Erasmus Mundus
Programme:
ADVANCED MASTERS IN STRUCTURAL ANALYSIS OF MONUMENTS
AND HISTORICAL CONSTRUCTIONS
Consortium Institutions: UNIVERSITY OF MINHO, PORTUGAL
CZECH TECHNICAL UNIVERSITY IN PRAGUE, CZECH REPUBLIC
UNIVERSITY OF PADOVA, ITALY
TECHNICAL UNIVERSITY OF CATALONIA, SPAIN
Satellite Participant: INSTITUTE OF THEORETICAL AND APPLIED MECHANICS, CZECH REPUBLIC
Title: Integrated project - St. Torcato Church
Author(s): Nicola Merluzzi, Huiyin Lee, Kuili Suganya, Iat Meng Wan
Unit: SA7
Institution: UNIVERSITY OF MINHO
Date: March 14, 2008
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TABLE OF CONTENTS 1. PROJECT BRIEF 4
1.1. Methodology 4 2. ST. TORCATO – INTRODUCTION 5
2.1. Location 5 2.2. Construction techniques and material 5 2.3. Tower description 5
3. DAMAGE SURVEY 6
3.1. Photomodeler 6 3.2. Defects typology 9 3.3. Analysis of the defects 10
3.3.1. Structural defects 10 3.3.2. Non structural defects 10
4. NON DESTRUCTIVE TEST 11
4.1. Standard penetration dynamic test – year 1998-99 12 4.2. Proposed NDT’s & MDT 12 4.3. Proposed other tests 14
5. MONITORING 14
5.1. Conclusions on the monitoring recordings –year 1998-99 15 5.2. Monitoring proposal and location 16
6. DYNAMIC IDENTIFICATION 21
6.1. Test planning and results 21 7. STRENGTHENING TECHNIQUES 26
7.1. First phase: Foundation strengthening 27 7.1.1. Subsurface conditions 27 7.1.2. Foundation strengthening technique 28 7.1.3. Micropile background 28 7.1.4. Design methodology 29 7.1.5. Introduction to piling machinery 29 7.1.6. Design and installation Data 30 7.1.7. Connection design 31 7.1.8. Installation specification 33
7.2. Second phase: Tie rods strengthening 33 7.2.1. Simplified verification 35 7.2.2. Limit analysis 39 7.2.2.1. First mechanism 40 7.2.2.2. Second mechanism 41 7.2.2.3. Third mechanism 42 7.2.2.4. Fourth mechanism - local 43 7.2.3. Strengthening design 43
7.3. F.E.M Model 48 7.4. Phase analysis 49 7.5. Truss support strengthening 58 7.6. Arches strengthening 60
8. RECOMMENDATION AND MAINTENANCE PLAN 62
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9. CONCLUSIONS 64 10. REFERENCES 66 ANNEX A – Conditions mapping 68
Observation on defects 68 Flooring cracks 68 Ceiling cracks 70 External walls cracks 71 Internal wall cracks 77
ANNEX B – Strengthening & Dynamic Identifications 79
Limit analysis calculations: overturning around base hinge-simplified approach 79 Limit analysis calculations: overturning around base hinge 80 Limit analysis calculations 81 Other possible failure mechanism after tie strengthening 83 Crack widths 84 Truss support strengthening 86 Dynamic identification 87 Sampling and acquisition 87
Left Tower (Bell Tower) 88 Right Tower 88 Front Façade 88
Diana Command files for phase analysis 89 ANNEX C – Specifications of the works 94
Specification for the strengthening of the foundations 94 Specification for the application of tie rods 98 Specification for the strengthening at the truss supports 100
ANNEX D – Bill of Quantities 102 ANNEX E – Drawings 103
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1. PROJECT BRIEF
S.Torcato church in St. Torcato village has a hybrid architectural style. This church is located about
7Kms north of Guimaraes, Portugal. This church is exhibiting severe structural problems. In the years
1998-99 there was a monitoring system installed and non destructive testing undertaken at the church
for condition assessment. Today the church authorities are planning for a strengthening of the church
under stress.
Present scenario:
From the last diagnosis report (Luis Ramos 1998-99) it is evident that the presence of the loose soil
towards the southern part of the church is creating settlements in two directions (N-S and E-W)
causing the tower to tilt and go out of plumb. This condition has caused severe cracks on the church.
The aim is to design a possible structural strengthening, to stabilize the cracks and
deformations.
1.1. Methodology
1. Visual inspection: A preliminary in-situ survey was carried out in order to understand the details
on the geometry of the structure and on the visible damages (cracks, out of plumb, material
decay) and also to identify the points where more accurate observations have to be concentrated.
