2022 Pakistan Flood: Report on the Damage Assessment of Cultural Heritage in
Sindh Province

February 2024
Japan Consortium for International Cooperation in Cultural Heritage

Contents --------------------------------------------------------------------1a.

Structural Damage --------------------------------------41

1.

Background/ Introduction------------------------------------------3b.

Material decay -------------------------------------------42

2.

Aim of mission --------------------------------------------------------3c.

Water/ lood management system -------------------42

3.

Date ---------------------------------------------------------------------3d.

Further measures to ne taken into account --------42

4.

Delegation of Japan in the mission -------------------------------3【Mian Noor Muhammad Kalhoro Graveyard】---------45

5.

Itinerary ---------------------------------------------------------------4

1.

Overall condition of the site --------------------------45

6.

List of personnel -----------------------------------------------------5

2.

Cause of Damage ----------------------------------------46

7.

Assistance in Disaster Risk Reduction & Disaster Management

3.

Conditions before/after the lood -------------------47

Plan ---------------------------------------------------------------------6

4.

Necessary measures -----------------------------------48

Documentation/ Drone Photogrammetry ----------------------6

5.

Remarks on the primary source of damage -------48

8.

9.

Result of Site Documentation and Damage Assessment

a.

Structural damage --------------------------------49

Drone Photogrammetry --------------------------------------------6b.

Material decay -------------------------------------49

Structural Damage Assessment ---------------------------------13c.

Water/ lood management system ------------49

Aim of Measurement ----------------------------------------------13d.

Further measures to be taken into account--50

Measurement Method ---------------------------------------------13

3D images made by photogrammetry ------------------------53

Measurement Results (Moenjodaro) ---------------------------14【Quba Mir Shahdad Talpur】-----------------------------54

Measurement Results (Kot Diji Frot) ---------------------------15

1.

Overall condition of the site -----------------------54

Measurement Results (Mian Noor Muhammad Kalhoro

2.

Cause of Damage ------------------------------------54

Graveyard) -----------------------------------------------------------------16

3.

Conditions before/after the lood ----------------55

Measurement Results (Quba Mir Shahdad Talpur) ----------18

4.

Necessary measures --------------------------------56

Measurement Results (Ranikot) ---------------------------------19

5.

Remarks of the primary source of damage -----56

Measurement Results (Makli) -----------------------------------20

a.

Structural damage ----------------------------56

10. Training staff in Scienti ic documentation/ Damage assessmentb.

Material decay ---------------------------------57--------------------------------------------------------------------------21c.

Water/ lood management -------------------57

Methods --------------------------------------------------------------21d.

Further measures to be taken into account ----57

11. Result of Site Documentation and Damage Assessment【Ranikot】-------------------------------------------------60【Moenjodaro】---------------------------------------------------22

1.

Overall condition of the site ---------------------60

1.

Overall condition of the site -------------------------------24

2.

Cause of Damage -----------------------------------60

2.

Causes of Damage -------------------------------------------25

3.

Conditions before/after the lood --------------61

3.

Conditions before/after the lood ------------------------26

4.

Necessary measure --------------------------------62

4.

Necessary measures ----------------------------------------28

5.

Remarks on the primary source of damage --62

5.

Remarks on the primary source of damage ------------29a.

Structural damage ---------------------------63a.

Structural Damage -------------------------------------29b.

Material decay --------------------------------63b.

Material decay ------------------------------------------30

c.

Water/ lood management -----------------63c.

Water/ lood management system ------------------30d.

Further measures to be taken into account ---63d.

Further measures to be taken into account ------30

3D images made by photogrammetry ----------------66

3D images made by photogrammetry -------------------------33【Makli】【Kot Diji Fort】----------------------------------------------------36

1.

Remarks on the primary source of damage --69

1.

Overall condition of the site -------------------------------36a.

Structural damahe ---------------------------69

2.

Cause of Damage --------------------------------------------37b.

Material decay --------------------------------70

3.

Conditions before/after the lood -----------------------38c.

Further measure to be taken into account------70

4.

Necessary measures ----------------------------------------41

5.

Remarks on the primary source of damage ------------41

Author List ---------------------------------------------------74

This report, "Pakistan Floods of 2022: Report on Damage to Cultural Properties in Sindh Province,"
was researched and edited by the Japan Consortium for International Cooperation in Cultural Heritageas part of a FY 2023 project commissioned by the Agency for Cultural Affairs.

1. Background/ Introduction
The monsoon rains that severely hit Pakistan from June to October 2022 have caused one of the worst
flooding in decades across the country, submerging a third of the country. While many lives were lostand many residents are still forced to live in evacuation, the country's proud cultural heritage has also
been severely damaged. Still, details are not widely investigated or shared. The Japan Consortium forInternational Cooperation in Cultural Heritage embarked on collecting information on the damage tocultural heritage in Pakistan in 2022. It sought ways to cooperate with local heritage stakeholders,starting with a report by the National Committee for ICOMOS Pakistan at the Southeast Asia andSouth Asia Regional Committee meeting in February of the same year. After contacting the authorities
in the provinces of Pakistan and discussing the situation with local officials, it was agreed that we
conduct the assessment of the damage to cultural heritage in Sindh, one of the areas particularly hard
hit by the floods.
2. Aim of mission
To assess of the cultural heritage sites in Sindh province in Pakistan affected by the floods and to
identify needs for their rehabilitation and restoration.
3. DateIslamabad (20 – 22/ December/ 2023)
Sindh province (22 – 30/ December/ 2023)
4. Delegation of Japan in the mission
Name
Atsushi NOGUCHI
Takayoshi AOKI
Mitsuhiro
MIYAMOTO
Yohsei KOHDZUMA
Abdul Wahid
Mohamed RASMY
Koki MAEDA

Position
Special Commissioned Associate Professor, Research Center for Next
Generation Archaeological Studies, Komatsu University.
Professor, Graduate School of Design and Architecture Architecture and Urban
Design, Nagoya City University
Associate Professor, Faculty of Engineering, Department of Safety Systems
Construction Engineering, Kagawa University
Director, Director, Cultural Heritage Disaster Risk Management Center, Japan
Senior Researcher, International Center for Water Hazards and Risk
Management (ICHARM),
Secretariat, Japan Consortium for International Cooperation in Cultural
Heritage
Tokyo National Research Institute for Cultural Properties

3

Expertise/role
Archaeology
Architecture
Architecture
Conservation
Science
Civil Engineering
Project Coordination/
Architecture5. ItineraryDate(2023)

Departure

Destination

Location of visit

Narita Airport/
Suvarnabhumi Airport(Bangkok)IslamabadInternational
Airport21.12

Islamabad

-

22.12

Islamabad International
AirportKarachi Airport

Karachi Airport

23.12

Karachi City
Karachi Airport

Karachi Airport
Larkana24.12

Larkana
Moenjodaro

Moenjodaro
GambatMoenjodaro

25.12

GambatKot Diji Fort

Kot Diji Fort
Nawabshah

Kot Diji Fort

26.12

Nawabshah

Mian Noor Muhammad Kalhoro
Graveyard

27.12

Mian Noor Muhammad
Kalhoro Graveyard
Nawabshah

Mian Noor
MuhammadKalhoro Graveyard
Nawabshah
Quba Mir Shahdad

Quba Mir Shahdad

20.12

Karachi City・Department of Archaeology &Museums (DOAM)
・Islamabad Museum
・Embassy of Japan in Pakistan
・DG Antiquities Sindh
・National Museum of Pakistan

Quba Mir Shahdad

Ranikot

28.12

Jamshoro
Ranikot

Ranikot
Bhambore

Ranikot fort

29.12

Bhambore
Makli Necropolis

Makli Necropolis
Karachi

Makli Necropolis

30.12

Ramada Plaza Karachi
Airport Hotel (Karachi)
Karachi Airport

Karachi Airport

31.12

Suvarnabhumi
Airport (Bangkok)/
Narita Airport

4

Accommodation

Ramada Plaza
Karachi Airport
Hotel (Karachi)
Sambara Inn

Royal Inn Hotel
GambatNawabshah Rest
house

Nawabshah Resthouse
Ranikot
Rest House
BhamboreRest House
Ramada Plaza
Karachi Airport
Hotel (Karachi)

6. List of personnel
Date(2023)

12/21

12/22

Name

Dr, Abdul Azeem
Dr. Tahir Saeed
Arshad Ullah
Muhammad Azeem
Mitsuhiro Wada
Kazumasa Takane
Moeto Fukuda
Manzoor Ahmed
KanasroZahida Quadri(Local Coordinator of
the mission)
Abdul Fatah Shaikh

12/24

Syed
Shah

Shakir Ali

12/25

Mr. Tanweer

12/26

Mr. Naqash Ali

12/27

Mr. Zahoor Dahiri

12/28

Mr. Mohsin Soomro

12/29

Mr. Zaheer Jokhio
Mr. Sarfraz Nawaz

Position
Department of Archaeology and Museums Islamabad.
Department of Archaeology and Museums Islamabad.
Department of Archaeology and Museums Islamabad.
Department of Archaeology and Museums Islamabad.
Embassy of Japan in Pakistan
Embassy of Japan in Pakistan
Embassy of Japan in Pakistan
Directorate General of Antiquities & Archaeology, Culture,
Tourism, Antiquities & Archives Department, Governmentof Sindh
Directorate General of Antiquities & Archaeology, Culture,
Tourism, Antiquities & Archives Department, Governmentof Sindh
Directorate General of Antiquities & Archaeology, Culture,
Tourism, Antiquities & Archives Department, Governmentof Sindh
Directorate General of Antiquities & Archaeology, Culture,
Tourism, Antiquities & Archives Department, Governmentof Sindh
Site Office Kot Diji Fort
Directorate General of Antiquities & Archaeology,
Culture, Tourism, Antiquities & Archives Department,
Government of Sindh
Directorate General of Antiquities & Archaeology, Culture,
Tourism, Antiquities & Archives Department, Governmentof Sindh
Directorate General of Antiquities & Archaeology, Culture,
Tourism, Antiquities & Archives Department, Governmentof Sindh
Directorate General of Antiquities & Archaeology, Culture,
Tourism, Antiquities & Archives Department, Governmentof Sindh
Directorate General of Antiquities & Archaeology, Culture,
Tourism, Antiquities & Archives Department, Governmentof Sindh
Directorate General of Antiquities & Archaeology, Culture,
Tourism, Antiquities & Archives Department, Governmentof Sindh5

