stone blocks arrangement in the basement structure of Siwa temple are wider than on the Brahma temple. On Brahma t~mple's basemen~ the lime stone structure is arranged vertically with the andhesite one.

The other interesting phenomenon is that one level of andhesite stone layer on the basement is arranged stood out compare with other levels. In Brahma temple, stone structure which is used to strengthen the temple's basement does not exist. It is assumed that it is dealing with the dimension of the temples. Siwa temple has a longer, bigger and higher dimension than Brahma and Wisnu temples. Siwa temple also heavier than the two temples. The types of soil in this hole are soil mix with sand, lime gravel and andhesite gravel (dominants).

S. Hole IV/a 2/u 22

This hole is dig to expose the condition of the temple basement. The excavation can show the structure condition dealing with the damages on the basement and the body of the temple. The hole measures 2 x 2 m2 while its depth is 65 em. The basement of this ~ temple is similar with Siwa's. One level of andhesite stone layer on the basement is "' arranged stood out compare with other levels. Under the stood out level consists of 2 (two) levels. The lime stones arrangement is found under the two levels. This arrangement is functioned as the foundation.

Excavation on Brahma Temple

Excavation on Siwa Temple Excavation on Wisnu ..

Temple

D. Geoeledrieal Mapping and Seismic Refraction Survey in Prambanan Temple

1. Seismic Method

The seismic method is one of the most practical and convenient method to determine subsurface geological condition and mechanical properties. By inference from the propagation velocity; attenuation and wave shape of a propagating wave, we can indices important characteristic of in situ rock and soil.

... The refraction seismic surveys use a source of wave energy (hammer) and some ~ geophones to record the refraction wave that emerge on the surface. From the first break of the refraction wave at each geophone, we can make a time-distance curve that lead to estimate the velocity and depth of the refractor layer. The refractor layer is indicated by difference velocity and characteristic of in situ rock or soil. Hagiwara and Mashuda method had been to estimate the interface depth and velocity.

2. Geo-Electric Mapping

The geo-electrical mapping is a non-destructive survey to know the resistivities distribution of the soil laterally. The procedure proposed by injecting DC electrical current into the ground, and then measures the voltage on the surface by double potential electrodes at in line position. The configuration system of in line position is dipole-dipole arrangement. The processing and the modeling use RES2DMOD and RES3DMOD. Two points are conducted by vertical electrical sounding (VES) in Schlumberger configuration to know the resistivities distribution of soil vertically. The data processing uses Progress 3.0 software.

3. Data acquisition

The acquisitions of geo-electric and seismic data are carried out in January 16-17, 2007. Five seismic and geo-electric lines are shown in Fig.1, i.e., US-1 , US-2, US-3, TB1, and TB-2, two points S1 and S2 are the vertical electrical sounding (between Siwa and Nandi temples).

[. . ' - -- _, ' ' 0 A1 (@j ~ 1 . ~ ~ . . . . . ··-···············-······-· • t,_ • : -'-= l l • . 0 : • • . u•• . . 0 • • • • • • • • •••••••••••••••••••••••••• ~ ~ ~ ~ 0 : . -- · : 0

The five seismic and geo-electric lines are in the same position. Whereas, SJ and S2 are the vertical electrical soundin oints .

4. Goo-electrical Survey Result

Resistivity distributions of dipole-dipole configuration for difference depth are shown at Fig.2. This area indicates that there are a low resistivity zones (in blue color). The depth of the anomaly is 2m to 8m; physically it may caused by wet soil. According to lzjerman, in the Prambanan temple vicinity there is much drainage system to absorb the surface water until 5.75 m deep of wet soil under the floor (Jordaan, 1996). The anomalies (low resistivity zone) are interpreted as drainage system infiltration in the subsurface. Meanwhile, the high resistivity zone depth is about 7 to 8 m (the red one). The high resistivity zone indicates the hard rock layer that is a base of the soil. The existence of wet sand or soil in the subsurface rock is good for supporting the body of temple.

The vertical electrical sounding interpretation of point S 1 and 82 are illustrated in Fig 3. 81 is located in east side ofSiwa and 82 is located in west side ofNandi. Based on the model, thick of the surface soil is less than 2 m, and there is about 2 m thick of high resistivity layer (ohm-m) at Siwa floor. We interpret it as an andesitis rock or a foundation rock. However, in 82 the resistivity is not so high, and lower than this layer is low resistivity area, it may be a wet sandstone, wet soil, and gravel as a water level. According to ljzerman in Jordaan, 1996 in a depth of 5.75 m under the floor, there was a container 41 em long and wide and 53 em deep. The top of lid, which is made of soft marlstone, is diamond-shape and coping of soft, light-yellow sandstone fits into the container. The foundation consists of three layers of stone, which together achieve a thickness of 1.15 m, on digging further, round river stones in sand were discovered and at 15.90 m, water.

Pr••....n (Dtp•lrda.pel•) tO 3e 50 11 • • 1 __y L.,.r __4. Depth: 6.08-8.74 m . _ c::::li _ _ _ E3= IEIIIZJ _ _ _ _ 12.1 22.3 39.5 70.0 124 22'0 310 591 Resistmty in Olml.m X U..il Elltdl'eft SNtiag 5.0M. Y Unit Eled:rade Spac-Ing 5.IMI. lleratioa l - RIIS Error 21l.as

i

Vertical electrical sounding interpretation of points SJ and S2 by Progress 3.0.

5. Seismic Mapping Result

The seismic first break time measurement and processing data are plotted in fig.4a-e. The depths for each line are illustrated in those figures as well. The velocity for first layer (in white color) is about (200-270) rnls which is interpreted as surface rock. The velocity of the second layer in brown color is ( 400-500) m/s that is indicated as a hard rock. Figure 4a (line US-1) indicates that there is a different depth. The depth in the north side is relatively shallow (5 m), whereas the depth in the south side is about 8 m. For line US-2 (fig. 4b), the depth ofthe hard rock is relatively flat in 8 m. The depth in line US-3 (fig.4c) is not so difference with line US-1, that is about 8 min the south area and 5 m in the north side.

For east-west lines, TB-1 and TB-2 in fig.4d and fig.4e have a discrepancy structure. The depth in TB-1 at the middle of line is deeper (8 m) than at the both edge ( 4 m), while the depth in TB-2 in the both edge of line is deeper than in the middle of line. It means that the seal rocks of the surface have an average depth is about (5-6) m, and the body of the temple are supported by the hard rock in (5-6) m below the surface.

Llntasan U8-1

-ktu jalar (IU) 18 ••• • • • • • • • ••• • • 10 ··: • •••• • • • ·:· • •• • • • • • • '· • • • • • • • • • •• • • • • • • • • • • • •• Janlk(m) •• • ~ ~ ~ ~ ·~ ID l I ~ 1" ~ - -r--, - I ·18 ! l lleclal8nuln (:10) m

.Line US-1 seismic data and its depth interpretation in dm. The first layer velocity is (200-270) mls, and the hard rock velocity is (400-500) mls .

LlntaunUs-2 ... ..

• •••• •••• • •• 1a •• • •••• ••• • • ••• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • •• • 40 • • • • • • • • • • .U.rak (m) • • • 1- • ~ 1" ~ ~ • • II I -1a ~(10)m

Line US-2 seismic data and its depth interpretation in dm.

Llntaun UB-3 watu Jalar (ms) • • • 1Ja • ••• • • • • • • •• • • •• • • • • • • • • • • • . • • • • • • • • • • • • • • • • • • • ·. • 40 • • • • • • • • • .. .hlrllk(m) • • • • s.a.tan • • • ~ ~ ~ ~ • • 1" ""-. """!-. r---r-- ~ I -120 Uclll'-n (:10) m

Line US-3 seismic data and its depth interpretation in dm.

Llntnlln Tll-1 .... .. 1lll i • "' 41 ..