2. Geometrical survey: By the use of Photomodeler software
3. Damage Survey
4. Non Destructive tests: NDT techniques can be useful for determining any one of the following
mentioned defects in the structure.
Detection of hidden structural elements, like floor structures, arches, pillars, etc.,
Qualification of masonry and of masonry materials, mapping of non-homogeneity of the
materials used in the walls (e.g. use of different bricks in the history of the building)
Evaluation of the extent of mechanical damage in cracked structures, detection of the
presence of voids and flaws, evaluation of moisture content and capillary rise, detection of
surface decay
Evaluation of Mechanical and physical properties of materials like mortar, brick and stone.
5. Design of a Monitoring system: Since vital crack patterns were found during the the preparation
of the previous report and since a progressive growth is suspected due to soil settlements, the
measure of displacements in the structure as function of time have to be collected. Monitoring
systems needs to be installed on the structure in order to follow this evolution.
6. Numerical modelling and Strengthening design:
The knowledge of the collapse mechanisms in the cases of non repaired and repaired state of
the structure would help to understand the reasons for some failures connect them to the
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construction and material characteristics and would help in arriving at more appropriate
retrofitting techniques.
7. Additional monitoring and maintenance plans
2. ST. TORCATO – INTRODUCTION
2.1. Location
The Church of St. Torcato is located in the village of St. Torcato, 7 km north from the city of
Guimarães. The church combines several architectonic styles, like Classic, Gothic, Renaisance and
Romantic. This “hybrid” style is also called in Portugal as “Neo-Manuelino”. The construction started in
1871 and still continues these days. The dimensions involved are significant: main nave has
57.5 × 17.5 m and 26.5m height; the transept has 37.1 × 11.4m; and the bell-towers have a cross
section equal to 7.5 × 6.3 m2 with, approximately, 50m height.
2.2. Construction techniques and material
The entire church is built in masonry with locally available natural granite stones and dry joints;
The wall is a three leaf composite wall;
The roof of the nave has a masonry vault ( Figure 2-1);
There is a wooden truss over the vault of the nave, which acts as a protection to the vault from
varied climatic conditions. (Figure 2-1);
The external elevation facing south has an entablature with a colonnade;
Doors and windows have arch openings (Figure 2-1).
Figure 2-1: Truss, rose window and arches
2.3. Tower description
The two towers are square in plan one each towards east and the west. The two towers are
connected by a rectangular bay, which acts as the main entrance to the church (see Figure 2-2). All
the openings of the tower are constructed out of arches. This main entrance façade facing south has a
rose window. Both the towers have stone staircase to reach till the top of the spire. The east tower
houses the church bell. The second and third level of the central rectangular bay is accessible by the
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Figure 2-2: South façade
tower stairs. The entablature colonnade, 0.65m wide, is accessible from
the roof of the third level. The second level central bay has a brick
masonry vault with stone ribs spanning east west. The third level has a
wooden truss and clay tile roof cover protecting the unfinished vault.
3. DAMAGE SURVEY
The first studies were based on visual inspections and empirical knowledge, and they were focus on
the following aspects of the material’s physical appearance, Leanings, Settlements, Deformations and
Crack pattern.
To better represent these pathologies, the creation of a 3D rendering of the all church has been
attempted and the results and problems are explained in the following paragraph.
3.1. Photomodeler
In order to have a countercheck with the in situ damage survey and a powerful tool to represent the
St. Torcato church, the software PhotoModeler® has been used.
PhotoModeler is used in the fields of architecture, engineering, construction and preservation in a
number of ways: to generate elevation drawings of existing buildings, to perform measurements of
structures, to get 3D outlines of one or more buildings for massing, sun or wind studies, and to extract
data from historical photographs. PhotoModeler can allow the professionist creating the 3D models of
the structures and measurements from photographs. It is a powerful tool especially for this latter task:
when a good quality photomodeler 3D render is implemented, the professionist can have easily
access in measuring dimensions, cracks or openings otherwise only possible with the use of
expensive scaffoldings, thus allowing easier surveying of existing structures and objects.
In fact, after the finalization of the 3D picture a high quality image can be obtained. This picture can be
rotated or scaled in order to have the object “ready to hand”. Furthermore, the program offer different
“Export Capabilities” that allows the render to be exported in a number of other work environments
(e.g. to Autodesk DXF).
Alas this powerful technique does not always work because not all the structures are suitable to be
well implemented. Unfortunately this is the case of the St. Torcato church.