Director General
Director
Deputy Director
Archaeological Engineer
Ambassador
Councillor
Second Secretary
Director General
Assistant Director
Director Archaeology &Museums
Director Conservation
Mohen jo DaroSite Incharge Kot Diji Fort

Architect and Conservator incharge at Mir Shahdad Ja
QubaAssistant for Conservation
at Mian Noor Mohammad
Kalhora Tomb in Dulatpur
Field Officer/Site manager ofRanikot
Site manager of Makli
Chief conservator of Makli

7.Assistance in Disaster Risk Reduction & Disaster Management Plan
Requests were also received for assistance in the development of disaster risk management plans for
cultural heritage, which will require a long-term commitment. This study aims to collect informationon the existing framework for disaster risk reduction in Sindh and Sindh Province, and to gather
information on perspectives that should be included in future cultural heritage disaster risk reductionplans, such as restoration of damaged cultural heritage, medium to long-term conservation, and thesystems required for disaster management. In addition, meetings were held with the Federal
Department of Archaeology and Museums, the Embassy of Japan, and the Department ofArchaeology of Sindh Province to exchange views on future cooperation between Japan andPakistan.
8.Documentation / Drone Photogrammetry
Due to time and technical constraints, detailed surveying was difficult, so the main focus was on
photographic documentation. A drone was used to record panoramic views of the ruins and highlocations, and 3D data of the ruins was created and provided to the Sindh Provincial Archaeological
Department based on the photos collected after returning to Japan. Assessments were made mainly
by visual inspection, and attempts were made to identify the cause and extent of damage to damaged
areas and the medium- to long-term conservation measures required, in terms of structural and nonstructural damage, material deterioration, flood control and drainage conditions, flood risk, and otherfactors. In particular, the stability of the structures was assessed through measurements of theMicrotremors at each site. In addition to the four archaeological sites in the Indus River basin
requested by the Department of Archaeology of Sindh Province, the World Heritage sites ofMoenjodaro and Makli at Tatter were selected for the survey (see Chapter 3 for details).
Result of Site Documentation and Damage Assessment
Drone photogrammetry
Drone photogrammetry is a sort of airborne remote sensing. Small and lightweight drones are
effective to achieve quick field documentation with a minimum of equipment. This time, we use DJI
mini2 and mini3. Source data for photogrammetry are acquired by still photography with program
flight, or video capturing with manual flight.
For covering a certain range of survey areas, program flight by DroneLink is highly effective,
because of stable operation with fixed overlap of source photos. Flight courses are arranged andinput prior to flights on web map. Drone flight is assisted by GNSS location data. The operation is
simple and easy. Prices of certain small and lightweight drones are more reasonable than high-end
models. Therefore, this method is applicable to quick-emergency field documentation.
Fig.1 is the result of alignment of source photos on Moenjodaro-HR area. 87 photos taken from 30mabove the ground covers about 175 by 100m (1.75ha). A flight time is within 15 minutes. Fig.2 is theorthographic output of a color-texture model. The present condition of site is well-represented. Fig.3
is the step-colorized DEM. Fig.4 is hill-shade added to Fig.3. Ground features are more visible, andsurface water flow marks are also visible as well as other ancient structures. Fig.5 is the visualizationof surface slope. Upright structures, such as brick walls, are represented in red, while flat areas are
represented in blue. This makes outlines of structures more visible.
It should be noted that all these different types of output are based on a single documentation data.
6

This means that the minimum field documentation can provide multiple results. Because of thischaracteristic, we can obtain more information and can share more resources to further restoration
and reconstruction works.
Figs. 6a and b are results of drone photogrammetry on the main complex of Mian Noor Muhammad
Kalhoro Graveyard. In cases of documentation of buildings, manual flight is required for theeffective operation due to the lack of enough GNSS assistance. When a drone flies closer place to thetarget building, the building itself shuts out GNSS signals from satellites and the control of drone
position is deteriorated. For ensuring enough overlap for better alignment, video capturing isselected. But trajectories are instable than manual flight. (Figs. 7a and b). 1252 frames are cropped
out from 3 different video footages covering about 14.5m square in plane and 15 min height. Totalamount of flight time is about 15 minutes.
Figs.8a-e are orthographic images of the main tomb from NEWS direction and the top. The colortexture model represents both structures and exteriors well. This could be the best documentation ofpresent condition of the site/ building, the source for architectural/ structural analyses, as well as theplatform of multiple records of conservation and restoration works (e.g. for recording positions ofsampling, conservation works and installation of reconstructed materials, etc.).

Fig 1.The result of alignment of source photos on Moenjodaro-HR area.

7

Fig 2. The orthographic output of a color-texture model.

Fig 3. The step-colorized DEM
8

Fig 4 The hill-shade added to Fig.3

Fig 5 The visualization of surface slope9Fig 6a(above) and 6b(below). Results of drone photogrammetry on the main complex of Mian Noor
Muhammad Kalhoro Graveyard.
10Fig. 7a (above) and 7b (below). Trajectories of the video capturing.

Fig. 8a Orthographic images of the main tomb from NEWS direction and the top.
11

Fig. 8b~8e Orthographic images of the main tomb from NEWS direction and the top.

12

9. Structural Damage Assessment
Aim of Measurement
Microtremor measurements were conducted with the aim of obtaining basic data for determining thevibration characteristics of the building. From the measurement results, the basic vibration
characteristics of the building, such as natural frequencies and vibration modes, are determined.
Since the natural frequency correlates with the rigidity of the building and the vibration mode
identifies the points where the building tends to sway easily, the measurement results provide
important information for understanding the characteristics of building vibration and for considering
areas that require special attention during future repairs. The results of these measurements are also
useful in studying the effects of external factors other than earthquakes, such as windstorms andheavy rain, and partial damage due to aging on the stability of buildings.
Measurement Method
Microtremors is a micro vibration of a building caused by an unidentifiable input propagated froma vibration source. By measuring and analyzing the time history waveforms of the microtremors, thevibration characteristics of a building can be evaluated. The advantage of the microtremor
measurement is that it is non-destructive, and data can be obtained from the actual building. A
portable high-sensitivity vibrometer (SPC52) shown in Fig.1 and five servo velocity sensors (VSE15D) as sensors were used for the measurements. Each of the five VSE-15Ds was connected to the
SPC52, which was connected to a laptop computer. In each building, several patterns ofsimultaneous measurements were performed by changing the installation position and direction.
In each case, measurements were made at a sampling frequency of 100 Hz for 300 seconds until
two or more data were recorded. The measured records were filtered with a low cut of 0.1 Hz (1 Hz
only for Moenjodaro) and a high cut of 20 Hz (50 Hz only for Moenjodaro), then divided into 40.96
seconds (4096 data) and overlapped by 50% (2048 data) to create tens of data sets in each case. The
data sets were then divided by 40.96 seconds (4096 data) and overlapped by 50% (2048 data) tocreate tens of data sets in each case. A Fast Fourier Transformation (FFT) was applied to each record
obtained to calculate the Fourier amplitude spectrum, and an ensemble average was performed after
50 smoothing operations with a Hanning window. Natural frequencies and vibration modes were
estimated from the Fourier spectral ratios of each measurement point in the building relative to theground surface.

(A)Portable High Sensitivity Vibrometer(b)Servo type velocity sensor

Fig.1 Measuring Equipment
13

Measurement Results (Moenjodaro)
The target structures are the remains of the HR area shown in Fig. 2. Across the passage, the brickwall on the north side is less damaged and the brick wall on the south side is more damaged. The
locations of the velocity meters in each case are shown in Fig. 3: Ch1 was placed on the groundsurface, Ch2 and Ch4 were placed on the south brick wall, which is more damaged, and Ch6 wasplaced on the north brick wall, which is less damaged, and the north and south directions were
measured in CASE1 and CASE2 and in CASE3, respectively.
The Fourier spectral ratios are shown in Fig. 4 for each measurement case. In the north-south
direction, a peak was observed around 22 Hz for the south brick wall with large damage and around
10 Hz for the north brick wall with small damage, while no clear peak was observed in the east-west
direction. The peak frequency was lower for the brick wall on the north side, which was lessdamaged, but this may be due to the support condition of the brick wall rather than the size of thedamage, since there was no brick wall orthogonal to the edge of the brick wall where the sensor wasplaced in Ch6 of CASE 1. This indicates that the stability of a brick wall depends not only on thesize of the damage, but also on the existence of a brick wall orthogonal to the wall.