-ktu 1118r(ma) • • • • • •• •• • •• • ••• • •• • • •• • • • ••• •• •• • •• • • • •• •• • • • • . • • • . • •• • • • • • • • •• Jarak(m) • • •• • ~~ ~ ~ I~ I Tlmur 7 I 1" " I"-. .-l----' - ----- --- ,......_ -I/ ·1lll ! I I kedalllman (:10) m

. Line TB-1 seismic data and its depth interpretation in dm.

Llntaun TB-2

~jalar(ma) 1lll ••• •• •• • • ••• • • • • . •• • .:. • ••• ••• • • •• • • • • • 41 •• • • • • • • . • • • • • • • • • Jarak(m) • • Bam •• • • • Tlmur ~ l~ ~ ~ I ~ ~ ~ t" - I ~ - -- .--- -·-·- -·-- ·----------- ·----------L----· --- ~----- ~ --- .. .I J I -tlll kedalaman (:10) m

. Line TB-2 seismic data and its depth interpretation in dm .

6. Conclusion

The results show that the bodies of temples are supported by velocity of hard rock is ( 400-500) mls and the resistivity is > 200 ohm-m, whereas the depth of the hard rock is ( 4-8) m from the surface. The thick of the seal soil is about 8 m in the south area and 4 m in the north area. The low resistivity in front of the Siwa, Wisnu and Brahma temple at east side, estimated as a drainage system of the Prambanan temple area. More than 13 m will find the sandstone with saturated of water.

E. Geo-electric, geotechnical, and geo-radar test

To recognize the condition of the soil under the temples in Prambanan temple compound we made several tests, e.g. geotechnical, geo-electric, and georadar ones. The geotechnical test was combined with geo-electric, while geo-radar test was used to recognize the depth of crack in the temple's body in horizontal direction, and the condition behind the outer wall of the temple.

The testing result :

til Result of Boring Test __ _._,_ ICII.a-: .!::. . :: -=- --- 1111= I i . .:::= II! 1-·-... i _, .. - ~ -- ~ !"'I r- ·i'" •. r- [!!] !m' rM rr- . ·-- ~ ~ ·-- !>i:r- ~r- !mr- ~ -- !>]; f- !'!: f-li i'"'. f- . ·--- ~r- [so, r- ~ • 1-- 312812007 Soil Mechanics Laboratory CEEO-GMU ult of Boring Test (Location: Front of <;iwa Temple)

3/2812007 3 4 ~55 very dense (rock layer) ..

SPT value of Boring Test

From± 0,00-15,00 m SPT value inaeases gradually

N SPT = 15-29 from± 0,00-15,00 of depth. > 15,00m N SPT = 31

Criteria from Peck et al. (1977):

NsPT

Relative density

15-29

fair

~30

dense

Internal friction angle of soil: 30 - 32° Bearing capacity of soil 150 - 175 kN/m2 Ground water level at depth 11,20 m

Resume

From bor log and value of N sPT can be interpreted as following

a) Soil at test location is embankment soil, with relative density fair & uniform from depth of± 0,00 -15,00 m.

b) Original ground elevation is located at depth of 14,00 - 15,00 m.

c) Occur change of soil composition at depth 15,00 m, and also value of N sPT.

d) Ground water level is observed at depth of 11,20 m.

5 CEED-GMU

312812007 Soil Mechanics Laboratory CEED-GMU

Geolistrik detaillokasi candi (denah) GL 1-GL9 Test point Gl-7 •= SiwaT~ ~ D : PetwaraTample~ •= SiwaTemple D : PrambananTemple~ 312912007 Soil Mechanics Laboratory 6

Result of detail gee-electrical test (<;iwa temple E""'pM ~etapo (fJ~-p.tS(I ker11kal) 312812()(., Soil Mechanics Laboratory 8 CEED-GMU

lnterpretasi Hasil Uji Geolistrik Detail ., ,

Potongan barattimur (GL-6; GL-3; GL2; GL-1; GL-5) :t 0,00 m - 2,00m -10,00m -20,00 m - 30,00m -40,00 m 312912007 Soil Mechanics Laboratory 9 CEED-GMU

GL-9 - 10,00m -30,00 m - 40,00m 312912007 Soil Mechanics Laboratory 10 CEED-GMU

i li

Resume

Original ground surface of temple area is basin.

At ~iwa temple, original ground surface is located at 14,00 m of depth.

Foundation of ~iwa temple is composed limestone (batu putih) and located at depth 8,00 m.

Under limestone (batu putih) is followed compacted sand layer.

Ground water level is observed at depth of 12,00 - 15,00 m.

Result of Geo-radar Test at Temple Body .~". 110 Q ' L ,. I . ' w " " • w - " .. -.. ~ Profile-14 Proflle-17 Profile-21 ) 312812007 Soil Mechanics Laboratory 13

II. CEED-GMU

Interpretation of Geo-radar Results I I

• The Siwa temple's yard consists of three layers; the top layer consists of soiVsand to level the yard; the middle layer consists of consolidated soil and the lowest layer consists of the original soil which has a high carrying capacity.

• Siwa temple was built using two type of stones, andesite in the outer structure (50 em) and limestone in the inner structure.

• The past restoration of Siwa temple included reinforcement concrete in the main structure but not in the each temple comers.

• The cracking on Siwa temple occurs in all part of the structure especially in the part which face directly to the gate (west side, north side, east side and south side). The cracks measures I ,50 - 2,50 m (on the gallery wall and n.

The conclusions of those tests are a.o.:

1. Prambanan temple compound is located in a hollow and in the east of Siwa temple there is a spring

2. The original soil is 14 m under the present soil

• 1>- "' "'

3. The soil was improved by adding compact sand 6 m deep

4. The foundation of Siwa temple that consists of tuff is still intact

5. The main structure of Siwa temple is still strong, since it has reinforced concrete construction that formed a protal structure

6. The crack on the wall of Siwa temple reaching 1,5 - 2 m deep. It was caused by the burden from the stone blocks above the lintels, as a consequence of the earthquake

F. Geology of Prambanan Area

The 5,9 Richter earthquake on 27 May 2006 which struck Daerah Istimewa Y ogyakarta and some parts of Central Java caused heavy damages on Prambanan temple ~ complex. From geology point of view Prambanan temple complex is located on the active fault which extends from Prambanan, Piyungan, Pleret, lmogiri and Pundong. This fault is called Opak fault. This fault becomes active as a result of earthquake' activity. The Prambanan temple complex is located in an area which is associated with natural disaster especially earthquake. There are three faults in Prambanan area, Ungaran fault (northwest -southeast), Opak fault (southwestnortheast) and Jiwo fault (westeast).

Observation result Prambanan temple after earthquake state that there are cracks which direct to the north - south. One crack was found in the first yard in the west of Brahma temple. It measures ± 30 meter while the wide is ~ 2 - 3 em. The second crack was found in the second yard in the northeast of Perwara temple line I. The crack split between two Perwara temples along 9 meter and the wide is 2 em.

1. Geology of the Prambanan Temple Site

The Prambanan Temple of Y ogyakarta is located at the southern slope of Merapi Volcano, and adjacent to the Prambanan High at its south (Figure 1). Geologically,

Y ogyakarta lies on a Quaternary basin that is filled by the Merapi sediments and bordered by two mountaineous area; the Kulonprogo Mountain in the western part and the Southern Mountain in the eastern part. The temple is bordered by two main rivers, named as the Opak River at the west and the Borongan River at the east. Analysis on the available satellite images indicates an ancient anthropogenic influence on the river drainage pattern around the Prambanan Temple site (Figure 2)

,. .. i ..

Figure 1. Satellite image of the Prambanan Temple site and its surrounding area (SPOT, 2005). Recent volcanic deposits around the summit of Mount Merapi are indicated by grey color. Some of the deposit are tranported downslope southward and westward by fluvial processes and occupy the river valley upstream. Gendol River that flows southward is replaced by Opak River downstream and pass nearby the Prambanan Temple before deflected westward by the Prambanan High. Paddy fields are indicated by green color, whereas town and populated places are indicated by pink color .