By approaching this technique for the first time the first main problem that the group faced was in
choosing the appropriate locations from which the pictures should have been taken: the basic idea
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was to represent all the structure in a 3D render but it was immediately noticed from the in situ
investigation that this kind of structure would have been a quite demanding task. The area around the
church has space limitations thus it was very difficult to shot pictures with common reference points.
To perform a complete 3D rendering of an object it is also necessary to shot pictures from all
prospective (including from the top) and unfortunately the surrounding region of the church did not
allow to satisfactorily accomplishing this task.
To perform the image survey a 7.1 Mega Pixel digital camera has been used and cause to the
abovementioned problem the demand has been scaled down to a 2D rendering of the front façade.
Sometimes it is not so easy to take pictures from different directions. Photos are the basic information
for using Photomodeler. Building perfect models without adequate photos is very demanding.
In this case study, for examples, it was hard to take pictures from the ground up to the top of the
whole church. Due to the open space in front of the main entrance of the church the only workable
pictures that have been taken are the ones depicted here below (Figure 3-1):
Figure 3- 1: Pictures used for the 3D rendering
This two pictures has been taken from the two opposite angles of the front open space, as much
further as possible in order to include the whole façade, but the resultant angle between the pictures
resulted to be too narrow (Figure 3-2) and this led to low accuracy problems. This two pictures have
been used to “Reference and Orient” the church within the software.
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Figure 3- 2: Position of the camera while shooting the pictures
The front façade of the St. Torcato church is not a perfect 2D image. This leads to the problem that
not all the points can be seen in both images. Thus, in order to assess the same reference points
(points that allow the program to recognise and orientate the pictures) in both pictures the “edge”
option instead of the more accurate “line” option had to be used and that brought a higher level of
inaccuracy.
Furthermore, even though it was a 7.1 Mega Pixel resolution camera that shoot the pictures, due to
the problem explained before, their quality was not optimal. To perform an accurate 3D model for a so
ornate and florid structure, a much more professional camera is needed.
Due to the problem that all the pictures were shot from the ground, the final solution for the 2D
photomodeler rendering exclude the two tower’s roofs from the view as they seem distorted. This is a
result of not having enough pictures and thus reference points. The project was then focused only on
the 2D front façade and the final 2D rendering is the following Figure 3-3:
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Figure 3- 3: Photomodeler image output (1 pixel = 1 cm)
In which it can be seen a pretty good resolution of the cracks. This image fit the word document
report, but the real figure that the programme allows the professionist to save, is a 1 pixel = 1 cm
resolution picture. In this manner, with a good quality programme of “image viewer”, all the front
façade can be accurately scanned from the laptop and a more accurate crack survey can be done
directly by looking at the picture.
3.2. Defects typology
The following are the few problems found at the structure:
Structural problems (Figure 3-4):
1. Cracks, Open joints and Compression cracks
Non – Structural Problems:
1. Algae growth and Vegetation
2. Lime mortar Seepage marks
3. Birds
4. Vegetation
In the following part of the report we shall deal with these above-mentioned different types of
condition of the structure in detail.
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Figure 3- 4: General views of the Cracks
3.3. Analysis of the defects
3.3.1. Structural defects
There are cracks observed on walls and floors of the structure. The cracks vary from being a hairline
cracks to cracks as wide as 60mm. The observed cracks are of two types
The old cracks which are repaired in cement ( year 1998 )
Compression cracks ( mainly on the external walls)
3.3.2. Non structural defects
Lime mortar seepage marks: At many points along the stone joint of the external walls
one could see white seepage marks. This could be the
dissolution and leaching of the components of hydrated
mortars.
Phenomenon behind dissolution and leaching of the
components of hydrated mortars:
“This can be caused as a result of excessive hydration
and dehydration, i.e. through absorption, leakage, and
percolation or splashing of water. Pure waters (from water
vapour or condensation of fog) and soft waters (rainwater or melted snow and ice) contain little or no
calcium. When these waters come into contact with hardened mortar they spread through the porous
system of the material and dissolve the hydrated phases which are rich in calcium. CaCO3, the main
constituent of lime mortars and lime-pozzolana, has an equilibrium pH of 9.93 which is moderately far
from the neutral. Then, when CaCO3 comes into contact with water, it dissolves until reaching
equilibrium. If the waters also contain dissolved CO2 the solubility of the CaCO3 will be very superior.
The dissolution of the mortar binder can cause an increase in the porosity of the system and
consequently in its permeability. This decreases mechanical strength and leads to an increase of the
susceptibility of mortar to attack by other aggressive agents. Leaching of calcium salts from mortars
Figure 3-5: Seepage marks
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can also have other undesirable effects from the aesthetic point of view. Frequently, the leachate [Ca
(HCO3) 2] precipitates on the surface of the material or even on adjacent materials causing white
efflorescence of CaCO3”.