(a)From the East(b)From the northFig.2 Target structure (Moenjodaro)(a) CASE1, 2

Fig.3 Measuring position (Moenjodaro)
14(b) CASE3

(a) CASE1, 2(b) CASE3
Fig.4 Measurement results (Moenjodaro)

Measurement Results (Kot Diji Fort)

The target structure is the castle wall in the top area shown in Fig. 5, with a similar structural form,
the east brick wall with less damage and the west brick wall with more damage. The locations of thevelocity meters in each case are shown in Fig. 6: Ch1 was placed on the ground surface, Ch2 andCh4 were placed on the west brick wall, which is more damaged, and Ch3 and Ch6 were placed on
the east brick wall, which is less damaged, and the north-south direction was measured in CASE 1
and the east-west direction in CASE 2, respectively.
The Fourier spectral ratios are shown in Fig. 7 for each measurement case. In the north-south
direction, both brick walls have a common peak around 8.3 Hz, indicating that they are vibrating in
unison, but the amplitude is larger on the west brick wall, which is more damaged. In the east-west
direction, the east brick wall, which was less damaged, showed a common peak at around 10 Hz,
indicating that the brick wall was vibrating as one unit, but the west brick wall, which was moredamaged, showed no common peak. This may be due to the fact that the edge of the brick wall where
Ch4 was installed was cut off by the damage. In the case of a continuous brick wall such as a castle
wall, if the edge of the wall is cut off due to damage, the wall loses stability, and it is important totake countermeasures against this.

(a)West side (Major damage)(b)East side (slightly damaged)
Fig.5 Target structure(Kot Diji Fort)

15

(a) CASE1(a) CASE1

Fig.6 Measuring position(Kot Diji Fort)

Fig.7 Measurement results(Kot Diji Fort)(b) CASE2(b) CASE2

Measurement Results (Mian Noor Muhammad Kalhoro Graveyard)
The target structure is the dome-shaped building of Mian Noor Muhammad Kalhoro Graveyard
shown in Fig.8, with the exterior walls restored but with cracks remaining in the interior. The
locations of the velocity meters in each case are shown in Fig. 9: Ch1 was placed at ground level,
and Ch2, 3, 4, and 6 were placed at the center of each of the four sides of the rooftop floor, and thenorth-south and east-west directions were measured in CASE 1 and CASE 2, respectively.
The Fourier spectral ratios are shown in Fig. 10 for each measurement case. The peaks in both thenorth-south and east-west directions are around 4.9 Hz and 10 Hz, respectively, and it is inferred thatthe former is the natural frequency of the in-plane direction of the wall and the latter is the natural
frequency of the out-of-plane direction of the wall. Normally, the natural frequencies of out-of-planewalls are lower than those of in-plane walls, but in this building, the relationship is reversed. Thismay be due to the fact that the out-of-plane vibration is restrained by the arch effect of the dome. The
above indicates that the stability of the walls of a building with a dome-shaped rooftop is greatly
affected by damage to the dome section.

16

(a)Exterior(b) Interior
Fig.8 Target structure(Mian Noor Muhammad Kalhoro Graveyard)(a) CASE1(b) CASE2
Fig.9 Measuring position(Mian Noor Muhammad Kalhoro Graveyard)(a) CASE1(b) CASE2
Fig.10 Measurement results (Mian Noor Muhammad Kalhoro Graveyard)

17

Measurement Results (Quba Mir Shahdad Talpur)
The target structure is the eight-pillared domed building of Quba Mir Shahdad Talpur shown in Fig.
11, with a similar structural form with more damage to the east side stone structure and less damage
to the west side stone structure. The locations of the velocity meters in each case are shown in Fig.
12. In the east side stone structure, where damage was greater, Ch 1 and Ch 2 were installed at
ground level, and Ch 3, 4, and 6 were installed at diagonal positions at the corner of the rooftop, andmeasurements were made in the north-south direction in CASE 1 and in the east-west direction in
CASE 2. Similar measurements were made on the west side of the stone structure, which was lessdamaged, in the north-south direction in CASE 3 and in the east-west direction in CASE 4.
The Fourier spectral ratios are shown in Fig. 13 for each measurement case. In both the northsouth and east-west directions, peaks are observed around 4.9 Hz for the east stone structure withlarge damage and around 5.9 Hz for the west stone structure with small damage, respectively. The
peak frequency was higher for the less damaged stone structure on the west side, and the fact that no
significant damage was observed at the columns suggests that the loss of the integrity of the building
due to the loss of the dome section may have had an effect. From the above, the stability of a stone
structure with a domed rooftop is greatly affected by damage to the dome section.

(a) East side(Major damage)(b) West side (slightly damaged)
Fig.11 Target structure(Quba Mir Shahdad Talpur)(a) CASE1, 2(b) CASE3, 4
Fig.12 Measuring position(Quba Mir Shahdad Talpur)18

(a) CASE1(b) CASE2(c) CASE3(d) CASE4
Fig.13 Measurement results(Quba Mir Shahdad Talpur)

Measurement Results (Ranikot)
The subject structure is a part of the castle wall shown in Fig. 14, with a similar structural form, theeast stone wall having been plastered by later restoration, and the west stone wall in its original
condition. The locations of the velocity meters are shown in Fig. 15: Ch1 was placed on the groundsurface, Ch2 on the east stone wall after restoration, and Ch3 and Ch4 on the original west stonewall, and the north-south direction was measured.
The Fourier spectral ratios are shown in Fig. 16. A common peak is seen around 14 Hz for the eaststone wall after restoration and around 11 Hz for the original stone wall. Although the peakfrequency is higher for the restored stone wall, it appears to vibrate separately from the original stonewall, possibly due to the loss of unity as a castle wall. The above indicates that it is important tounify the restoration methods used for the continuous stone walls such as castle walls, because theylose their integrity if different restoration methods are used at different locations.

Fig.14 Target structure (Ranikot)

19

Fig.15 Measuring position (Ranikot)

Measurement Results (Makli)

Fig.16 Measurement results(Ranikot)

The target structure is the stone structure of Makli shown in Fig. 17, with the dome portion missing
and some walls collapsed. The locations of the velocity meters in each case are shown in Fig. 18: Ch
1 was placed on the ground surface, and Ch 2, 3, 4, and 6 were placed at the diagonal positions of therooftop corners, and the north-south direction was measured in CASE 1 and the east-west direction
in CASE 2, respectively.
The Fourier spectral ratios are shown in Fig.19 for each measurement case, with peaks around 12
Hz for Ch 2 and Ch 3, and around 11 Hz for Ch 4 and Ch 6, indicating that the peak frequencies
differ between the structures in both the east-west and north-south directions. This is thought to be
due to the loss of the integrity of the building due to the loss of the dome section. From the above,the stability of a masonry structure with a domed rooftop is greatly affected by damage to the dome
section.

Fig.17 Target structure (Makli)

Fig.18 Measuring position(Makli)(a) CASE1(b) CASE2

Fig.19 Measurement results(Makli)
20

10.Training staff in Scientific documentation/ Damage assessment
On-site lectures were given to the staff of the local conservation office of the Sindh province on themethod of heritage documentation and assessment, such as photogrammetry techniques using drones
and smart phones, the use of constant micro-motion measurements for historical buildings, andpoints of focus in diagnosing material deterioration. Due to the insufficient information on thedetailed objectives and needs of the audience, training for the local communities in First Aid fornatural disaster responses was not conveyed.
Methods
Based on a request from the Culture, Tourism, Antiquities & Archives Department, Government of
Sindh, a survey was conducted from three perspectives: documentation and assessment of damaged
cultural heritage sites in Sindh, assistance in disaster risk management planning, and training of local
personnel.

2111. Result of Site Documentation and Damage Assessment【Moenjodaro】

22

Fig. 1 Layout of Moenjodaro and location of selected structures
Basic information from the survey
Name of the site
Moenjodaro
Address of the site
84FP+P78, Moenjodaro, Larkana, Sindh, Pakistan/
27.324188404045, 68.13565681030738
Date of assessment
24/12/2023
Site accessTwo routes
Inspected location(s) (GeoSD(Citadel) Area
coordinates)
1 Stupa
27.3253425098571 68.1333935347123
2 Great Bath27.3253032886213 68.1326219407432
HR Area
1 27.3216687831884 68.1364497985514
2 27.3221231051681 68.1370902050629
Surrounding Area (including Indus River Bed)
27.3176126310433 68.1481348120951
Burned bricks/ Mud bricks/ Mud mortar
23

Overall degree of damage to thebuilding
Past activities for assessment/
conservation.

moderate structural damage, heavy non-structural damage
heavy material decay
1.
2.
3.
4.

Threatened for many years by salt weathering caused by groundwater,
an international campaign by UNESCO in the 1970s conducted therestoration of mud bricks
UNESCO's mission for damage assessment was conducted in October
2022. Restoration work has been underway since early 2023.
The restoration of the SD area was conducted by renewing the wall
cap with mud mortar with straws, replacing decayed bricks with new
burnt bricks or mud bricks
The new drainage channels and pipes were installed

1.Overall condition of the site
- Water/flood management system (risk evaluation of water-related disaster…)
Moenjodaro is located near the right bank of the lower Indus river in Larkana District, Sindh,Pakistan. It was built on relatively elevated land or a small mount compared to the surrounding areas
to keep the site safe from flooding. The archaeological remains have a sophisticated drainage/sewage
system to move the water away from the main buildings. The site is encompassed by a circular drain,
new drains are built from time to time and existing drains are cleaned regularly. Barriers of brick andsoil are also constructed within the built-up area as well as the edge of the ancient site to divert wateraway from the structures. The site is protected from Indus river flooding by rock spurs as well as
massive inner and outer embankments/bunds, which were made of mud and reinforced with stone
pitching, which protects the embankment from erosion and slumping.

24

2.Causes of Damage

Fig. 2 Rainfall intensity during August 2022 (Source: Pakistan Meteorological Agency)
Between August 16 and 26, 2022, Moenjodaro World Heritage Site received unprecedented extreme
rainfall (~ 760 mm). It is reported that though the Indus river was discharging record breaking riverflows, the riverine water did not directly hit Moenjodaro, as the site located on a relatively high mountand protected by massive embankments/bunds. On the other hand, the record-breaking high intensity
rainfall which exceeded 100 mm/day for 5 or more consecutive days has inflicted severe damage on
the ruins (Fig. 2) due to rainfall droplet impact force, loss of mud and bricks, and accumulation ofwater within the structures and chambers.
The specific damages were;
1. Collapse/damage to the protection wall of the stupa dome
2. Collapse of walls, and creation of cavities and holes in structures due to loss of mud andbricks3. Erosion of slopes and mud slurry that weakened foundations of structures and walls
4. Choked drainage system: the extreme rainfall caused the drainage system to be choked withhigh volume of water, sand, silt, and other materials causing an accumulation of water into
the site up to one to two feet in height inflicting further damage to the remains.