Figure 2. A large scale satellite image (left) of the Prambanan Temple site and its topographic map (right). Few small tributary channels occurs in the north of the Sewu-Prambanan complex and joined with the main OpaJc River right next to the Prambanan Temple. The drainage pattern of those rivers suggest an ancient anthropogenic influence that controlled their flow arozmd the temple complex.

There is no existing geological observation reported from the temple site. Its geological condition is deduced from the field observation at Kedulan and Sambisari temples which are located about 3 km and 5 km westward, approximately lie at the same elevation as Prambanan Temple, and across the Opak River. Those two temples are buried below 15 m sediment that composed of an interbedded series of lahar and fluvial deposits (Newhall et al., 2000). The ash and tuff deposits from Merapi eruption that lie on the temple floor indicates an approximate age of 700 year before present. Hendrayana (1993) interpreted from several boreholes on the western side of the Opak River that the thickness of the intrebedded series of lahar and fluvial deposits may reach to 70 m depth below ground surface. They overlie a much older Merapi laharic sediments, to the depth of 90 m, which is unconformably deposited over the Tertiary limestone of Sentolo Formation.

It is interesting to note that those three temples which approximately lied at the same distance from Mount Merapi are found differently in respect with ground surface. The Prambanan Temple that located at the eastern side of the Opak River is lied above the ground, whilst the Kedulan and Sambisari temples which located at the western side of the Opak River are lied below the ground. This implies two supposition, first is that the

Prambanan Temple was already anthropogeneously rised above the ground since its frrst construction processes, second is that the Prambanan Temple was naturally lied above a paleo high ground of the eastern side of the Opak River and the following Merapi eruption only fill the lower ground of the western side of the Opak River. It is difficult to confirm the first supposition as it requires a detailed sub-surface geological study over the area The second supposition indicates a paleo-morphology that was remarkably different as it can be seen today. It is likely to occur that the Prambanan Temple as the greatest temple in its time was built over a paleo high ground, such as a hilly morphology, much alike the world-famous Borobudur Temple which is located 30 km northwest from the Prambanan Temple.

The Prambanan Temple, is interpreted to be lying on the norteastern tip of the Opak Fault, trending northeast-soutwest along the Opak River down to its rivermouth (Figure 3; Rahardjo et al., 1995). The Opak Fault is known as the western boundary fault for the Y ogyakarta Basin, which borders the basin from the adjacent Southern Mountains of Gunung Kidul. The temple is also lying on the eastern tip of another fault system that extends east-west and crossing the Y ogyakarta town (Figure 3; MacDonald, 1984 ).

Figure 3. Geological map of Yogyakarta area (modified after Rahardjo et a/., 1995 and MacDonald, 1984). Qmi (pale green color) is young Merapi deposit that covers almost Yogyakarta basin, including the Prambanan Temple site. It is surrounded by the exposed much 1t older Tertiary rockformations (other colors) at the adjacent hills. Opak Fault is indicated by heavy pink line, trending northeast-southwest. The east-west fault system is found at the basement rocks covered by the young Merapi deposit and indicated by dashed blue lines. ;;

2. Seismicity of the Prambanan Temple Site

The Prambanan Temple was severely damaged by the May 2006 Earthquake. The epicentrum of the 5.9 earthquake was located at the Opak downriver, about 20 km southward of the temple. Most of the destruction on the temple occurs by the ground motion as indicated by the collapse of temple's crown, some blocks were rotated and few ground cracks on the temple's yard.

Previously, although Y ogyakarta was hit by several large earthquake, such as at 1943 with an epicentrum at 75 km offshore south of the shoreline and at 1867 with an unknown epicentrum, there was no damaged reported to the Prambanan Temple. Therefore it is assumed that the earthquake susceptibility of the Prambanan Temple depends on the location of the earthquake epicentrum. If the earthquake occurs near to the temple and along the Opak Fault, such as the May 2006 event, a severe damaged to the temple is likely to occur. Furthermore, the presence of ancient fluvial deposits beneath the temple as speculated from the satellite images analysis, may endanger the construction above when a large earthquake occurred as the such soil could strongly amplify the earthquake ground motion. This clue is given by an on going research of the earthquake microzonation at Bantul area, southwest of the Prambanan Temple, which is conducted by the Geological Engineering Department of the Gadjah Mada University.

IV. DAMAGEANALYSIS

A. Analysis on Temple Structure

Temple's structure, its loads and its behavior to the loads are important considaration to decide the recovery project. The data and the information are useful to chose and decide the suitable methods to reconstructs the damages on the temples after the earthquake.

1. The Structure

In the past restoration, the Tri Murti temples had included the structure reinforcement by installing reinforced concrete and pairs of stones. The spaces between outer stones and the reinforced concrete are filled with concrete. The reinforcement has made the temple become monolith. The structure of the temple stands on the stone arrangement as a temple's floor. Its floor is supported by a basement. Each temple in Prambanan temple complex has a different type of structure reinforcement. The reinforcement in Brahma temple is set starting from its upper basement. On the Brahma temple's floor is reinforced with circular sides frame and concrete plate. While in Wisnu temple, the reinforcement is inserted on the upper section of the temple floor. The concrete reinforcement structure is not set on the temple floor. Wahana temples also have the similar treatment with the Wisnu temple.

The reinforcement system influences the structure behavior when there is an earthquake. Structurally, the Tri Murti temples structures consist of basement, body and accessories. The basement is a temple floor which supports the temple body. The temple body is a structure which stands on the temple floor. The accessories are the sections which are put on the body and the temple floor. The examples of the accessories are Ratna, the gate, the balustrade etc. The quality of the bonding on the accessories is not the same with the stone bonding on the temple body. This fact makes the accessories sections will move in different way with the body when the earthquake occurs. The different types and forms of the bonding on each structure influence on the structures movement when the earthquake strokes and causes the different type of the damages. On the other part of this paper the damages on the accessories are defined as material damages. OQ. the discussion of the temple structure, damages analysis is based on the type of the damages on the temple parts such as on the basement, body and accessories. This consideration is made dealing with the similarity of the structural behavior on each parts.

2. Loading Case

The temple structure support 2 (two) loads which can be classified as a gravity load and earthquake load. The gravitation load is a load which occur because of the gravity force. This load is also defined as a static load. While the earthquake load is defined as a dynamic load which only occur when the earthquake stroke the building. The dynamic load also occurs when there is an explosion. Because it rarely occur, sometimes this type is not considered or discussed.

a) The gravity load

This called is defined as a static load. The gravity load which exists in the structure is a self weight and load occurs because of the existence of other things such as people, scaffolding etc. In the temple structure the second type of the load is not really dominant. The temple structure which consists of stone block arrangements will produce a massif and a heavy weights. The heavy weight of the temple building make this load will form a static load to the structure of the temple.

b) Theearthquakeload

Other load that occurs in the temple building is temporary load such as earthquake and wind load. The most dominant load in the temple structure is the earthquake load. The earthquake occur a sudden violent movement of the earth's surface and it is also followed by releasing of energy. The energy emerges from the epicenter and spreads to some direction in the form of waves. The wave which derives from the earthquake can be classified into some type based on its directions and its movements

. , i

The earthquake wave

P Wave (nol) is a compression wave

S wave (no2) can be classified into two, they are shifting wave SV (no 3) which occur on one section vertically with P wave and SH wave (no 4) which occur vertically with P wave and SV. The impact of the two waves (P wave and SV wave) is a torsion movement. The waves of the earthquake 27 May in Y ogyakarta and Central Java come from the southwest to northeast.

The wave which spread in the lithosphere causes the movement of the earth's surface. The movement makes the things such as buildings shake. When the earthquake occurs, the building structure moves to some directions depend on some factors such as the form of the structure, the weight of the structure, the location of the structure, the type of the material, structure measurement etc. The energy which causes the movement of the building is called the earthquake load.