Vegetation Growth:
The ceiling of the 3rd level corridor shows vegetation growth (Figure 3-6). The presence of vegetation
in the open joint in the ceiling above the balcony may also be a sign of degenerated water proofing
layer in the roof.
Birds:
The openings of the towers have led to the presence of birds. The presence of the excreta of the birds
could become a cause of the deterioration of the stone members in near future.
Algae growth and Fungus:
The external walls show algae and fungus growth due to the presence of water seepage on the walls
(Figure 3-5). These are mainly found at the west façade of the West Tower and the North façade of
the east Tower.
Figure 3- 6: Vegetation growth and algae
4. NON DESTRUCTIVE TEST
NDT (non-destructive test): is a specialized technical inspection methods which provide information
about the condition of materials and components without destroying them. NDT can give hints to
irregularities within the historic masonry structure, which is often inhomogeneous.
NDT or MDT offer possibilities to:
Border problem areas
Determine hidden dimensions
Investigate variations in type and quality of materials
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Reliable statistical evidence of the material extractions and investigations
During the preparation of the report in the year 1999 there was a standard penetration test which was
done for the characterization of the soil. The details of the test are described in the next paragraph.
4.1. Standard penetration dynamic test – year 1998-99
To represent the characteristics of strength and deformability of soil, standard penetration test was
carried out in 31 locations for a depth of up to 8m around the tower and up to 4m at the transept area.
The result of the test showed that at the vicinity of the tower the presence of layers of soil from landfill
earth with extraordinarily low mechanical properties was found (Figure 4-1).
Figure 4- 1: Soil profile
4.2. Proposed NDT’s & MDT
As a follow up of the previous investigations, this year (2007 – 08) a study of the present condition of
the structure has been undertaken. After several site visits and detailed visual investigations of the
present condition of the structure, the following non-destructive testing methods are proposed.
The non-destructive plans are proposed with the aim to determine the following:
Presence of voids
Soil characteristics
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Timber quality assessment
Hence to acquire the above mentioned details it is necessary to carry out appropriate tests to get the
relevant data and values. It is also proposed to carry out two tests respectively for every proposed
aim, for more accuracy. The following tests are proposed:
1. Finding of presence of voids: Sonic wave test and Georadar test
Presence of white marks found at the joints of the external wall surface suggest that there could be
loss of the inner core, it is proposed to carry out the sonic wave test and georadar test to ascertain if
there are voids present within the three leaf stone wall.
Sonic wave test: Sonic test is a powerful method to obtain information on the conditions of a structural
element through the interpretation of velocity and attenuation. The velocity distribution is an indication
of the material’s elastic property distribution. Low velocities indicate in-homogeneity of the material.
Geo-radar test: The method is based on the radiation of very short single sinusoidal cycle
electromagnetic impulses (<1 ns) generated by a transmitting antenna, which are reflected at
interfaces of materials with different dielectric properties.
The reflections are recorded with the receiving antenna by moving both transmitter and receiver along
a profile on the surface of the tested element under test.
Facts to be considered:
If the sonic wave test & georadr test prove the rpesence of voids, it is proposed that grout injection
with appropriate material composition –which are compatible with the stone masonry’s mechanical
and visual character - needs to be carried out to fill the voids.
The other factor to be considered during injection is the quality control of the grout. The consolidation
of the wall by injection needs to be carried out with low pressure in order to ensure no damage to the
structure.
2. Timber quality: Resistograph, manual hammer, Pilodyn test
The quality of the timber truss at the 2nd level of the tower by a visual inspection looks to have no
deterioration or damage. But to ascertain the quality of the timber with values and tests it is proposed
to carry out the above-mentioned test to ascertain that the timber truss is safe and not under any
deterioration.
Manual hammer test could be carried out to approximately decide on the possible weak points on the
beams and rafters by determining the quality of sound.
Resistograph test could be carried out to find the resistance, decay, voids etc., within the timber
member. This is a minor-destructive test because of the drilling of a small portion of the timber
member; nevertheless the wood will only be insignificantly injured, and the drilling hole closes itself
due to a special drilling angle that was customized for the drill bit.
Pilodyn can also be used to detect decayed wood near the surface and the density of the piece.
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4.3. Proposed other tests
1. Evaluation of mechanical properties: few non destructive, minor destructive and destructive
tests are to be carried out, to find the Young’s modulus, strength, surface hardness, Poisson ratios
etc.. These values are required for the analysis of the structure. The destructive tests wil not affect the
structure because they will be carried out on surplus materials from the same quarry.
