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Action COST C 26
URBAN HABITAT CONSTRUCTIONS UNDER CATASTROPHIC EVENTS
WG 2: EARTHQUAKE RESISTANCE
Experimental and numerical investigations on
the Mustafa Pasha Mosque large scale model
L. Krstevska, Lj. Taskov, K. Gramatikov
University "St. Cyril and Methodius", Skopje, Republic of Macedonia
R. Landolfo, O. Mammana, F. Portioli, F.M. Mazzolani
University of Naples “Federico II”, Naples, Italy
Prague, 30-31 March 2007
The experimental and analytical investigations are a part of the
activities performed within the Sixth Framework Program
PROHITECH - "Earthquake protection of historical
buildings by reversible mixed technologies"
1. Experimental investigations on the Mustafa Pasha
Mosque large scale model
Mustafa Pasha mosque (1492), Skopje Mosque model, length scale 1:6
- The main objective of this testing was to investigate experimentally the
effectiveness of proposed reversible technology for strengthening of this
type of historical monuments.
- Bi-axial seismic shaking table in the Dynamic Testing Laboratory of the
Institute for Earthquake Engineering and Engineering Seismology in
Skopje.
-"gravity forces neglected"
modeling principle, using
the same materials as in
the prototype: stone, bricks
and lime mortar.
Instrumentation of the model
CH1 CH17
CH2
CH18
CH3
CH4 CH7
CH19
CH11
CH5 CH6
CH10 CH9 CH21 CH26
CH20
CH27
CH8 CH25
CH22
CH28
CH 12
(input) Input displacement
accelerometers displacement transducers
Testing phases:
1) Testing of the original model for low intensity level, to provoke small
damage;
2) Testing of repaired model and strengthened minaret, until total
collapse of the minaret;
3) Testing of strengthened model until collapse.
Petrovac earthquake, N-S component, SF=6 Petrovac earthquake, N-S component, SF=6
1200 3
2
600
1
0 0
-1
-600
-2
-1200 -3
0 1 2 3 4 5 6 0 1 2 3 4 5 6
time(s) time(s)
Time histories of acceleration and displacement, earthquake excitation
Petrovac, 1979, N-S component , scaled by 6
Phase 1 - Testing of the original model for low intensity level,
to provoke small damage
test excitation span of input acc acc - CH1 comment
No. the table (%g) (%g)
1 Random 5 2 20 fminaret = 4.5Hz
(0.1-50 Hz) fmosque = 8.2Hz
2 Montenegro-Petrovac N-S 5 1 15
3 El Centro 5 0.4 7.5
4 Montenegro-Petrovac N-S 10 2 20 first cracks-minaret
5 El Centro 20 4 20
6 Montenegro-Petrovac N-S 20 6 40
7 El Centro 30 6 30
8 Montenegro-Petrovac N-S 30 10 70
9 El Centro 40 9 90
Details of damage – phase 1 Response parameters - test with input intensity 10%g
original model-CH1-span30
10000
acc(mm/s**2)
5000
0
-5000
-10000
0 1 2 3 4 5 6
time(s)
original model-CH3-span30
6000
4000
acc(mm/s**2)
2000
0
-2000
-4000
-6000
0 1 2 3 4 5 6
time(s)
original model-CH17-span30
Interior
10
abs.displac.(mm)
5
0
-5
-10
0 1 2 3 4 5 6
time(s)
original model-CH19-span30
3
abs.displac.(mm)
2
1
0
-1
-2
-3
0 1 2 3 4 5 6
time(s)
STRENGTHENING OF THE MINARET
Application of CFRP wrap upon a layer of epoxy glue:
• on four sides along the length of the minaret in vertical direction;
• at four levels along the height of the minaret in horizontal direction;
• at the minaret base
Such a strengthening enabled stiffening of the
minaret and increasing of its bending
resistance
Repairing of the mosque by crack injection
Phase 2 - Testing of the model with strengthened minaret until collapse
test span input top acc. top acc. input top comment
No acc (minaret) (dome) displac. displac.
(g) (mm) (dome)
1 30 0.2 0.65 0.4 2.24 2.3
2 40 0.28 0.82 0.6 3.3 3.3
3 50 0.34 1.7 0.7 4.0 4.0 Cracks on the minaret
4 60 0.42 - 1.0 4.7 5.0 First cracks on the
mosque
5 70 0.49 - 0.88 5.48 6.4 Collapse of the minaret
6 80 0.53 - 0.9 6.1 7.5
7 90 0.58 - 1.0 7.0 8.9
8 120 0.65 - 0.96 9.1 12.4
9 150 1.05 - 1.1 11.4 14.7
10 180 1.4 - 0.7 13.9 18.8
11 200 1.5 - 0.54 15.3 22 Heavy damage of the
mosque
Collapse of the upper part of the minaret
Details of damage – phase 2
Response parameters - test
with input intensity 1.5g
input displacement (mm), SPAN 200
20
15
10
5
0
-5
-10
-15
-20
0 1 2 3 4 5 6
phase 2-CH3, top of the dome, span 200
10000
5000
acc(mm/s**2)
0
-5000
-10000
-15000
0 1 2 3 4 5 6
time(s)
phase 2-CH 19, top of the dome, span 200
30
abs.displac.(mm)
20
10
0
-10
-20
-30
0 1 2 3 4 5 6
time(s)
phase 2-CH25, span200
12
diag.deform.(mm)
8
4
0
-4
-8
-12
0 1 2 3 4 5 6
time(s)
Rebuilding of the damaged part after phase 2 testing
STRENGTHENING OF THE MOSQUE MODEL
- The main adopted principle in strengthening of the model was
that the methodology to be applied be reversible and invisible.