Generally, the earthquake load is a result from soil movement acceleration by seismic wave which spreads in the lithosphere. The movement of the building is depend on the types of the earthquake wave such as vertically, shaking, shifting, torsion etc. The movement of the structure influences the stability of the internal force in the building. The change of the force causes the structure deformation in the building (temple). If the deformation occurs still in the material or structural capacity, it will not cause the bad impact or the structure damage. But if the excessive deformation takes place over the material and structural capacity, this phenomenon will cause the structural damages on the temple building. The intensity of deformation is based on some aspects such as the type of material, the size of material, the form of material, the weight of the material and the type of the connector between stones.

3. Structure Deformation

The load on the specific material or structure causes internal force which includes compression force, shear force, moment force and torsion force. The impact on the material or structure is against reaction which forms a deformation. The deformation will accommodate the stress on the material or the building. The deformation and the stress on the material and the structure depend on the forces which occur on the material and the structure. The deformation which is caused by the forces can be classified into two, Longitudinal deformation (in the same direction with the axis) and lateral (vertically to the axis). The longitudinal impacts are extending or shortening of the axial force, flexible deformation of the moment and shifting deformation on the shifting force. Lateral deformation can be observed through the change of the material form because of the compression force (Davis et al, 1955). In the load mechanical study, the research is conducted on the material behavior when it is compressed. The comparison between the longitudinal and lateral deformation will produce poison data by number which can show the comparison of the material shrink to the extended value of the material which is caused by the stress force on the material or structure.

The excessive deformation on material or structure causes the collapsed of the structure. The type and the speed of the loading case influence the material fracture method. The gravity force always exists and it is a sustained load. The deformation as a result from this force takes a long time so that will cause a creep or tension spreading. The collapse of the structure will be preceded by the occurrence of the micro cracks on the material or structure (Bould, et al., 1982; Heighdon, 1978).

A detail observation on the stone condition in field shows that the micro cracks does not occur on the stones. So it is assumed that the condition on the temple body still stable.

The earthquake load is a load, which takes very short time. The speed of this load is very fast depends on the soil movement acceleration and the stiffness of the structure. The load is a dynamic load which the has a multiple power (Clough et al, 1982). The material or structure will collapse on the higher level of the load compare with the building capacity. The suddenly collapse will be preceded by some cracks or breaks on the structure. The field survey states that breaking stones occur on some temple buildings' parts especially on the basements and the floor. The facts indicate that the sudden strong load has happened when the earthquake occurs. Its power is stronger than the material (stone) capacity. Considering that the past restoration had made the temple structure became monolith using cement or mortar, the breaking stone can indicate that the power of the bonding agent is more dominant compare with the stone itself To avoid this damage, the bonding agent should be weaker than the stone or the bonding agent should made from an elastic material so that can facilitate the movement of the stones when there is a dynamic load or earthquake occur.

The earthquake load also produce a torsion effect on the temple structure. It can be observed obviously on the circular cracks on Siwa temple. The cracks occur on the basement. The cracks also followed by the shifting of the upper and lower part of the cracks. The cracks mostly occur on the connection between stones. Some of the cracks cause the break of the stones. The breaking stones can be found on the temple comers. Mechanically, the comers are the part, which resists torsion force. The stone breaking on the comer part are caused by I) The bonding agent on the spaces between stones is stronger than the stones itself or 2) There is a restraint of the stone arrangement so that the structure can not twist on one shifting section. The torsion effects can be observed on some parts of the temple such as on the gates and ratna.

B. Material Damage

There are two terms to define the change on the material, there are damaged and putrefied. The damage is the change of the material form where the physic and chemical characteristics do not change. The putrefied is the change of the material into other material where the physic and the chemical also change. In this report we use the first term for the next discussion.

The power of the culture heritage building's material will decrease. The causes can be classified into two factors. They are external factors such as static force, dynamic force and physical force and internal factors such as the type of the material and building structure.

The earthquake is a dynamic force in the form of compression force which can cause the stone cracks and breaks. The crack on the stone is also caused by the static force (stone load). The static force derives from the stone arrangement in the upper part of the stone.

The reinforcement in the Tri Murti temples can be classified into three parts, they are:

a. There is not reinforcement in the spaces between stones

b. The space between stone is reinforced using cement which make the temple structure become monolith or the spaces between stones are connected between dowel (latter U dowel).

c. The spaces between stones are not connected using dowel.

The material in Prambanan temple complex is gray andhesite stone. The dominant mineral which forms the stone is Plagioclase (39 % - 46 % ). The physical characteristic especially the stone which has a low porosity, cracks 138 -183 kglcm2 while breaks 231 - 290 kglcm2• Stone which has medium porosity crack 61-142 kglcm2 and break 79- 196 kg/cm2•

Material damages include the cracking of the stone, breaking on the stone and total breaking. The broken and cracked stones are caused by the P Wave of the earthquake. The damaged stones can be found in the stones which are connected using the bonding agent. This stones are damaged because they can not move freely when the earthquake occurs. The stones damaged also because of the collapsed stone hit other stones.

Some stones which loose from its position are caused by imperfect dowel installation, the adhesive power of the bonding agent is stronger then the stone and the effect of the (S) wave of the earthquake. This type of the damage is mostly occurs in ratna.

a .. ..

It is explain that the bonding agent is stronger than the stone while the depth of the dowel is only 5 em with its diameter 12 -15 mm. The fact makes the ratna collapse but its dowel does not broken. Without dismantling, it can be assumed that the material damages only take place on the outer stone because the inner stones are reinforced with the concrete construction which is set behind it. It is also assumed that the water repellent which can avoid the calcium melting also in good condition .

V. RECO~NDATION

Considering the result of the observations and the tests having been done up to this time, we propose:

1. The other temples, except Siwa temple, can be restored preceded by partial dismantling. For Wisnu temple, an additional reinforced concrete construction is needed to insert on its basement.

2. Considering the history of the restoration on Prambanan temple compound especially Siwa temple (vide. The history of the restoration) there are three options:

a. Whole dismantling beginning from the topmost part. If we choose this option, the difficulty will be on the dismantling of the topmost components mentioned before, because they were sticked together by using cement and iron wall-ties. Therefore, we will need crane to do that task.

b. Partial dismantling which will be done per quadrant. It means that the dismantling will be done from base of the body up to the base of the roof. During the restoration process modem technology can be combined with the simple one. On the other hand, this restoration work can be promoted as an alternative cultural tourism object.

c. There needs no restoration, except using the grouting method to strengthen the temple. But, it must be preceded by researches in choosing materials that will be used, to prevent a toxic consequences to the ecology.

3. Need further studies for Siwa temple with aim to find out the detail damage inside the structure of the temple.

4. Need environmental studies to find out the real line of the early river in place of the Prambanan complex before moving in to the complex. The information of the line of the early river is based on Siwagraha inscription

Rehabilitation plan of Brahms and Wisnu temple

a Preparation Work

a. Rehabilitation of Brahma temple

b. Rehabilitation of Wisnu temple

i

REFERENCES

Anonim, 1980, Peta zona seismik untuk perencanaan bangunan air tahan gempa, Direktorat Jenderal Pengairan, Jakarta, Indonesia . Begemann, H.K.S., dan Hoogkamer, E., 1974, Stability calculations the restoration of Borobudur, Re-port CC/1111211974, Depdikbud Rl, Jakarta. ;o. Bould, N.R., 1982, Mechanics of Materials, Books I Cole Engineering Devision, Monterey, California Clough R.W. and Pensien, J., 1982, Dynamics of structures, McGraw-Hill International Book Company Das, B.M., 1995, Principles of Geotechnical Eng., PWS Publ., Boston, USA. Davis, H.E., Troxell, G.E., and Wiskocil, C.T., 1955, The Testing and Inspection of Engineering Materials, Second Edition, Mcgraw- Hill Book Company, Inc., New York. Heighdon, A, 1978, Mechanics of Materials, John Willey & Sons, Inc., London Holtz, R.D., dan Kovac, W.D., 1981, An introduction to Geotechnical Engineering, Prentice-Hall Inc., New Yersey, USA. Jordaan, R.E., 1996, In Praise ofPrambanan. K.ITL V Press, Leiden, p.119-134. Lancellotta, R., 1995, Geotechnical Engineering, A.A. Balkema, Rotterdam, The Netherlands. MacDonald & Partners (1984). Greater Yogyakarta Groundwater Resources Study- Vol 2 Hydrology. Report of Groundwater Development Project (P2AT), Directorate General of water Resources Development, Ministry of Public Works, Government of the Republic of Indonesia, Sir M MacDonald & Partners in association with Binnie & Partners, Hunting Technical Services Ltd. Rahardjo W., Sukandarrumidi and Rosidi, H.M.D. (1995). Geological Map of the Yogyakarta Sheet, Jawa Geological Research and Development Centre, Bandung.