The destructive and minor destructive tests are proposed because generally the NDT’s doesn’t give
the required information and has its own limitations; it is also proposed to carryout the following tests
on samples procured from the same quarry where the stones of the church were quarried:
a) Ultra-sonic test
b) Compressive test
c) Surface hardness test
2. Soil Characteristics: Standard penetration test
SPT is recommended essentially for collection of disturbed sample to obtain baseline soil property
interpretation. This test would also provide us the information on soil penetration resistance.
Important criteria to be taken into account for carrying out standard penetration tests are:
The number and location of the test to be carried out
Depth of the penetration for the collection of the sample
During the SPT, it must be possible to take disturbed and undisturbed samples (using split barrel-
sampler) which would be used for further laboratory tests to be carried out by the soil specialist to find
information on the following: soil classification, structure, consistency, texture, moisture content in the
soil, organic content, water table level, chemical properties of the soil, pH value, bearing capacity,
grain-size distribution, plasticity, and compaction characteristics.
3. Recording the foundation detail ( Trial pit ):
Since the type of foundation is not known, and this plays a vital role in the understanding of the
structure, it is proposed to carry out a trial pit close to the outer plinth of the tower to ascertain the
type, depth, material etc., of the foundations.
5. MONITORING
The monitoring and instrumentation for historical building can enable to know if the damages (cracks)
are changing with applied force and environmental influences. The stability is evaluated on the basis
of geometrical measurements of the shape and position of objects, structures or structural elements
and mutual spatial relations of structural parts separated by the defect. In most cases, the movements
in the vicinity of cracks are measured.
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Influence of Temperature and Moisture:
Moreover, it is important to measure the vertical and horizontal movements of structure. Since the
movements will be influenced by the temperature fluctuations, the temperature inside and outside the
building should be measured. In some cases, the measurement can be used for checking the
temperature sensitivity of the instruments. Many building material are also sensitive to moisture
changes. The volume of some construction material, such as wood, can change significantly with
humidity difference. Normally the interior and exterior relative humidity is measured together with the
moisture content in the building material. Finally, if the structural dynamics properties are measured
for the building, some climatic parameters such as wind speed, direction and fluctuation should be
measured together with the vibration effects.
As mentioned earlier in the report, during the year 1999 there was a report prepared after the installion
of some monitoring devices by team of experts.
Following, the position of were the monitoring systems was installed is reported (in accordance with
the previous report):
a. Crack monitoring
b. Tilt recording
c. Displacement recording
5.1. Conclusions on the monitoring recordings –year 1998-99
Crack monitoring:
The Crack-meters located on 14 different locations determined that the cracks were active (Figure 5-
1).
Figure 5- 1: Crack meters
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Tilt monitoring
Using a Clinometers installed one in each tower the angle of the tower was measured. From this test it
was noticed that slope of the towers of the order of 2 × 10-5 rad (Figure 5-2).
Figure 5- 2: Tilt meters
Displacement monitoring
Using an optical Theodolite – total station the displacement of the towers, floor and arches of the nave
had been recorded. The results of the recording were as follows:
• the bell towers are tilting with transverse displacements;
• the inclinations are of the order of 8 × 10-4 rad for the left tower and 12 × 10-4 rad for the right
tower
• the arches in the main nave and the ground floor showed vertical deformations.
5.2. Monitoring proposal and location
After the analysis of the damage survey mapping recorded of the Church over this session, the
following proposal for the monitoring systems to be installed for recording and monitoring the condition
of the church is given.
The following features were considered while the locations of the sensors and Crack-meters were
finalized:
the sensors, Crack-meters and tilt-meters recordings are interdependent on each other for
understanding and analyzing the recordings;
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the recordings of the sensors are dependent on the locations, because the values of the
recordings change significantly with the sunlight falling directly over the sensors;
location of the crack meter depend very much on the understanding of the crack pattern and
the structural movement;
Cost plays a vital role, because each of the above mentions equipments are highly expensive,
and the numbers significantly affects the cost of the project.
Crack meters: The Crack-meters (Figure 5-3) are used for cracks
measurement. The Crack-meters are to be mounted across joints or cracks
by installing a pair of anchor stems. Pre-positioned holes are to be drilled on
each side of the crack or joint. The Crack-meters are to be assembled onto
the pair of anchors and extended to allow for the expected direction and
magnitude of movement. The expected resolution is up to 0.025% FS. The
specification can be referred to Soil Instrument.