25

3.Conditions before/after the flood
The three main causes of the long-term decay at Moenjodaro have been identified as:a) Superficial drainageb) pre-existing weaknesses in the wall structuresc) Salt crystallization and hydration/dampness inside mortar and bricks.
In order to deal with the long-term problems, the following conservation measures have been adopted
by the Government of Sindh such as application of mud slurry and mud capping, re-pointing and underpinning of structures, construction of embankments and spurs to protect against riverine flood, andmaintaining ancient and newly constructed drains and build new drains. Barriers of brick and soil arealso constructed within the built-up area as well as the edge of the ancient site to divert water awayfrom the structures.
It was reported that some of the pathways constructed for visitors have been reported to obstruct theflow of water during the Aug. 2022 event, while some pathways have slopes leaning towards thearchaeological ruins which lead to weakening the base of the walls due to water flow. During the event,the absorption capacity of the wall capping or protective covering over the walls to minimize rainwaterflow into the walls) and flooring was saturated, and water seeped through. In some rooms, gaps in the
backfilling under the flooring resulted in formation of depressions (Joffroy, 2023).
At the time of our visit to the site, almost all of the collapsed debris and bricks were cleared out andrestoration and preservation works are progressing.

Fig. 3 Left image depicts the status of the ruins and conservation of wall basements using mud and straw
and right image depicts the collapse of the structure and wall which need to be restored later with proper
care.
26

Fig. 4 These photographs were taken at the S.D. and HR area, which depicts the new and old
paved/concrete pathway for deep and shallow drainage systems to ease the water flow away from themain structures.

27

Fig.5 Mud slurry and mud capping works to protect the ruins (i.e. wall and stupa dome) from extreme
climatic/weather conditions.

4.Necessary measures

The Government of Sindh (GoS, 2023) undertook the following steps to prevent future rainfall
damage:1.
Removal of debris and mud slush from drains
2.
Renewal of mud capping, resetting of loose bricks and filling of voids in walls
3.
Buttressing of leaning walls using steel frame shoring and building of shallow drains
4.
Filling in of gullies that had developed after the heavy rains
The UNESCO mission (Joffroy, 2023) made the following suggestions for improved preparedness:
1. Revision of flooring method by making changes to the slope and layers of the floors
2. Improvement of drainage design by including increased number of channels and larger
collection areas for water
3. Ensuring water run-off exit and putting ancient drainage channels into service
4. Preparation of colour-coded plans identifying drainage and vulnerable areas for launching
future conservation work
5. An overall site drainage plan to be prepared which would identify transportation of water
to the Indus River on the east and Dadu Canal on the west
6. Improved methods for dealing with salinity damage to the ruins
7. Some contents in the Conservation Manual of 1997 and Master Plan need to be revised inorder to cater to climate change induced higher intensity rainfall
8. Increased number of personnel for rehabilitation work (Joffroy, 2023)
Further measures to be taken into account.
Site specific measures- Testing the strength of mud capping to the intensive rainfall observed in 2010 and 2022
- Flood/flow simulation/estimation to quantify the flow rate and drainage capacity during peak
rainfall period
28

-

-

Provide additional drainage pathways to drain the water from the site into the outer ringdrainage channel
General measures ( for all the sites)
installing and monitoring rainfall and river monitoring network and setting up threshold andalert levels incorporation with relevant agencies
As global warming will intensify the extreme rainfall and its frequency in the future climate,further research is needed to quantify the Impact of Climate Change (i.e. rainfall andtemperature) and associated damages to the ruins.
Providing capacity building and training workshops for experts and local people on flood
disaster mitigation and adaptation methods.
Forming a national platform on water- related disaster resilience and mitigation incorporatingstate agencies and stakeholders to ease the pathways for information sharing and dialogues on
mitigation and adaptation measures of heritage buildings.

[GoS] Government of Sindh. 2023. State of conservation report: archaeological ruins of Mohen Jo
Daro, Larkana, Sindh, Pakistan. Culture, Tourism, Antiquities & Archaeology Department,
Government of Sindh. Retrieved December 26, 2023 from https://whc.unesco.org/document/198758
Joffroy, T. 2023. Moenjodaro UNESCO emergency mission following disastrous rainfall in
2022. Retrieved December 26, 2023 from https://hal.science/hal04111785/document#:~:text=21%20%2029%20October%202022&text=The%20intensity%20of%20heavy%20rainfall,an
d%20structures%20at%20Moenjodaro%20Site
5.Remarks on the primary source of damage
Moenjodaro is located 1 km west of the Indus River, and although the 2022 flood inundated the lowlying area where the office is located, the entire sites were spared from flooding. The damage causedby the 2022 flood in Moenjodaro consisted of collapsed and washed away remains due to prolonged
rainfall.
a Structural Damage
The site had previously maintained drainage channels and other facilities to prepare for rainfall (Fig.
1), but these failed to function adequately in the 2022 flood. One of the reasons for this was that thedrainage system was not adequately maintained and managed due to the vastness of the ruins.
However, when looking at the entire site, drainage channels are not necessarily the only pathways for
torrents of runoff caused by rainfall (Fig. 2), in the HR area, there are dwelling remains withstructures that easily accumulate water and have difficulty in drainage,and these remains were also
severely damaged.

29

b Material decay
One of the problems in the preservation of Moenjodaro has been the destruction of the remains due
to salt precipitation. The method used to mitigate this so-called salt weathering the surface of theremains. The problem in the recent flooding was that extremely heavy rainfall caused a large amountof water to flow through the cracks between the geotextile and the mud curing inside the capping
structure, resulting in soil washout that caused the collapse (Fig. 3). A similar problem occurred inJapan when a rammed earth wall collapsed at Kinojo site in Soja City, Okayama Prefecture, andthere is a common issue regarding the method of curing and preserving the remains.
c Water / flood management system
At Moenjodaro, two issues have been identified for the 2022 flood. One is to improve the drainage
plan for the entire site, and the other is to improve the so-called capping that is curing the remains.
d Further measures to be taken into accountSince it is fully expected that climate change will cause more rainfall than expected in a short periodof time in the future, it is necessary to reconsider the drainage plan for the entire site. In formulating adrainage plan, it is necessary to fully understand the topography of the ruins, confirm the risks bysimulation analysis of rainfall and runoff pathways, and study methods to solve the risks. As for thedrainage system, it is assumed that it may be necessary to intervene in the remains themselves, so themethod of construction must be thoroughly examined. However, it is also necessary to take emergency
measures in the short term to cope with the heavy rains that are expected to occur frequently in the
future.
The issues include curing the original remains to protect them and giving them a structure that canwithstand the intensity of precipitation. In addition, these capping should not be permanent, but should
be replaced on a regular basis. Furthermore, it is necessary to continue research on new materials andmethods of capping in order to realize a longer service life and more stable preservation of the remains.
The issues identified by the 2022 flood in Moenjodaro have been discussed above, but one of theunderlying factors that is increasing the damage caused by this flood is the problem of salt weathering.
Even today, the measures taken against salt weathering at Moenjodaro are not sufficient (Fig. 4). It
can be said that the collapse of the remains is greatly accelerated by the action of strong rainfall on theremains, which are routinely weakened by salt weathering. A laboratory has been set up at Moenjodaro
to continue testing materials for capping (Fig. 5). The problem of salt weathering at Moenjodaro, avast ruin, is an issue that has attracted worldwide attention. Salt weathering at Moenjodaro, whichappears to be uniform at first glance, actually varies from place to place due to various factors such as
sunlight, groundwater level, temperature, humidity, and topography (Fig. 6 and 7).
To solve a single problem, it is necessary to investigate the cause of the problem, consider
countermeasures, construct conservation measures, verify the implemented conservation measures,
and, of course, continue monitoring. It is highly expected that further enhancement of the current onsite laboratory at Moenjodaro and training of human resources will help to overcome salt weathering
at Moenjodaro and, in turn, increase the resilience of the site itself against water damage.
30

Fig.1 Drainage channel maintained in Moenjodaro
HR area, which was blocked by garbage and otherdebris at the time of the 2022 flood.

Fig.2 Moenjodaro HR area. There are complex
undulations and the remains of dwellings withdifficult drainage exist.

Fig.3 Curing of the upper part of Stupa in the Citadel
area. The front from the area where the finger ispointing is where the collapsed area was repaired.

Fig.4 Brick wall with progressive salt weathering.
Salt weathering is in progress throughout the entire
site, and research on countermeasures is needed.

31

Fig.5 Water and soil research laboratory. Soil isanalyzed to make bricks for restoration.

Fig.6 Burned bricks for restoration. Replacing bricks
in areas that have collapsed due to salt weatheringwith bricks for restoration.

Fig.7 Salt weathering on the north face of the wall.
Salt precipitation is observed below the fifth levelfrom the bottom.

Fig.8 Thermal image of Fig. 7. The areas where salts
are deposited tend to have lower temperatures. It is
unclear if this is due to the latent heat of evaporationof water. Measurement of water content ratio isnecessary.