• .. i

Newhall, C.G., Bronto, S., Alloway, B., Banks, N.G., Bahar, 1., del Marmot, M.A., Hadisantono, R.D., Holcomb, R.T., McGeehin, J., Miksic, J.N., Rubin, M., Sayudi, S.D., Sukhyar, R., Andreastuti, S., Tilling, R.I., Torley, R., Trimble, D. and Wirakusumah, A.D. (2000). 10,000 Years of Explosive Eruptions ofMerapi Volcano, Central Java: Archaeological and Modem Implications. Journal of Volcanology and Geothermal Researc~ 100, pp. 9-50.

Sukandarrumidi, 1999, Natural cementation of temple's building stone case study: The Borobudur Temple, Journal Media Teknik, Fakultas Teknik, Universitas Gadjah Mada, Y ogyakarta. Van Romondt, V.R., Djawa 1940 . Wangsadinata, W., dan Djayaputra, A., 1979, Analythical assessment of seismic risks for Candi Borobudur, Report CCNIWS/1979, Depdikbud, Jakarta.

.. i

Action Plan for the Rehabilitation of Earthquake-affected Prambanan World Heritage Site Prepared during International Experts Meeting, 6 - 9 March 2007

APPENDtXt

BtJbGET OF REHABiLiTATION

BUDGET OF REHABILITATION

111.1 Restoration Material 7 Concrete steel 1,500 kg X Rp 8,000.00 = RP 12,000,000.00 8 Milled stones 30 m• X Rp 150,000.00 = RP 4,500,000.00 7 Diesel fuel 1,750 liter X Rp 4,500.00 = RP 7,875,000.00 8 Rotella oil 24 gallon X Rp 150,000.00 = RP 3,600,000.00 ,. Total Rp 77,115,000.00 111.2 Conservation material 1 Wall paint 2 kg X Rp 15,000.00 = RP 30,000.00 2 Plastic bag 10 pack X Rp 3,000.00 = RP 30,000.00 .. 3 AC322 372 kg X Rp 225,000.00 = RP 83,700,000.00 4 Mill 116 kg X Rp 3,000.00 = RP 348,000.00 5 Sikadur 31 3,120 kg X Rp 105,225.00 = RP 328,302,000.00 6 Brass dowel 143 m X Rp 75,000.00 = RP 10,725,000.00 7 lcosit Aqua stop 928 liter X Rp 90,000.00 = RP 83,520,000.00 8 Rhodorsil RC 90 11 liter X Rp 350,000.00 = RP 3,850,000.00 9 Epoxy resin EPIS 3 liter X Rp 1,000,000.00 = RP 3,000,000.00 10 Was 3 kg X Rp 10,000.00 = RP 30,000.00 11 Resin Yukalac 27 kg X Rp 80,250.00 = RP 2,166,750.00 12 Sand m• X Rp 150,000.00 = RP 150,000.00 13 Araldite tar 175 kg X Rp 240,250.00 = RP 42,043,750.00 14 Aceton 30 liter X Rp 30,000.00 = RP 900,000.00 Total Rp 558,795,500.00 IV Documentation Is X Rp 22,000,000.00 = RP 22,000,000.00 v Others Is X Rp 44,000,000.00 = RP 44,000,000.00 ~ Total amount for rehabHitation of Wisnu temple Rp 2,356,818,500.00

RECAPITULATION

.. .l •

APPENDIXti

MAPOFPRAMBANANTEMPLtcoMPOUND

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APPENDIX Ill

CRACKING AND OPEN JOINT STONES ON SIWA TEMPLE

.,.. " tl . ~ Candi Siwa Kaki I dan Pagar Langkan (Base Siwa 1 and balustrade) . I I I J I' ' fAll ) l = .. I " fUR S " ,. .. "' " ,, " " " RS

Bidang I (Section 1)

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C~ndi S'iwa Kaki I dan Pagar Langkan (Base Siwa 1 and balustrade)

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Bidang 3 (Section 3)

Bidang 2 '"' - • I •

Carxli Siwa Kaki I dan Pagar Langkan (Base I and balustrade of Siwa temple)

Bidang 5 (Section 5)

Bidang 4 (Section 4)

., .... . .. --·------ KONSOLJOASI CA NOl >IWA K/l.kii[)A>II'AI,o\1 l •\1-o•,rAh r-- _...:..,. •• --------

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'VOl lUI ~IVVO ., Kaki I dan Pagar Langkan (Base Siwa 1 and balustrade )

" ' • • • . 1-1

Bidang 8 (Section 8)

Bidang 7 (Section 7)

Carw;ii Siwfl Kaki I dan Pagar Langkan (Basement 1 and balustrade of Siwa temple)

• • J • • ••

Bidang 10 (Section 1 0)

Bidang 9 (Section 9)

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l,;8,01 :::iiW8 Kaki I dan Pagar Langkan (Base Siwa 1 and balustrade)

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KA KI I DAN PAGAA LAN ii iVIN Base Siwa I and Balustrade I I I I I N l J " '" i ~ .... ~ lo:- 1:= . 10 = ~ ~ ~ " " 1'- ~ ~ 15 .. ~ 'i ~ ~ J I I I .. ' " " I ,, I ·• I " .... I "' " I I '\ 11 I I ·,us• "t"~ ""' ""''"' A" l I j ~ I I I I I I I ·I I I I I I .. I I I I I ·I I , 1 I I I 1" I" I 1 .. I I catldi Siwa Kaki I dan Pagar Langkan (Base 1 and balustrade of Siwa temple)

1 •. ,.- ,. 18 t I , ._

Bidang 13 (Section 13)

Bidang 12 (Section12)

I •· T ' •·

~ana1 •• ~rwa , .. Kaki I dan Pagar Langkan (Base 1 and balustrade of Siwa temple)

Bidang 15 (Section 15)

Bidang 14 (Section 14)

J ... 't- ' ,, .. "

Siwa temple consolidation KONSOLIOASI CA NOl 51WA 1( .. 1"11 Vlt.lol I'AOIIII l"''-'·•"'' Base Siwa 1 and Balustrade D£ 1A IL A 811•,.Hf, 111 Section 16

·n le GonsolidatlO Siwa Temp d balustrade Base Siwa 1 an l ( I ,i 4.) ,..,..... r' ! • J j_ ~ r I 'J I 'I I I I ! \ 1 I ' I I I II 'I I I I I

•. ' .. I

I I - -J

, • t. ., • .. .. ca?ldi Siwa Kaki I dan Pagar Langkan (Base Siwa 1 and balustrade ) Bidang 20 Bidang 19 (Section 19) (Section 20)

.. . .. .. •• Remark

. . ,- I~ ~ ~~~~~ L II aa n ~ ' J I ~I 0 r I I / . I ' J ~ : ~:~ . lil ll nJ l I D ~§ IDr!lf:l ~D r- ~ ~ R8 ~ RO RB RB IE ~ % ~ ~ ~ RB ~ .A-..h r=== -- [ ~EI@i@ 0 1*1 .a! I \1 ~~ f--- -- t=' H \ f-t-A=-=f u J ~ 'i~ RB ' ' / if' ' • /.'/& / " ~ l ·~-;:::: ! c--.. ~ ; "' ' R6 ~ ...--" ~ % :% ~/~ "it -:.. ~ I I ~ J ' '" ~ " ~ ~ ;/;. ' \ ~ ' --:/ % ~ / ..... a " I '/-% RB ll \ <t I \ e . I I