Locations of the crack meters: for deciding on the number of sensors & meters and their location the
following understandings of the structure are highlighted:
1. the deep severe cracks on the walls of the nave denote that the towers are getting detached
from the main nave and settling towards the south direction;
2. the cracks on the ceiling of the first level and the cracks seen of the walls of both first and the
second level support the fact that tower is also settling and splitting in east-west direction;
3. because of the settlement occurring towards the south end of the church, the towers are
tilting.
Hence, with reference to the above mentioned points, the following locations to fix the crack meters
were decided
One crack meter on the east wall of the nave at the level 2
One crack meter on the west wall of the nave at level 2
Two crack meter along the two cracks on the south internal wall at level 2
One crack meter at the parapet crack on the south external wall at level 2
One crack meter on the south internal wall at level1
Tilt meters: Tilt meters are used for measurement of vertical movement of the church. They can be
cable free and be directly fixed to the church. An analog/digital converter and digital radio is integrated
into the tilt meters. The resolution of the equipment is ± 5mm/meter sensor. The range is ± 2.5
degrees. The specification can be referred to Soil Instrument.
Locations of the Tilt meters: Since the tilts are found on the tower it is proposed to place one tilt
meter at each tower.
Temperature sensor: The accuracy expected is about ± 0.04% FS. The temperature sensors are to
be located in a way that the internal building temperature and the external ambient temperature can
be recorded. There is a need to place one temperature sensor along with the tilt meters too.
Moisture sensor: Operation of the sensor depends upon the adsorption of water vapour into a porous
Figure 5.3: Crack
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non-conductors "sandwich" between two conductive layers built on top of a base ceramic substrate.
The moisture sensors are to be located in the manner that the internal building humidity level and the
external environment humidity levels are simultaneously recorded.
Locations of temperature and moisture sensors: The locations of these sensors are directly related with the location of the tilt meters and presence of
the sunlight. Following are the decided locations:
One temperature sensor each along with the two tilt meters
One temperature and humidity sensor outside at the balcony of the second level to capture
the external ambient temperature and humidity
One temperature and humidity sensor inside the building at the level 1, to capture the internal
temperature and humidity.
Data-logger and Receiver: The radio logger needs to operate as the hub of a static collection system
(Figure 5-4). It has to be collecting readings from radio sensors directly, or via repeaters, storing them
in non-volatile memory.
The system has to allow utmost flexibility in methods of powering the unit, as well as a variety of
choices on retrieving data. The handheld receivers have no storage capacity, but by direct connection
to a laptop it should allow data to be recorded.
Figure 5-4: Datalogger
The data logger needs to be combined with Net-Site web based software to allow password protected
Internet access to near real time data from large or small projects.
Data-logger reads up to 100 sensors
Output via RS232 or GSM (SIM required)
20 channel handheld receiver (RS232 output)
Comes with CF Loggit communication software for loggers
Comes with CF Receiveit communication software for receivers
Location of the data logger: The criteria on which the location of the data logger was decided are as follows:
Location of an existing power socket
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Closer proximity to maximum number of monitoring systems proposed
Hence it is proposed to locate the data logger box at the west wall of the nave on level 2 (Figure 5-5
and Figure 5-6).
CM 01
CM 03
CM 04 CM 05
CM 02
CM 06
TM 01 TM 02data logger
LEVEL - 3 PLAN
LEVEL - 2 PLAN
PROPOSED LOCATION FOR THE MONITORING SYSTEM - S. TORCATRO CHURCH, PORTUGAL
CM 00 - CRACK METER 6nosTM 00 - TILT METER 2 Nos
T 00- TEMPERATURE SENSOR 2 noTH 00 - TEMPERATURE & HUMIDITY SENSOR 2 no
DG 00 - DATA LOGGER 1 No
DT
W 00 - ANENOMETER 1 no
T 1 W1
TH 1
TH 2
N
A
ADrawing to be read in realation to the Section drawing
T 2
Figure 5-5: Monitoring system - Plan view
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CM 02
CM 04
CM 03
CM 05
W1
data logger DT
PROPOSED LOCATION FOR THE MONITORING SYSTEM - S. TORCATRO CHURCH, PORTUGAL
SECTION - AA True Scale Drawing to be read in realation to the Plan drawing
LEVEL - 1
LEVEL - 2
LEVEL - 3
CM 00 - CRACK METER 6nosTM 00 - TILT METER 2 Nos
T 00- TEMPERATURE SENSOR 2 noTH 00 - TEMPERATURE & HUMIDITY SENSOR 2 no
DG 00 - DATA LOGGER 1 No W 00 - ANENOMETER 1 no
Figure 5-6: Monitoring system – cross section
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6. DYNAMIC IDENTIFICATION
A dynamic investigation on the two towers and the main façade of the St. Torcato church has been
carried out with the supervision of Prof. Luis Ramos and PhD Rafael Aguilar with the aim to perform a
preliminary analysis to study the dynamics parameters (natural frequencies, mode shapes and
damping coefficients) in order to assist on further and complete modal identification analysis of the
structure.