32

3D images made by photogrammetry
Fig. 9MJD-HR

Fig. 10MJDHR_oblique33

Fig.11MJDHR_hillslope

Fig. 12MJDHR_hillslope0
2

Fig. 13MJDHR_hillslope0
334

Fig. 14MJDHR_hillslope0435

【Kot Diji Fort】
Name of the site
Address of the site
Date of assessment
Site access
Inspected location(s) (Geocoordinates)

Kot Diji Fort
Taluka, Kot Diji, Khairpur, Sindh 66020, Pakistan
25/12/2023
Two routes
North west wall at the top level(27.3466856157518
68.7081267123357)
Fresco ceiling inside the Mosque at the top level(27.3453616646178
68.7068196748037)
Gate Arch at the top level(27.3445242021560
68.7061675623204)
Retaining wall at the entrance level(27.3436904905693
68.7068220967830)

Building materials
Overall degree of damage to thebuilding

Lime stones, Burned Bricks
moderate structural damage, heavy non-structural damage
heavy material decay

1.Overall condition of the site
- Water/flood management system (risk evaluation of water-related disaster…)
Historic fort of Kot Diji Fort located about 45 km south of Khairpur and situated on the east bank of
the Indus at the foot of the Rohri Hills opposite Moenjodaro. The fort overlooks the city, which issituated at a lower elevation than the fort. As the city is situated at lower elevated ground, the city wassurrounded by stagnant water up to six feet or more for nearly two to three months during the August2022 flood. A temporary embankment between northern and southern ends of the city was raised todivert water flows from the eastern side to take the old path on gravity instead of heading towards thecity’s western part. Water was moving along this dyke towards disposal point and ending up in
Khairpur Feeder East eventually. In addition, a pumping machine was installed outside taluka hospital,
around one kilometre away from the city area, which was draining out water from the western side of
Kot Diji Fort(https://www.dawn.com/news/1713187 accessed on 15 Jan. 2023).

36

2.Causes of Damage

Fig. 1 Rainfall intensity during August 2022 (Source: Pakistan Meteorological Agency)
As there was no rainfall monitoring station near Kot Diji Fort, the data from Sukker station was used
to understand the rainfall condition at the site. Between August 16 and 26, 2022, the Sukker Sitereceived extreme rainfall of about 350 mm. It is also reported that though the city was inundated up
to six feet or more water for nearly two to three months during August 2022 flood, the fort was notaffected by the flood and the inundation water reached the foothill of the fort and the water height was
about one to two feet at the entrance of the fort. Similar to Moendojaro, the record-breaking highintensity rainfall which exceeded 40 mm/day for consecutive days inflicted severe damage on the ruins(Fig. 1).
The specific damages were;
1. Collapse/damage to the inner boundary wall
2. Collapse of walls as well as pathways/decks, and creation of cavities and holes in structuresdue to saturation and loss of mud/mortar and bricks
3. Erosion of slopes and mud/mortar that weakened structures and walls

37

3.Conditions before/after the flood
The main causes long-term decay at Kot Diji Fort are
1. pre-existing weaknesses in the wall and structures due to aging and previous climaticconditions
2. Poor surface drainage and strong rain drop impact force and rainwater splash has resulted
in hollowing out of masonry, loss of bonding mortar, and weakening the base of the walls
due to water flow along the pathways.
3. Hydration/dampness in walls.

Fig. 2 Left image depicts the entrance to fort and right image depicts the status of the boundary wallnear of the entrance

Fig. 3 Left image depicts the previous condition of the boundary wall (source: Bilawal) right image
is after the collapse of the wall entrance to fort and right image depicts the status of the boundary
wall near of the entrance
38

Fig. 4 Status of the walls and structures after the damage

Fig. 5 On-going restoration works of pathways/decks and walls

39

Fig. 6 Left image shows the water level near the fort entrance and right depicts the water level in thecity area during Aug. 2022 flooding pointed out by a fort stuff previous

Fig. 7 The existing conditions of the drainage system
40

4.Necessary measures
Site specific measures- Removal of debris and mud slush from existing drains and building of additional drains- Resetting of loose bricks and filling of voids in walls- Buttressing of tall vertical inner and boundary walls- Filling in of gullies that had developed in walls and domes after the heavy rains- Maintaining slope for water flow along the pathways and at the top floor or build additional
shallow water drainage- Improved methods for dealing with hydration/dampness damage to the inner and outer walls- Investigate the drainage system and draining routes to design proper flood mitigation
structures to protect the city from future flooding.
5. Remarks on the primary source of damage
During the flood of 2022, the water level at Kot Diji Fort only rose to the third step of the stairs at
the main entrance, and the entire site was not inundated. The damage to Kot Diji Fort was caused bya torrent of water generated by extremely strong precipitation over a long period of time, which
destroyed the castle walls and other structures. Based on our observation of the current situation at
Kot Diji Fort, we believe that there are three issues that need to be addressed. The first is to review
the drainage plan for the entire site, the second is to review the restoration method, and the last is to
examine the maintenance method to increase the resilience of the site against disasters.
a Structural damage
Kot Diji Fort has many crenellations on its walls, and it is thought that these parts served as adrainage function to some extent at the time of the 2022 flood, however on the slope leading to the
middle gate, the water that eventually flowed out of the crenelation collected on the slope, resulting
in a large volume of water flowing down the slope as a torrent, As a result, a large amount of water
flowed down the slope as a torrent, destroying the castle walls (Figure 1). However, since thiscrenellation was not originally built as a drainage facility, it was not plastered or otherwise
waterproofed, and when flooded, the mud used to join the bricks flowed out, damaging thecrenellation itself (Fig. 2).
The part of the wall that collapsed due to the flood in 2022 was not the original part of the wall when
it was first built but was mostly a part of the restoration work that was done in 1955. Cracks had alreadyappeared in the restored wall before the flood, and the lower part of the wall collapsed first, startingfrom these cracks, and then the upper part collapsed. The newly restored part was not built with bricks
as in the original, but with limestone gravel the size of a human head, hardened with mud and soil toform the wall, and limestone blocks piled up on the surface (Fig. 3). The wall that collapsed may nothave escaped collapse even if the original brickwork had been used, since it was also part of a steep
slope. However, if the original brickwork with mud joints and the limestone blockwork with mortar
joints coexisted, the imbalance between structure and materials would have created an imbalance instrength, resulting in a risk of failure. The fact that the lower side collapsed before the cracked areasuggests that water intrusion into the cracks may have washed out the internal mud and soil. Although
the restoration of Kot Diji Fort, including previous restorations, has been carried out in a mannercompletely different from the original materials and structure (Fig. 4), close examination of the original
materials and structure should be considered, and as much as possible the same methods should be
used to restore the castle.
41

b Material decay
The roofs of some of the rooms at the top of Kot Diji Fort have collapsed (Fig. 5). In many cases, it
is assumed that the plaster layer that had a waterproof function in the roof area was broken or lost(Fig. 6), allowing water to penetrate inside and lead to the collapse. First of all, measures against
rainfall should be considered, such as reinstalling plaster that originally had a waterproof function.
Rainwater infiltration into the interior of the building can be adequately maintained by daily
inspections and minor repairs as necessary.
c Water/flood management system
The provision of resilience to disasters is also highly relevant to a review of drainage planning andrestoration methods for the entire site. At the time of its construction, Kot Diji Fort was built usingmaterials and construction methods appropriate to the climate of the time, with no expectation of
frequent heavy rains. If we are to anticipate the heavy rainfall disasters that are likely to occur more
frequently in the future, we must consider the development of a more resilient structure against
disasters. Naturally, it may become necessary to intervene in the original remains or to apply new
restoration methods. Authenticity and modification to improve resilience against disasters must be
thoroughly discussed. Based on this, when altering the original structure, record keeping throughexcavation or other means must be done.
d Further measures to be taken into accountSince it is easily predicted that heavy rains due to climate change will occur frequently in the future,
it is necessary to formulate a drainage plan for the entire site by analyzing simulations of water
movement throughout the site during rainfall and examining methods to disperse drainage andcountermeasures for areas where water flow is concentrated.

42

Fig.1 The collapsed part of the wall of Kot Diji Fort
due to flood damage in 2022.

Fig.2 A crenellation. The water runoff from this area
served the function of drainage to some extent, but
at the same time it was damaged.

Fig.3 Structure of the wall after the restoration in
1955. The wall is made of limestone gravel andmud the size of a human head, with limestone
blocks piled up on the surface.

Fig.4 Restoration that is proceeding by a methodthat differs from the original materials andconstruction.

43

Fig.5 A Bathhouse with collapsed roof.

Fig.6 The plaster layer in the roof area at the backof the figure is fragmented and has lost its
waterproofing function.

3D image made by photogrammetry
Fig. 7
KDJentrance_close44

【Mian Noor Muhammad Kalhoro Graveyard】
Photos of inspected area
Name of the site
Address of the site
Date of assessment
Site manager/ custodian (e.g,local NGOs)
Site access
Inspected location(s) (Geocoordinates)

Building materials
Overall degree of damage to thebuilding

Mian Noor Muhammad Kalhoro Graveyard (MNMK)
H327+2P9, Abdul Rahman Dahri, Shaheed Benazirabad, Sindh, Pakistan
26/12/2023
Two routes
MNMK tomb(26.5500087088081

68.0643157586334)

Subsidiary tombs 1(26.5501097977555

68.0645799446524)

Subsidiary tombs 2(26.5498960260789

68.0646728784512)

Surrounding wall
(26.5501614355593

68.0643290444591)

Graveyard(26.5499946804551

68.0639374419518)

Surrounding area
(26.5500087088081

68.0643157586334)

Burned bricks, Sand stones
moderate structural damage, heavy non-structural damage
heavy material decay

1.Overall condition of the site
- Water/flood management system (risk evaluation of water-related disaster…)
Mian Noor Muhammad Kalhoro Graveyard in Moro has lost several graves during the August2022 flood. The site is surrounded by irrigated land, agricultural fields, and a small water pond.