Remark

Area II

r-rJr- I ~~ :/% .. [ l t 11 I I I I I I // l I T l / ~ //. rrrn- I 1-.r~' ID R D ~ -= ..-=- IV ;::. ~ ~ ~ ,g R8 s ~ ~ lt"" ii! ~ .c:::::::. ~ '"'"" rr..ll:illifflrB'" .._ f.- ..... I ln I RB I I ~ I .f I ' RB ~ v:;: ~ L '{ RB ~ I I ' s R8 R8 ~« ~ r\ ./1 _,_.~~ ........ ~ ~.4 "'/ , _ l I Tl - T ~ "" y I "\ 1--' ~ ~ I / ~ t:-:- ~ I f'"". I '" \. / :q~- -1' ,, I I -. J - 1 11 ~%: /

Area 3

Remark d ns ! ns •· I I j RS RS I J I .! ,vj I • llS l {_ I I I k ·, I I p :. I

Area4

Remark

Craking and open joint stone

( 1--o'+-- --+-.------1~~..1---t----r-IN r:r-*"hfC'; --! I I h RS ~ l 1 ns I s J RS R5 RS I / I RB I I J .J I I I I I I

Remark Craking and open joint stone

Area 5

:1 J RS I RS RS ! RS \ ""~rti --"~Fr----J-1 _J./11 [ RS I ff~. ---- ---+-- ~-----+----~ r~ I ~ Rs J "' J

Remark - Craking and open joint stone

Area 6

/ t / I 1"/ ~ WJ~ ~R ~~~ ~~Rs~®~~ I I • RS RS ' \ .t p , ,. I! I I I \ t J \ ' ~ "\ A l\ J \ A \ \ ~

Remark Craking and open joint stone

Area 7

RS RS RS I ) RS I ~ J < . RS ·~ RS e ( RB I II " RS RS R B

Remark Craking and open joint stone

Area 8

1 r J 1 RS v ) RS RS RS IRs PS ~ I \. RB I '. ) ~ RS RS .. - I R8 J RS RS l I I l J._ l\. 1 ~ - --- I \. T \ I u_ __ --~-- --~--~~~~

Remark Craking and open joint stone

Area 9

I I I I I I I ' .1. l I I I I I I I I ~a • I l -·

,,. Remark

Area 10

Craking and open joint stone

. ,•• I fl .., ' .. . Remark Craking and open joint stone

Area11

Siwa Temple Base Part Leve II

r-- · - ~ ~~ r- ../ f-- . 1 I',.~ ... _,.,.. ",,.. ,,. .. "' / ~ ,. ;;~/h/ ) I I ( .. = · I :l I I I t :0~ I I~ ~ / / : I I -c::::tt ~ ~ RS I '1f.: RS I I I D ~§]~ i RB RS RS ~'~ ~ "" -::;;;;; -- ~ ~ 01IH!J!m c::J ~ / n::=- ~//~ h I I \ '\..... R8 ~ RB 1\ '0. ~ 1'-- ~ \ \ R rJ ~ j ' ~ I 0 J \ v ~ /~ ~ :; ' '/j RS ~ r- _/=" ' ~ ~ "' ~ v llB ,.., f::\ RS RS I ll \ ~ ~0j~~ j ( 'l'~ . % ~ ~ ~ ~ ~ RS > RS IHI ~ -v l ~ ~ ~ I I I I II ' I I 11 '-. J _."IV " R 'if f\ Jl\ I ~ l I I

Remark

Area 12

Craking and open joint stone

- L__L ___ _____,..j. ..______-----1~ ~ ~ r-- • -- ;////// ,f ~//////.1 I RS [ J RS ~ ( ~ I I I RS I RS ! 1 ~t::. I l RS \J J \ l1 ~s l ~~. RS I 1 \ se \. v RS R!1 ••

Remark Craking and open joint stone

Area 13

- •« i?< - ~ - ~ ~ ;..:: ~ l . RS l ~ RS I l '0'~~ ItS RS RS (I RB RS I R.5 RS RS .RS L RS ·J ~ RS Rs· ~ I RS RS RS RS ~ .... ~ tc:l RS RS '/. RS RS / 1 RS RS ~ lffif 10 RS R'S m l:iJISJjjj!Bl [jj FRSP --R·s "" ~s RS RS ~~ RS ~~ - RS a Ill ,_. ~ '--"---' ~ I= RB s ~ ~ fdJ.!i It: {I' ~ ili1ll~ !! ..,.. """ RS ~ H"' RS ~"1= GJ RS t- ( RS B RS li S '/. ? f-tl= ;;-; .==< - - 'l$~ RS RS . - ~ RS RS II RS RS RS I RS ~ "' , RS R'S RS RS RS 1\. RS RB RS J RS R~ _l ~ ~ J. l .· ~ ~ RS ' ) ~ ~ RB RB _r-y.... "' RS RS s RS ~~ RS RS I I y ~- 11 ~ RS I RS I RS lf61 RS _[ RS I 11 ~ u L 1 ~ RS RS RS RS RS RS ~ ~ - * RS _....,...., RS Bl~ ~ _:_[ .__ \ I \"'\ RS I RS R11 I 1\S\ I 'l~l RS l_ c-RS Rll RS [ RS ~t s RS I RB Rs l RS R'B I

Area 14

Remark

Craking and open joint stone

-v I I I RS I RS RS RS RS v RS RS RS RS RSJ RS l R'S ft8 I _!s ItS~~ ~ . [o '(g~ []" RS [)[~ ~/ - v ~ v e RS .RS .RS RS ~ i ~@] e)!§[! [] ItS ,._ R'j :D .. ll~ ~ f-+- RS I I I I • RS rI .. ~--RS ~ ~/ RS I RS RS ' 1 RS RS RS RS RS RS - I RS . ~ RS RS RS r D .. RS RS I RS L -~r--.. :::::::::::1~ ~ ~ r I RS I I R·S I RS RS I ·Rs RS RS RS RS RB AB R8 '---· '-- RS RS I r -:,'fx-1 RS P1 I RS R ~B RS _ JRs RS

Area 15

Remark

Craking and open joint

Remark Craking and open joint stone

Area XVI

Area 17

Remark

Craking and open joint stone

I I I I -- ~~ / [ I I I I I [ ~~~ I I ns ns ns I \ I L .: / -----+------+-----~~r-J ---+--" -T-----1--~: ~

Remark Craking and open joint stone

Area18

I I \1 \ l I I I ns ns ns -- -= - ® I I \ .: i .- 11

Area 19

Remark

.. I I \ I I I l I & r. s ns ns ® i I v 7 \ / A ~ +----+----4--4 ----~~----~----~~· .- j I ~ ~ I t J

Remark

Area 20

Craking and open joint stone

'• ) .. . ,, .. •· f

fl. J' r'""] ( r . I I •• l 1 [ / I _I / f \ 11 r ISiii' I I ' /// ' -r 'v1 ~ ~ I I D r-- r -.&, r I I

Remark

~~ l ---- ~ I I <%::1 1-~ ~ 1--1 :' ~EJ§ c:~~ Quan ant:ll'lt : = 0 ~'?"\\~ A ~ ~ ~ ?:'3 ~ ' t-- t- 1--- • ~ f\) l ~ 11@ ~ ~'1:ri M ~ I o a a v t-- il ~ ~ ...._, -- ~lD\0 ' r: 1-- fI RS RS ~ 1.., 1 j;e; ,I r\] ~ ~ n ~ I~ lb Jf=l ~ ~ ~ = ID ~ :1 1-[ ... l aJi all alla BEll ~ .@! a ''jQ) 0 ~ I I -/~ ;0 I I I I ) - I -l \ , I I ~ ~ I I 0 ., RB I I 1\ (l( '\ y J ~~ t@ J I I ~~ I '/' I ~ I I I