As the towers have their first mode shapes in the x-y plan (plan view), it was decided to measure
accelerations only in this plan. In the case of the façade, only out-of-plane vibrations (y direction) were
measured.
For the present analysis, output-only tests (or ambient vibration tests) were used to estimate the
modal parameters. These experimental techniques only take the measurements of the response to
estimate the modal parameters. Therefore, the excitations are unknown or unmeasured. Ambient
excitations and the bells ringing were used to excite the structure.
Four piezoelectric accelerometers were used to measure the vibrations. Basically, the accelerometer
is one spring mass damper system which produces signals proportional to the acceleration in a
frequency band below their resonant frequency.
The ADC used for this study reads at a minimum of 2000 points per second (sampling frequency of
2000 Hz). As the computer can only read digital signals, it demands the converting of the analog
signal into digital signal, the so called digitalize process. In this process, the resolution depends on the
available number of bits used to digitalize the signal.
6.1. Test planning and results
Before going to the field, a preliminary test plan was prepared. In the case of the towers, the sensors
were installed in its upper part, the part with higher amplitude of movements. As the ADC available is
only capable to read four accelerometers at the same time and it was planned to measure
accelerations in the four corners and in two directions, three setups measurements were carried out.
More information about the scheme of the setups for both towers and the front façade are presented
with Figures and pictures in Annex B. The sensors disposal allows distinguishing the bending modes
shapes from the torsion mode shapes. In the case of the front façade, the sensors were installed over
the balcony floor. All sensors were located along the transversal edge in the direction y. Due to lack of
time, just one setup measurement was carried out. A scheme of the works and a brief explanation of
the methodologies used are presented in Figure 6-1 and 6-2.
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Figure 6- 1: test in the Tower: (a) measuring points and (b) setups description.
The sensors disposal allows distinguishing the bending modes shapes from the torsion mode shapes.
Figure 6- 2: Scheme of works in the front façade: plan view
The conclusions of these preliminary results are the following: for the Left tower it has been possible
to observe a first group of stable poles around 2 Hz and a second group of less stable poles from 9 Hz
to 20 Hz (Figure 6-3). On average and for all the setups, it has been possible to identify four close
frequencies at 2.13, 2.61, 2.83 and 2.92 Hz. The average damping factors for the three setups are
1.03%, 1.03%, 0.73% and 0.9%. The first frequency corresponds to a mode moving in the x direction,
while the second, the third and the fourth modes correspond to movements in both x and y directions
(Figure 6-4).
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Figure 6- 3: Stabilization diagram of setup 1 (left tower)
Figure 6- 4: First Mode shapes of the left tower.
For the right tower it has been possible to identify two groups of poles: a first one with stable poles
around 2 Hz and a second one with less stable poles between 9 and 20 Hz (Figure 6-5). On average
and for all the setups, it is possible to identify three closer frequencies at 2.14, 2.62 and 2.85 Hz. The
average damping factors for the three setups are 1.0%, 0.9% and 1.0%. The first frequency
corresponds to a mode moving in the x direction, the second correspond to movements in the y
direction and the third one corresponds to movements in both directions (Figure 6-6).
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Figure 6- 5: Stabilization diagram of Setup 1 (right tower)
Figure 6- 6: First mode shapes of the right tower.
For the Front façade it has been possible to observe that there are two groups of poles, the first one
around 4 Hz and the second one over 10 Hz (6-7). It has been possible to identify four closer
frequencies at 2.58, 2.93, 4.06 and 4.34 Hz. The damping factors are 2.2%, 2.5%, 6.4% and 7.3%.
The mode shapes are depicted in Figure 6-8.
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Figure 6- 7: Stabilization diagram of front façade
Figure 6- 8: First mode shape of front façade
More details about the dynamic identification can be assumed from a previous report1.
A F.E.M. model (the same used for the strengthening purpose – see chapter 6) has then been used to
check these preliminary results. The obtained results for the first 5 modes are shown in Table 1.