45

2.Causes of Damage

Fig. 1 Rainfall intensity during August 2022 (Source: Pakistan Meteorological Agency)
The rainfall data from Nawabshah station was used to understand the rainfall condition at the site.
Between August 16 and 25, 2022, the Nawabsha Site recorded extreme rainfall of about 460 mm.
Similar to other places, the record-breaking continuous high intensity rainfall which exceeded 100
mm/day for some days might have inflicted severe damage on the fort structures (Fig. 1). The
graveyard is located about ~ 10 km away from the main Indus river and therefore probably not affectedby Indus river water, directly. It is also reported that the graveyard except the main compound(protected by a perimeter wall) was inundated about two feet for nearly two to three months during theAugust 2022 flood. Similar to other sites, the record-breaking high intensity rainfall for consecutive
days might have inflicted severe damage on the Quba/tombs and other masonry graves.
The specific damages were;
1. Damage to the main gate and domes
2. Collapse of masonry grave structures
3. Creation of cavities and holes in structures due to saturation and loss of lime mortar andbricks46

3.Conditions before/after the flood
The main causes long-term decay at the sites are
1. Pre-existing weaknesses in the gate, dome, and wall due to aging
2. Heavy Rainwater splash and other climatic conditions has resulted in hollowing out ofmasonry, loss of bonding mortar, and weakening the walls due.
3. Hydration/dampness in walls due to surrounding climatic conditions that is continuously
weakening the walls and structures.

Fig. 2 Status of the walls and structures after the damage

Fig. 3 Cracking on the main dome and damages to the surrounding graves47

Fig. 4 Damage status of the domed structures/tombs
4.Necessary measures
Site specific measures- Resetting of loose bricks and filling of voids in walls- Rehabilitation/conservation of the dome structures- Filling in of gullies that had developed in walls and domes after the heavy rains- As there is no drainage facility in the site, investigate the draining routes to make a new
drainage system to drain out the water from the graveyard.
- Improved methods for dealing with hydration/dampness damage
5.Remarks on the primary source of damage
Mian Noor Muhammad Kalhoro Graveyard has a gate on the east side and is surrounded byplastered brick walls on all four sides, with the mausoleum, six attached buildings, and a brick tomb.
The mausoleum is built on a platform with brick foundation decorated by limestone blocks (Fig. 1).
Outside the area of the mausoleum are many Islamic tombs built of brickwork, as well as many
tombs without headstones, some of which are relatively new with plastered surfaces (Fig. 2).
Currently, of the four perimeter walls, part of the western side has collapsed due to external forces
moving inward from the outside, and the southern wall is almost completely collapsed. A portion of
the north wall is open, but Google Maps images of the area after the flood damage show that thisportion of the wall has not collapsed (Fig. 3), suggesting that it probably did not collapse due to flood
damage, but was partially demolished for the convenience of restoration work and other purposes.
The area of the mausoleum is approximately less than 1 m higher than the surrounding area, and thearea was not inundated during the 2022 flood. The flooding of the surrounding area continued forfive months, suggesting that the walls, buildings, and tombs contained a significant amount of water.
In addition, the field to the east is still submerged, and the soil is considered to be in a very highwater content state (Fig. 4).

48

a Structural damage
The wall construction consists of brickwork to create the wall body, which is coated with mud andthen plastered with a plaster finish (Fig. 5). In some parts, plaster mortar is placed directly on the
brickwork, and the final plaster finish is applied (Fig. 6). In addition, some parts of the gate still havewall paintings as decoration, and it was observed that in past restoration, new wall paintings werepainted on top of the original paintings that were plastered on top of the original paintings. The areas
where plaster mortar was applied directly to the brickwork remain in the upper part of the remaining
walls, but most of the areas where mud was applied have been lost.
The roof of the building within the area of the mausoleum collapsed due to rainfall during the flooding,which may have been caused by a week of intense rainfall, which allowed a large amount of rainwaterto percolate into the roof area, resulting in the roof structure being unable to support the weight andcollapsing. The collapse of a portion of the western side of the mausoleum platform (Fig. 1) is also
thought to have been caused by the same rainwater penetration.
b Material decay
Salt precipitation was partially observed in areas where the brickwork, the main body of the wall, wasexposed. One phenomenon observed on the north wall was the collapse of the south face (Fig. 7), whilesalt precipitation was observed on the north face, which corresponds to the opposite side of the same
location (Fig. 8). The ground surface is in a high-water content state and the wall is constantly suppliedwith water, but on the south face, the surface may be rapidly drying out due to solar radiation during
the day and becoming wet again at night, which is repeated. On the other hand, on the opposite side of
the same location, water is constantly evaporating on the surface, causing salt to concentrate andcrystallize when the temperature and humidity meet the conditions for salt deposition, possibly
resulting in salt weathering.The temperature distribution on the north face of a brick tomb in themausoleum area (Fig. 9) was measured using thermal imaging and a radiation thermometer, showingthat the temperature was higher in the upper part of the tomb and also in the lower part where there
was sunlight (Fig. 10). The upper part of the tomb is always dry, while the lower part is always wet.
In the lower part, the same deterioration phenomenon may have occurred as in the north wall describedabove. The brick tombs outside of the mausoleum area are also considered to be deteriorating in asimilar manner. The reason for the more advanced deterioration outside the mausoleum area thaninside the mausoleum area could not be determined enough to be discussed in this survey.
c Water/flood management system
Mian Noor Muhammad Kalhoro Graveyard is located in a vast plain, and in the event of a prolonged
period of strong rainfall, such as the 2022 flood, the area could easily be submerged. Since there arealso cemeteries spread out around the area, it is necessary to consider not only disaster prevention asa cultural heritage, but also disaster prevention for the entire area. For this purpose, it is necessary to
grasp the broad topography of the area and consider the establishment of drainage channels and water
catchment
ponds.

49

d Further measures to be taken into accountBasic research on the deterioration of brick walls and structures is also needed to accurately identify
the causes of deterioration and to control it. Both groundwater and salinity are undoubtedly extremely
important and difficult problems to solve in the preservation of the ruins in the Indus River basin. It isan urgent issue to actively promote organization and human resource development to tackle these

problems.

Fig.1 The mausoleum is built on a brick platform
decorated with limestone blocks. The platform
partially collapsed.

Fig.2 Islamic tombs spread out outside the area ofthe mausoleum. In addition to the brick tombs,
there are also relatively new tombs painted withplaster.

Fig.3 Post-flood 2022 conditions according toGoogle Maps. The north wall is confirmed to be
undamaged.

50

Fig.4 Originally, the eastern side of Mian Noor
Muhammad Kalhoro Graveyard was a field area,
but it is still submerged.

Fig.5 Basic wall structure. The brick wall body iscoated with mud and then plastered over.

Fig.6 Some parts have plaster mortar directly
applied to the brick wall body. The new and oldwith the part with the mud plaster coating is
unknown.

Fig.7 Partial brickwork collapse is observed on thesouth face of the north wall.

51

Fig.8 On the north face of the north wall (opposite
side of Fig. 7), salt weathering is observed.

Fig.9 Brick tomb. The condition of the north face is
not as severely deteriorated as the east, south, andwest faces.

Fig.10 Thermal image of the brick tomb in Fig. 9. A
trend toward higher temperatures at the top is
observed. The influence of solar radiation andmoisture content is considered.

52

3D images made by photogrammetry
Fig.11
MNMK_area

Fig.12
MNMK_area_sl
ope

Fig.13
MNMK_area_obrique53

【Quba Mir Shahdad Talpur】

Name of the site
Address of the site
Date of assessment
Site manager/ custodian (e.g,local NGOs)
Site access
Inspected location(s) (Geocoordinates)

Quba Mir Shahdad Talpur
5JPM+VFJ, Shahpur Chakar, Shaheed Benazirabad, Sindh, Pakistan
27/12/2023
Two routes
Mir Shahdad tomb(26.1872212135428

68.6335809617797)

Tomb of sons of Mir Shahdad(26.1872569922975
68.6337611799411)
Tajar (a tomb of princes)(26.1893413069973
68.6353270944595)
Surrounding area
(26.1872212135428
Building materials
Overall degree of damage to thebuilding

68.6335809617797)

Burned bricks, Sand stones
moderate structural damage, heavy non-structural damage
heavy material decay

1.Overall condition of the site
- Water/flood management system (risk evaluation of water-related disaster…)
Quba Mir Shahdad is located in Shahpur Chakar (city) of the Sanghar District, in Sindh Province ofsouthern Pakistan. It is surrounded by irrigated land used for wheat and other cultivation and nearby
irrigation channels supply water to the field.
2.Causes of Damage
As Quba Mir Shahdad is also closer to Nawabshah city, the rainfall data from Nawabshah station wasused to understand the rainfall condition at the site. Similar to Mian Noor Mohammad Kalhoro
graveyard, the record-breaking continuous high intensity rainfall which exceeded 100 mm/day forseveral days inflicted severe damage on the structures and graves. The graveyard is located about ~ 50km away from the main Indus river and therefore not affected by Indus river water. It is also reported
that the graveyard except the main compound (protected by a perimeter wall) was inundated about one
or two feet for nearly two to three months during the August 2022 flood. The flood water is mainly
from infiltration excess water that collected at low land areas and irrigated fields. As similar to othersites, the record-breaking high intensity rainfall for consecutive days might have inflicted severe
damage on the Quba/tombs and other masonry graves.

54

The specific damages were;
1. Collapse/damage to the Quba
2. Collapse of masonry grave structures
3. Creation of cavities and holes in structures due to saturation and loss of lime mortar andbricks3.Conditions before/after the flood
The main causes long-term decay at Quba Mir Shahdad Talpur are
1. Pre-existing weaknesses in the Quba dome and wall due to aging
2. Heavy Rainwater splash and strong rain drop impact force as well as other climaticconditions has resulted in hollowing out of masonry, loss of bonding mortar, and weakening
the walls due.
3. Pre-existing high degree of hydration/dampness in walls due to surrounding climaticconditions weakening the walls and structures.