131 OA i'G II Area II

Remark

I 1 1 . I '· I~ t J' . 1: vr ~IS @l Dl D II I II IJ T 0 D EJ@l@~ ~I I "\ I I Cfl~ C I I I ~ u ,.__-+---+---;---~-+-+- ' ---;.-------1---..-'J; / . .--'......___~---.---'---.----l-,----.-+- ---l--i-----.......J.....-.---+,-...,J?· I I I '\ RS RS \ I · ~ ____,_l____._l _ _.__l --L--- 1 ___._---1.-l---1.-____. ~

-- •· Area Ill Remark Craking and open joint stone

-~ I ~ I l J1 J L 1. n J ~Oa"'f lrl r.o i¢o ~g](j ill = ===' ===" ~ (3 6 tT " 4-< ~ ~ (L. l RS IRs R8 if/Q~ l I I \ I I I ~ --.L-~~ J V ___.___,------'-""'1'"':':" _ :4~ :tl I I

Area IV

Remark

I I I I II I, -- I I I -f ~ i i ( l I I I, ~ f-= !=== F " - ,-- r-- "' l -- - ( __ _j I - r-- - r--- - . } } l 1 l I 1 ~:· == ==i=~~~~~=Tr=S~t=S~~W. r I I 1 I I I ~ I 1 ' I l l 1 I I I I T

-· Area V Remark - Craking and open joint stone

Siwa Tenl.ple The Body Part I

. . . " Remark

I r l e C u JL.10 I - r-- J F= F= -- F ~ ~ f.-- - 1'--I- f I I ~ ; - IIOC "' '-----, t::==:--=== ' ns ~ ' ' ~- -- ' 1.5= "J 'v-" ~v ~ It I--' ns I.- .??-~ f9 I I I I RS ns ) I 1\ II \ I )

.- .. Remark Area VII Craking and open joint stone c - --r------ ___ l_l ____ __ r I J; L L!l Jt ~ ns rl~ ~,_.....,.-j --11~-1111 ~ t1 al o oln!J:1 1"- I I I I

10 1\ N (\ VIII Area VIII Remark

-- Craking and open joint stone

~ I I I J I ~ e CJ1 n J ;~ J l j c RS RS '0f;lFill ;11'1 :!=:=== i=-= ~ ~~ ~ p ~ ~ Q ~ a I kS ' 2 I RS RS J • : I / I I \ \ 'l ~ I 1 l ' I I RS RS R<; • \ L j ;;; -'/ //~ I R' I , RS \ l -~~ 11 ! I ! I I gl < '

;. . ~ " .. Area 9 Remark Craking and open joint stone

;- -; r--.- ~ ~ IF 0 lllf U!ll§!E; I I I T =:::=w ~ / I ( RS RS I RS I , r I s RS I RS I ~ I RS RS I ~! I f r I I J ! I

Craking and open joint stan e ;;.. --

. Remark

Area X

'• '• I \ t ~

Remark

"'/;\, ;.;'/, - : I ~ '",..(,· ; :1 I \ I _,... I liB _r I \ 1\ l l

.. - .. Area XII Remark Craking and open joint stone

IL I I l J J -! I I I 1---- I U~ \ I I ~~~~(I ~~~ ~~~~~ ;; J -:::::::. I \ ~ f/ I ( %. I ~<- ~~~

.· Area Xlil Remark -- Craking and open joint stone

.· BIO A NG XIV Area XIV Remark -- Craking and open joint stone

,.------------ --- l r¢;:~;:::F?~_:c _==F--=F-=r·· ===·-- =t=t l ! i ~ .- r--- I- R-6 0 --- -:. f-- , - - - ~~~~~ ~~~r+~~ ~

_. Remark Area XV Craking and open joint stone

' .. ,. . '·· t J I I ~ Remark Area XVI Craking and open joint stone

Xi ~ -1 ltB f \ \ I z ~ - : r=: f-j_~ - r~9 \ r ~ - c=- - :I -::= ' !== p ~ . F= ~ p F--' p - ' - s 8 ~ \ -- - ' -- ! . 6> '1--T ~ M ~ 1-- \\ I L f--- -- )\ ® I-- lf=r1:t Rltl 1-- " ~m Jl . '-- ~ - II ~ '-! ~ " / v ~ ' RS . ~ -1 .0133~ I- j g ~ i ~ ~ p ~ ~ z ~~ ?D s f-;rs ~ ~ ~ ~ ~ C:.J ~ '=== ~;;) I D §J§I!!l!H!J lc 1--- ~ ~ ,_. ..). = :r ~ ~ }=[:J'-c T RS TI I I JC1tj » ~ I I I w~ I I I ' RB RS , I \ ~ ~ I I ~ I ~ .RB \ \ I \ -~a w1 - I l l I , \ I ;;>,:~ I J J I I l

Remark Area XVII Craking and open joint stone

1 T ~ ! !- Remark Area XVIII -- Craking and open joint stone l l -'--- - I l l ~ I I ~ -- t I LJ1 1 J [gl!: "='= . - f- ~- -_ -- ::==;;: ==- - - ~ ~ ,-- - -- I I ~l:J I ns ! I I ==~==C=I~ =± t=~ *';~;{ l : \ v II I ~-- -- ft -~)\~

: .: Remark Area XIX Craking and open joint stone

Siwa Temple The Body, Level I -· - . Remark Area XX - Craking and open joint stone

I J _1 .L I - I 11 ~ - I ~ ,---- 1- r==- = = F= r::==: F= F=(2 ~ ~ .,.., ,--, " p I l c l l l l l ~:

Candi Siwa Lorong Bilik Selatan (South chamber path of Siwa temple)

.1

C ana; · s· ·. ~\va Lorong Bilik Seiatan (south chamber path of Siwa temple)

Candi Siwa Lorong Bilik Barat (West chamber path of Siwa temple)

~ ~ • ~ . t,j · k it' / / l I 2K' :1 '(' ,;- RS. \ RS 7 ~ \II RB RS ~ R8 0 I J. ~ l \ / ) ~ ~ ~ 1/ ,01 1/ ~~ ' J Dinding Selatan (South wall) ~ RS 1\ \. " ~ ~ 3 - ~ ~ • .

Candi Siwa Lorong Bilik Barat (West chamber path of Siwa temple)

Dinding Utara (North wall)

Candi Siwa Lorang Bilik Utara (North chamber path of Siwa temple) • DINOING TIMUR (East wall)

Candi Siwa Lorong Bilik Utara (North chamber path of Siwa temple)

l l 1 I i ' • · i ·"' 01 NDI NG BAR AT (West wall)

KONSOI;' I OA51 CAN Ol 51WA ' / BILit\ UTANA SKA LA.1 ; !0 \ I I I I I AS i I ~ I e le • I I I I l I_ I ~;li ~ I 1 I 1 1 1 I I e ~ • -r r~ T I :r T J-l _ L ~J~ " I I I )=~ I lr--~ ~ tv-' ~ - lV '---..-, ~ "== ) I I jl I·J l ~ l Q IJ l ~ I I H' '1-----f '1=1 1=f"' "'-F 'J.--l' '1--l '1=r'" I I 1 I I I I I I I I I I I I '1' -,v '"r "'f I\ I I : I I I I I I I I I I I I I I I I I I I I I I I I .. 1 I" ( I I ! II I I I ~ I '" .. I I AS AS " l I ~ los ] AS, I I I ., I II 1•';"""'1 I I I fo D I I ~ I ' t I "" l_j_ I I I I I I I . .. ~. n. "[H(i tl I V I DINDING UT ARA ~ P OtSlASIH AH (NOAPAH CiARAI1

Dinding Utara (North wall)

I ·I· I • : --: ";• • ·:. I AS ;oo: RS e l e • e I e I • • , •• • •• • I • I :U - ,. T I I I I h I .. • I • I ., • .,. I •• l " ···I ..• .. • I I I .. . , .. - ., . ., ~ . 1 :, I ! • I . , " ·· ll • I •- • • "v, I L v. '-v, :, .... lr-r'" ~ I " r--7 I I (v--' l Jj l ., . j ., l ., IJ ., .. , I .. ~ ) -H :J=r" "!::r<' ~ j.f" l<o .. r. -f-::-1. ]. I I I I I I I I I N r-''1 ["' 'I '1 '1 r-' '11 I'"' M ~· { I \. l / I I I I lk I v I I I I 1\ N ~ c I I-ll k I ~ IRS !'---. rrr 1-=fo .::. " ·[ '1< 1, K .. I I ~ "-"" I t I' J ., J ~ I ., I .. ., I h ,../ ., ., I \ ~ l \ ., ., I l f J I I " ., I r I ., I hlL ) I I ., \ ~ \ h. A .,......1 '.1 ., •• '--"' I I' I ~ I I