• Incorporation of carbon rods in two longitudinal mortar joints around the four walls at two levels ;
the grooved part of the joint was filled with epoxy resin
• Formation of a horizontal belt course at the base of
the dome by use of a CFRP wrap
• Formation of a horizontal belt course around the
tambour by applying a CFRP wrap
Phase 3 - Testing of the strengthened model until collapse
Scal. test excitation span input top input top relat. comment
fact. no acc acc. displ. displ. displ.
(g) (g) (mm) (mm) (mm)
1 random 5 f = 8.2 Hz
6 2 Petrovac 30 0.14 0.30 1.5 1.5 0
3 40 0.18 0.35 2.0 2.0 0
4 50 0.25 0.42 3.0 3.0 0
5 60 0.29 0.50 3.5 3.5 0
6 70 0.35 0.59 4.0 4.3 0.3
7 80 0.38 0.65 4.7 5.0 0.3
8 90 0.40 0.75 - - -
9 100 0.42 0.85 6.8 7.7 0.9
10 120 0.67 1.60 7.2 8.5 1.3 sliding of dome
11 150 0.87 1.70 10.6 14.0 3.4
12 180 0.82 1.55 10.0 14.4 4.4
13 200 0.90 1.70 11.0 16.0 5.0
14 230 0.80 1.3 12.6 16.7 4.1
15 random 10 f = 5.0 Hz
acce le ration - re lativ e displace me nt acce le ration - re lativ e displace me nt
re lationship, top of the dome , phase 2 re lationship, top of the dome , phase 3
1.8 1.8
1.5 1.5
a c le tio (m /s )
a c le tio (m /s )
1.2 1.2
c e ra n m **2
c e ra n m **2
0.9 0.9
0.6 0.6
0.3 0.3
0 0
0 2 4 6 8 0 2 4 6 8
re lative dis place m e nt (m m ) re lative dis place m e nt (m m )
'Push-over' curves obtained for the model in phase 2 and in phase 3
- the strength of the model in phase 3 is larger for about 60%
Phase 3 - Testing of the strengthened model until collapse
Scal. test excitation span input top input top relat. comment
factor no acc acc. displ. displ. displ.
(g) (g) (mm) (mm) (mm)
3 16 Petrovac 100 0.20 0.60 7.8 13.0 5.2
17 200 0.46 0.93 15.0 22.0 7.0
18 300 1.20 1.10 25.0 26.8 1.8
19 400 1.5 1.0 30.0 40.0 10.0
20 random 20 f = 4.4 Hz
2 21 Petrovac 100 0.15 0.40 8.4 12.0 3.6
22 300 0.75 0.70 27.0 35.0 8.0
23 500 1.00 0.80 45.0 52.0 7.0
1 24 600 0.35 0.53 58.0 75.0 17.0 heavy damage
The frequency value was more than twice lower comparing to the initially measured
frequency of 9.2 Hz, thus indicating pre-collapsing state of the model.
Detail of damage – phase 3
Heavy damage on many parts of the model was observed: many cracks developed on the
dome and on the walls around the openings. Due to the intensive shaking inclination of one
corner of the model occurred and at that part damage at the FRP belt developed.
Damage in the belt
Damage around the opening
phase 3-CH3, span600-sf1
phase 3-CH3, span300-sf3
6000
12000
4000
acc(mm/s**2)
8000
acc(mm/sec2)
2000
4000
0
0 -2000
-4000 -4000
-8000 -6000
-12000 0 5 10 15 20 25 30 35
0 2 4 6 8 10 12
time(s)
time(sec)
phase 3-CH19, span600-sf1
phase 3-CH19, span300-sf3
100
abs.displac.(mm)
30
abs.displac.(mm)
20 50
10
0
0
-10 -50
-20
-30 -100
0 2 4 6 8 10 12 0 5 10 15 20 25 30 35
time(s) time(s)
phase 3-CH25&CH26, span300-sf3 phase 3-CH26, span600-sf1
10
20
diag.deform.(mm)
5
10
diag.deform.(mm)
0
CH26
0
-5 -10
CH27
-10 -20
-15 -30
-20 0 5 10 15 20 25 30 35
0 2 4 6 8 10 12
time(s)
time(s)
phase 3-CH27&CH28, span300-sf3 phase 3-CH28, span600-sf1
6
10
diag.deform.(mm)
4
2 CH27 5
diag.deform.(mm)
0
-2 0
-4 CH28
-6 -5
-8
-10 -10
-12
-14
0 5 10 15 20 25 30 35
0 2 4 6 8 10 12 time(s)
time(s)
Response of the model during Response of the model during the
the test with intensity 1.2g, sf3 final test with intensity 0.35g, sf1
The main conclusion after the performed seismic shaking table testing of the
Mustafa pasha mosque model in phase 3 is the following:
Although the original model was not repaired after testing in phase 2, behaviour
of the strengthened model was evidently different in respect to that of the
original model. Under tests of moderate intensity, the existing cracks were
activated but during the subsequent more intensive tests, the failure mechanism
was transferred to the lower zone of the bearing walls, in the direction of the
excitation, where typical diagonal cracks occurred due to shear stress.
The formation of the horizontal belt courses enabled better integrity of the
tambour and the dome base and prevented “opening” of the dome which
was the most common reason for occurrence and prolongation of cracks in the
bearing walls.
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