Fig. 2 Status of the walls and structures after the damage55

Fig. 3 Outer renovation and restoration works and damages to the grave structures due to dampness
4.Necessary measures
Site specific measures- Improved methods for dealing with hydration/dampness damage to the inner and outer walls- Resetting of loose bricks and filling of voids in walls- Filling in of gullies that had developed in walls and domes after the heavy rains- As there is no drainage facility in the site, investigate the draining routes to make a new
drainage system to drain out the water from the graveyard.
5.Remarks on the primary source of damage
Quba Mir Shahdad Talpur is located on a slightly elevated area and was barely submerged during
the 2022 flood. The damage was the collapse of the dome roof of the mausoleum. The buildings at
the site, including the mausoleum with the collapsed dome roof, are constructed of bricks piled withan adhesive mixture of clay and gypsum, and sandstone is used for the base, pillars, and beams
finishing (Fig.1 and 2). For those with domes, the surface of the domes is plastered, and prior to the2022 flood, the plaster of the domes had cracks (Fig.3), and water from heavy rainfall penetrated
through these cracks, loosening the adhesive layer and increasing the weight of the sandstone due towater absorption, resulting in the roof not being able to support the structure. The roof could notsupport the structure and collapsed as a result. This is not the first time this phenomenon has
occurred; some of the dome roofs had also collapsed during the 2010 flood, and some had alreadybeen restored (Fig.3).
a Structural damage
The mausoleum has a two-tiered platform, with the tomb placed on the second tier. Of the sandstone
used for the basement decoration, the lower part of the lower basement decoration is severely
weathered by salt. Salt weathering is also observed on the upper basement, but it is less severe thanthat on the lower basement. The foundation of the building is brickwork, and it can be imagined that
this structure has a kind of capillary barrier effect. Some of the missing parts of the openwork fence
around the upper basement were replaced with bricks that are different from the original sandstone.
56

b Material decay
On the other hand, there are many tombs in this ruins area, and their collapse is remarkable (Fig. 4).
They were not destroyed by the flood of 2022, but are continuously being destroyed, but the lack ofbudget and the sheer number of tombs make restoration impossible. The destruction of the surrounding
tombs is very similar to that of the tombs surrounding Mian Noor Muhammad Kalhoro Graveyard.
Quba Mir Shahdad Talpur is located on a slightly elevated area, but in an agricultural area, where thelevel of groundwater is quite high, and the soil is highly hydrous. Salt weathering and other weathering
processes are occurring on a daily basis, and it is necessary to conduct basic research on thedeterioration phenomena, causes of deterioration, and methods to deal with these problems.
In the mausoleum on the left side of Fig. 5, repair work was in progress, but the tombs inside themausoleum were significantly salt weathering on the south side (Fig. 6). This is most likely due to theentrance to the mausoleum being located on the south face, and the solar radiation and wind acceleratewater evaporation from that part of the mausoleum. Similarly, on the north face, there is a window,
which is thought to be contributing to salt weathering due to wind effects. The site manager was awareof the same problem and said that although it is not possible to completely screen the windows, hewould consider using an openwork design for the windows and shading the entrance on the south face.
c Water/flood management
According to the current site manager, since the 2022 flood, restoration has been prioritized. The
restoration policy is to use traditional materials and methods, which makes sense in terms ofauthenticity and effectiveness as mentioned above. The mausoleum whose dome collapsed due to the2022 flood (right side of Fig. 5) was repaired according to this policy, but the upper surface of thebasement was not plastered. When we asked about this point, we were told that measures were being
considered because it would soon be damaged by salt weathering. One idea is to form a capillarybarrier by digging in around the basement and building and spreading sand and gravel, but considerable
research and study is needed to demonstrate the effectiveness of such a barrier.
d Further measures to be taken into account
The southern mausoleum, which has been restored in the past, uses different materials for bonding
and filling than the original, and its construction is not as elaborate as it should be. The use of different
materials and methods for restoration from the originals should be thoroughly discussed with regard
to authenticity and effectiveness. Inexperienced restoration can lead to faults and further deterioration.
Basic research on deterioration phenomena, causes of deterioration, and restoration methods is needed.
The meteorological data for this area is only available from a distant location, which cannot be used
as a reference due to the administrative division of the area. In order to solve the problem of salt
weathering, which is constantly progressing, it is necessary to establish a meteorological observation
station at this site and also to investigate the behavior of soil moisture.

57

Fig.1 The basic structure of the mausoleum, with a
two-tiered platform. The basement decoration,pillars, beams, and dome are made of sandstone.

Fig.2 The basement is brickwork, as evidenced by
the collapsed sections.

Fig.3 The restored mausoleum which hadcollapsed in the 2010 flood.

Fig.4 Brick tombs spread out around it. The
collapse is remarkable.

58

Fig.5 The mausoleum on the right side of thephoto was restored after the dome collapsed dueto the 2022 flood.

Fig.6 Fig. 5 Lower part of the tomb enshrined in
the mausoleum on the left. Salt weathering issignificant.

59

【Ranikot】

Name of the site
Address of the site
Date of assessment
Site manager/ custodian (e.g,local NGOs)
Site access
Inspected location(s) (Geocoordinates)

Building materials
Overall degree of damage to thebuilding

Ranikot
Ranikot fort Wall, Karchat, Jamshoro, Sindh, Pakistan
28/12/2023
Two routes
Southern Wall
(25.8635539611670

67.9053826728581)

Southern Wall gate
(25.8629913992733

67.9070923531152)

Surrounding area
(25.8629913992733

67.9070923531152)

Sann Gate(25.8838348187883

67.9323848116988)

Burned bricks, Lime stone, Sand stones
moderate structural damage, heavy non-structural damage
heavy material decay

1.Overall condition of the site
- Water/flood management system (risk evaluation of water-related disaster…)
Ranikot is a vast fortress complex in the Kirthar Mountains in southern Pakistan. The defensive
walls have a total length of 35 kilometres and were built under the rule of Quba Mir Shahdad Talpur
dynasty. The fortification walls, which have solid semi-circular bastions at intervals run on threesides of the mountain ridges, while on the northern side the higher hillocks serve as a wall. The
whole architecture of the fort is restricted to stone and lime
(https://whc.unesco.org/en/tentativelists/1284/). One of the tributaries of the Indus river (SannRiver ?) originates in the Kirthar Mountains inside the fort area and passes through Sann gate andreaching Indus river at Town Sann.
2.Causes of Damage
Nawabshah station was the closest station that has rainfall records for August 2022 flood. Between
August 16 and 25, 2022, the Nawabsha Site recorded extreme rainfall of about 460 mm. Similar toother places, the record-breaking continuous high intensity rainfall which exceeded 100 mm/day forsome days might have inflicted severe damage on the fort wall and gates. It is also reported that waterflow through Sann gate was very heavy and flooding water obstructed the route for the fort guesthouseand local residency for about two to three months.
The specific damages were;60

1. Collapse/damage to old and recently restored boundary walls. Wall structure has weak
inner mud/clay mortar and relatively stronger outer lime mortar to hold the rocks. Cracks
in lime-mortar protection layers due to previous climatic conditions allow water to intrude
to the mud core of wall and resulting to collasing of the walls due to its own weight andstrong rain impact force as well as heavy rainwater splash.
2. Collapse of pathways/decks, creation of cavities and holes in structures due to saturationand loss of mud/mortar and stones
3. Erosion of basements due to poor drainage facilities that weakened structures and walls
4. Collapse of the Shah-Pere Gate: Poor surface drainage resulted in continuous water flow
along the deck to reach the gates which are located at the lowest point of the mountainridges, infiltrate to the core of the wall through cracks, and then weakened the base of thegate wall and lead to collapse completely.
3.Conditions before/after the flood
The main causes decay at Ranikot
1. pre-existing weaknesses in the wall and structures due to aging
2. Cracking of the lime-mortar protection layer and allowing water to intrude to the wall corethat was made of mud and stones.
3. Poor surface drainage and rainwater splash has resulted in hollowing out of the stone wall
and weakening the base of the walls due to water flow along the pathways.

Fig. 1 Damages to walls and basements
61

Fig. 2 Collapse of the Shah-Pere Gate and status of reconstruction

Fig. 3 Flow path of Sann river near the main gate and the eroded condition of the wall
foundation and supported by sand bags
4.Necessary measures
Resetting of loose rocks and filling of voids in walls to provide protection layers
Filling in of gullies that had developed after the heavy rains
Maintaining/build drains for water flow along the pathways
As the foundation wall of Ranikot was shallow and standing on the cliffs, they arevulnerable to heavy downpours and landslides. The weakening points to be identified andrectified.
5. Remarks on the primary source of damage
Ranikot was built in a mountainous area on the west side of the Indus River. As far as we were able
to observe in the collapsed area, the wall seems to have been constructed by piling sandstone flatstones on the ridge as a foundation and sandstone blocks as a wall (Fig.1). In addition, thepassageways for human traffic were paved with plaster mortar (Fig. 2).
62