Dinding Barat (West Wall)

II\ Candi Siwa Bilik Selatan I I i (South chamber of Siwa I I \ Temple) I f \ I \ ' . I I 1\ J I ~ I I I \ I I l \ I I I I l I I Lr "T ~ ~T .._.,- ~ ...... · .,... LJ I I I I " r--r·--' " r- "./ / t3 --· ,J I I l I I ~ I J. . I ,, I AS AS ! ' r----' /( I RS RS ( I I I I RS RS RS \ v l f\.. ' - ! I ~ I ' J ~ r - :::;" ~ l ,......... \ J J

DINDING TIMUn (East Wall)

Candi Siwa Bilik Selata n

(South chamber of Si wa Temple)

11\ 11 ~ j r ! \ I l _ \ I _\ \ / \ ' I .l - ~ / I I l \ ~ I I I l I I I I Ls ~ lti r 1 - --.._...- l I. -...,- I l I 1 Fl~ ~ m /'- H u-n- Fl / 1-u I ~ ~ I .- ' 1 r l l I l I RS I I - lY RB RS - 1- '"" \ ~ \ T\ I v '; ~ I

OIN DING SELATAN (South wall)

II\ II \ I \ ~ (South chamber of Siwa Temple) \ I \ I l 1 -\ I \ I 1 I \ I I \ I I I RS ~ I RS RS \ l \) • ( l p r R' r , ;>~ v ' I f\) RS vA ~ f RS · I t' f ~I I I I

Candi Siwa Bilik Selatan ' .

01NDlNG 9ARAT (West wall)

~ f \ Candi Siwa ~ / r Bilik Selatan I I ~ • (South chamber of Siwa Temple) I I 1 r . \ \ · I l ~ - I \ I I l l \ I - 1 / \ I I l I ) I Lr l l / ~ l . _., -u ,. RSn RB RS 1 . RS RB \ J RS . RB RS R!! IL r .- . _n - ~ l RB RB - v-, "-' ...---1 RB RB RB lrl J l RB

01 DING UTArlA (North wall)

Candi Siwa bilik barat (West chamber of Siwa temple)

I .. "•

Candi Siwa Bili (West chamber of Siw

II\ ~ 1\ k Barat a Temple) I . . , r· L ~ I I \ I ~ I I I I i I I 1\ 1 - l [ l \ I t I I I ( Lrl v r 1 r -'"" / ' - r ~ Til 1-u I I I I /""-. / ' . /""-. ...I H 1------f ~ H Fl ~tJ ~ ~ Rll I!S RB J I RB AS l RB ll B R8 l R6 RS l 118 1\ 1 Rll\ I RS . s · RB I RS RB '\ l' B RB B RS RS lls R lis RS J ( ~ .AS \ . RS RS - RS ~ . ) Fe RS RS ~ / -\ _\ ' I. I I \ v

Dinding Selatan (South wall)

Candi Siwa Bilik Barat --, r-

(WeSt chamber of Siwa temp

.. • .t

II\ I \ le) /f I 1\ I I \ II I ~ I ~ I I I \ I J -~ I I .T I \ I I I I u ) I I ~ -u wr 11~_, AS ll S r:-f-... s'_F "s I I I l l lrf'....--- Ffl / " trsi ..,./ ---..... H ../'' lt=1 ~ --ru ~ \r---/' 1 1--- . I I t> s itS r s Ra - ~ ll~ ~ - ns 1 7 l I \ 1

Dinding Barat (West wall)

Candi Siw a Bilik Bara t (West chamber of S iwa temple)

.. i

ill L li \ ! ~ \ . I - L \ I I .~ I I I i I l 1\ l 1 I 1 I lJ ~ ~ -rn ~ _/ 1 ~ 1J I l I I u-r ./"'-.... /....... ·."'/"'.A v -y H. t--~r-- ~ oo r ~8 l j LJ RS RS RS I . I. 1 RS I RS RS RBI I R8 R8 R8 I'IS RS I R8 RS I .liB R5 RS ~s I RS I .RS l AS J _118 1 I R ~s RS RB I RS RS R8 AS RB RS - RS RS RS RS ~s RS ··- ' RB fiS RS RS R$ RS RS I J

Dinding Utara (North wall)

Candi Siwa Bilik Utara

· (North chamber of Siwa Temple) • I I \

.. ... (East wall)

11\ I 1\ I \ II I ·\ I I -\ I I I \ I I I \ I I I I\, I I I \ • I I IC LJ ~ --- ~~~ -u I I I I I I Ft "' Fl../ ""·Fr/"-'R ~ --------u J I I ns ns ns ns ns I ns ~ ~ ~ I I DINDING TIMUR

Candi Siwa Bilik Utara

• (North chamber of Siwa Temple)

Dinding Barat (West wall)

APPENDIX IV CONSOLIDATION SYSTEM

' } i

Isometric Framework of Concrete

- Araldlta dan rnori:<Jr -CF don )lc1Sir a, ... baton - Elalut~n; -=-- Angllut(kWllnQan • 3/8") li Ang~~Ur(kuningan •rl

Isometric Brahma

PfNOtfANG PQ , 1: 10 N .. .. " " " 10 •• •• .. •• .. ..

The restoration and maintenance of historical and archaeological heritage in Special District of Jogjakarta

DIAN LARA JONGGRANG ~NDI BRAHMA AR DETAIL PENULANGAN ,TAP TK IV DAN KEMUNCAK • QETAIL , C Suta 1•10 !PANGA-8 ••• 1t 50 ,_ DETAIL: A Skola loiO K&laAA ... A. Erecting a Framework of Brahma The detail of erecting a framework of roof level 4 and the peak ~ I

Candi Siwa Potongan Tegak (Up right of Siwa temple)

i ..

Isometric Framework of Concrete

I .r'I!J, ' · • NAT BAGJAN AlAS OITUTUP OENGAN MORTAR ARALOITE DETAIL A SKALA 1d0 I DENAH SKALA 1: 200 A - ·-OIOLES ARAL01TE DETAIL B SKALA 1; 10 Hf\~ IHIN!I~I .1\ ~4 l!tlllll/1 ' Mt 11!!f'l!( ARALDIHNAT BAGIAN ATAS DITUTUP MORTAR ARAII SELASAR le+:l:::::f;l:J:P:::ITfl- I~ /i +-~ J--r-.=:::r=rc-.,--.--t--.,--TTl-=r==t-n_J-. -l I ~ Df TAll 0\lllUK AMAI.AKA POlONGAN A A SI<ALA 1 ' 20

'JKAlh I 2U .. , ' Candi Wisnu :

Rencana Pemasangan Batu Langkan

(The balustrade construction plan pf Wisnu tempi

Candi Wisnu (Wisnu Temple)

.. ~· 61 62 63

Susunan Kembali Batu Bingkai Rata Duduk Amalaka A. U. V Lapis 61-63 (The rearrangement of flat settled Amalaka frame A. U. V. Layer 61-63)

NOTASI \J __!!1 A« ~ PENGUN£[ • BATU BARU / PE NClGANT I ~ SK AlA ANG KUR KU !NG~NP-lOHH -- D BATU LAMA / ASLI 62 !l_EJON lU~BUK 1P(:2 ~S :l KR Bf!ON BE RT ULANG 1 PC.2 PS · l KR 1UL POKOK~ 5HH ~I®," ~t!. l~~~ .J---""'t~LA ~N ~ED~ P AIR ARALDilE _..--D AN HO_RlAR - -

• • 930.1 TEC