Most of the collapsed walls are parts which had been newly restored (Fig. 3). There are two
methods of conventional restoration: piling up limestone blocks only (Fig. 4) or building a new wallwith limestone gravel (the size of a human head) and mud, and then piling up limestone blocks as adecoration on the surface (Figure 5). The latter method is similar to the one used at Kot Diji Fort.
a Structural damage
According to the site manager, the construction method of this wall is the same as that currently usedin urban areas. While maintenance is easy in urban areas, it is difficult in mountainous areas such as
Ranikot, where the castle walls ruins are long and extensive. The cause of the collapse is thought to be
the cracks in the plaster mortar at the joints of the walls and in the passageways, where rainwater
flowed in and loosened the wall structure.
b Material decay
Observing the sandstone layers that make up the ground around the walls, we see many of them broken
into sheets (Fig. 6). Considering the presence of plants such as tamarisk, which is common in Gobi, it
is assumed that there is some moisture in the soil. The climate is inland, and the daily temperature
range is extremely large. It is also important to understand how the sandstone responds to large changes
in wet-and-dry during the day and night, or to large changes in temperature.
c Water/flood management
To prevent the collapse, the following measures should be considered: (1) introduction of a structurethat prevents the restoration area from slipping by anchoring or geotextile method, (2) improvementof waterproofing on the surface of the passage, and (3) daily maintenance to check for cracks. In termsof restoration methods, a construction method that does not allow water intrusion to loosen the
structure should be considered but considering that the original wall structure is still in existence, it isnecessary to first investigate the original construction method and verify its durability. For the missing
wall sections, the wall should be strengthened, and the stones for using decoration should be bonded
to the wall so that there are no gaps.
d Further measures to be taken into accountBased on the above, it is likely that the cause of the collapse of Ranikot is the loosening of the wall
structure due to water intrusion into the wall, but age-related deterioration, including weathering overtime, must also be considered. Temperature and moisture play a major role in the deterioration of manmade stone structures. It is not appropriate to use data from nearby weather stations to determine theweather at Ranikot, a long wall. It is necessary to establish a weather station to observe temperature,humidity, sunlight, and moisture content in the wall in areas where collapse has occurred or where
deterioration has been observed over time. It is also necessary to determine the physical properties ofthe materials used in the original walls as well as those used in the new restoration, with respect tochanges in temperature and moisture content. The restoration methods, including re-examination of
the original wall construction methods, should be reexamined to devise a restoration method that will
enhance the resilience of the wall while paying sufficient attention to its authenticity.
63Fig.1 Structure of the wall. Lamination of flatsandstones and blocky sandstone piles arerecognized.

Fig.2 Plaster mortar applied to the passageway.
Slits are cut here and there for drainage.

Fig.3 Collapsed condition of the castle wall.
Scattered white limestone from the collapsed
area indicates that the area had been restored.

Fig.4 The part of the wall body constructed bypiling up only limestone.

64Fig.5 A section where the wall body isconstructed of limestone or other gravel andmud, and limestone is used for decorating
purposes.

Fig.6 Sandstone layers that make up the ground.
It is fractured into plates.

65

3D images made by photogrammetry
Fig.7
RKT_SannGa
te_elevation_
hillshade

Fig.8
RKT_SannGa
te66

Fig.9SWallGate_elevationFig.10
SWallGate_elevation+hills
hade

67

Fig.11
SWallGate68

【Makli】

Name of the site
Address of the site
Date of assessment
Site manager/ custodian (e.g,local NGOs)
Site access
Inspected location(s) (Geocoordinates)

Building materials
Overall degree of damage to thebuilding

Makli (Historical Monuments at Makli, Thatta (UNESCO))
QV2X+P6R, Makli, Thatta, Sindh, Pakistan
29/12/2023
Two routes
Shaikh Jiyo
(24.7650178395252

67.9044173314194)

Amir Muhammad Yar(24.7662777451679

67.9048046564244)

Burned bricks, Sand stones
moderate structural damage, heavy non-structural damage
heavy material decay

1. Remarks on the primary source of damage
The World Heritage Site of Makli, a vast ruins site, was located on higher ground than its surroundings,
so it was not flooded during the 2022 floods. However, strong rainfall caused some buildings tocollapse. Secondary damage included a fire in which a large amount of overgrown weeds burned after
the rainfall.

a Structural damage
Two types of Makli structures were identified: those that are mainly brickwork and those that are
mainly stonework. The brickwork structure shown in Figure 1 is still cherished by local residents as
a place of worship and is maintained to a certain extent. The brickwork of the semi-circular domes at
the four corners of the upper part of the building is piled in a complex manner to form the dome
structure (Fig. 2). According to the repairman, when building with brickwork, the bricks need to be
glued together quickly, which is why gypsum is used. A mixture of gypsum and sand is used as theadhesive. Although the solubility of gypsum in water is not high at 0.21 g per 100 g of water, it isthought to gradually dissolve and lose its function as an adhesive when exposed to rainfall for a long
period of time. The plaster-based adhesives found in Mian Noor Muhammad Kalhoro
Graveyard,Quba Mir Shahdad Talpur and Ranikot are considered to be similar to this gypsum-based
adhesive. Buildings constructed with brickwork have their surfaces finished with plaster mortar.
Plaster mortar takes a long time to cure, but once cured, it is extremely waterproof. This is due to thefact that the solubility of calcium carbonate, the main ingredient of plaster, in water after curing is
extremely small at 0.0013 g per 100 g of water.
69

The other structure (Fig.3), which is mainly built of stonework, is based on a pile of rectangular cut
sandstone measuring 15 cm x 30 cm x 40 cm (Fig.4). The wall structure consists of a layer of gypsum
as the adhesive, a layer of crushed sandstone, a layer of sandstone gravels of which the size is a fistor human head, and a layer of crushed sandstone, and it is thought that four units of this structure werestacked together to form a wall, which was then covered with cut sandstones (Fig.5). The building
collapsed in part during the flood of 2022, probably due to the loss of adhesive strength between thestacked wall structure and the sandstone quarry attached to the outside of the building over a long
period of time due to rainfall.
b Material decay
While the damage caused by prolonged heavy rainfall and its causes have been discussed above, salt
weathering is observed in the lower portions of many buildings (Fig.6). This salt weathering makes
the structures vulnerable and is one of the factors that cause rapid collapse of these vulnerable
structures when they are hit by heavy rainfall, such as in the 2022 floods. Salt weathering is a problem
not only throughout Pakistan, but also all over the world.
d Further measures to be taken into accountRestorations are currently being carried out in Makli using a variety of methods, and it seems thatsome of the appropriate methods are not being applied. The repair personnel at the World Heritage
Center in Makris were very aware of the importance of the original structure and said that they would
like to consider putting in further reinforcement as needed, while taking advantage of the strengths ofthe original structure, rather than simply repairing it neatly. A lab for repairs has been set up in theWorld Heritage Center in Makris. In the lab, they were working on researching adhesive formulations
using various types of soil (Fig.7), and testing the strength of materials (Fig.8), and so on. They wanted
to know the composition of the original adhesive using gypsum, so we received the original materials
and decided to analyze them. In addition, there are many other issues to be addressed in this laboratory,
such as the composition of the plaster mortar and the strength required for actual repair work. As in
the case of Moenjodaro, further development of this laboratory and human resource development
based here is highly expected not only for the development of repair techniques for Makli, but also forthe development of repair techniques throughout Pakistan. In addition, a meteorological observation
station, provided free of charge by Japan, has been installed on Makri site, and it is hoped that the datafrom this station will be put to good use in the future.

70

Fig.1 A mausoleum located in Makli. It is stillused by local residents as a place of worship.

Fig.2 Brickwork in the dome section of thebuilding, which is primarily brickwork.

Fig.3 The building is mainly constructed ofstonework; strong rainfall during the flood of2022 caused the building to collapse.

Fig.4 Stonework structure.

71

Fig.5 Structure of the stonework. The structure
was revealed when a collapse exposed the innerof the walls.

Fig.6 Salt weathering observed in the lower partof stonework structures.

Fig.7 Mixing tests of adhesives with gypsum as
the main ingredient. Experiments with various
soils.

Fig.8 Strength tester for measuring the strengthof adhesives. Compressive strength is used as anindicator.

72

[GoS] Government of Sindh. 2023. State of conservation report: archaeological ruins of Mohen Jo
Daro, Larkana, Sindh, Pakistan. Culture, Tourism, Antiquities & Archaeology
Department,
Government of Sindh. Retrieved December 26, 2023 from https://whc.unesco.org/document/198758
Joffroy, T. 2023. Moenjodaro UNESCO emergency mission following disastrous rainfall in
2022.
Retrieved
December
26,
2023
from
https://hal.science/hal04111785/document#:~:text=21%20%2029%20October%202022&text=The%20intensity%20of%20heavy%20rainfall,an
d%20structures%20at%20Moenjodaro%20Site

73

Author
1
2
3
4
5
6
7
8

9
10
11

Background/ Introduction
Aim of mission
Date
Delegation of Japan in the mission
Itinerary
List of personnel
Assistance in Disaster Risk Reduction & Disaster
Management Plan
Documentation/ Drone Photogrammetry
Result of Site Documentation and Damage Assessment
Drone photogrammetry

Koki MAEDA
Koki MAEDA
Koki MAEDA
Koki MAEDA
Koki MAEDA
Koki MAEDA
Koki MAEDA
Koki MAEDA
Atsushi NOGUCHI
Takayoshi AOKI/ Mitsuhiro
MIYAMOTO

Structural Damage Assessment
Training staff in Scientific documentation/ Damage
assessment
Result of Site Documentation and Damage Assessment【Moenjodaro】
1-4
5a-d【Kot Diji Fort】
1-4
5a-d【Mian Noor Muhammad Kalhoro Graveyard】
1-4
5a-d【Quba Mir Shahdad Talpur】
1-4
5a-d【Ranikot】
1-4
5a-d【Makli】
1 a, b, d

Koki MAEDA

Abdul Wahid Mohamed RASMY
Yohsei KOHDZUMA
Abdul Wahid Mohamed RASMY
Yohsei KOHDZUMA
Abdul Wahid Mohamed RASMY
Yohsei KOHDZUMA
Abdul Wahid Mohamed RASMY
Yohsei KOHDZUMA
Abdul Wahid Mohamed RASMY
Yohsei KOHDZUMA
Yohsei KOHDZUMA

Edited by Chiyuki GOSHIMA

74