MODE FREQUENCY GEN. MASS PARTICIPATION1 0.7200 0.9749 81.17902 0.8648 0.9577 57.05103 2.5152 0.9374 147.83004 2.8555 0.9765 33.82905 4.6150 1.1329 -1.2692
Table 1: Frequencies of the first mode shapes
The first two modes are strongly affected by the stiffness properties of the soils, while the following
modes have the same magnitude of the in situ test. The deformed shape of these modes shapes is
shown in Figure 6-9.
1 L. Ramos, R. Aguilar, “Dynamic identification of St. Torcato’s Church:Preliminary tests”, Guimaraes, 2007
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Figure 6- 9: Mode shape 3, 4 and 5
These shapes cannot be compared with the ones obtained from the dynamic identification. The afore
measurements, calibrated with the two towers, the front façade and the F.E.M. model gave no similar
results in terms of mode shapes. Further calibration of the model should be carried out. The
encountered differences might be due from the not complete F.E.M. Model (the transept part is
missing) and the local dynamic identification carried out. As a matter of fact the following step of the
dynamic identification should be to estimate the frequencies of the whole church by a global and
spread position of the accelerograms.
7. STRENGTHENING TECHNIQUES
The strengthening proposal for the St. Torcato church consists in different phases and should aim at
the following steps.
Leading all the intervention, the installation of an accurate monitoring system has to be achieved. This
system must satisfy all the needs for further analysis on the structure (e.g. for calibration purposes)
and must remain active during and after the strengthening intervention. The strengthening must then
started from the consolidation of the foundations: this is the main problem that affects the structure
due to the irregular stratigraphy and the loose constitution of the soil. This step must then be followed
by a period of monitoring only to check if the structure has been correctly stabilized. A correct design
for the consolidation of the foundation of the St.Torcato church should prevent any further settle of the
structure thus to avoid any further damage.
The following steps proposed in this report are practices that have to be taken into account only if the
strengthening of the foundation does not fulfil the expected results. These unexpected behaviours
should easily come out from the monitoring system outputs.
After all the works have been done, the monitoring system should be kept active for the following
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years.
7.1. First phase: Foundation strengthening
As mentioned in the earlier part of the previous study of St. Torcato Church (Ramos, 1999), differential
settlement was detected on the both towers and façade (Figure 7-1). The differential settlement was
the main cause of the cracks on the façade and other parts of the church.
The reasons for settlement are probably due to the uneven consolidation of soil layers. In this section,
foundation strengthening method for solving this different settlement will be proposed wherein the
existing foundation will be strengthened by micropile.
Figure 7- 1: settlement contour of the church (Ramos, 1999)
7.1.1. Subsurface conditions
It was mentioned that the soil strata consists of five to six layers. Starting from the superficial layer of
the soil strata, the soil type is described as (a) transported soil with organics (b) decomposed granite
(c) organic soil (d) cohesion less decomposed granite (e) decomposed granite with boulder (f) bed
rock. (Ramos, 1999) The thickness of each layer is shown in Figure 7-2. It can be seen that the
thickness of first four layers is not much different. Special attention should be paid to the layer of
decomposed granite with boulder. This layer is characterized as thick and non-uniform one. The
thickness varies from 4 m to 8 m (under the tower). It may create the uneven consolidation problem.
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Figure 7- 2: Soil Strata for St Torcato Church (Ramos, 1999)
7.1.2. Foundation strengthening technique
Different types of foundation strengthening techniques have been examined for the suitability of
foundation repairing. Three major types of strengthening are sorted out: namely, underpinning
(enlargement), grouting and micropiling. Effectiveness, minimum intervention and environmental
cleanness will be the important factors for the choice. A comparison of suitability is listed.
Effectiveness Minimum Intervention Environmental
Cleanness
Underpinning ●● ● ●●
Grouting ●●● ●● ●
Micropiling ●●● ●●● ●●●
The highest score is micropiling. It is considered to be the best method since it fulfils all three criteria.
The method is simple and quick. The effectiveness can be easily checked by proof load test of the
piles. The disturbance during construction is minimized.
It can be concluded that micropile is the best method to be used in this project.
7.1.3. Micropile background
Historically, micropiles appeared in Italy in early 1950s for repairing historical building and monuments
that had sustained damage, especially after World War II. The system is reliable because it provides
the support for structural loads with minimum movement and disturbance to the existing structure. The
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strengthening can be performed in many ways:
To prevent the structural movement
To upgrade load-bearing capacity of existing structures
To repair deteriorating or inadequate foundations
To add scour protection in bridge foundation
To raise the deformed structure to the original position
To transfer loads to deeper strata
7.1.4. Design methodology
A proper design for foundation system should include:
Determination of foundation load in kN/m
Selection and determination of capacity of individual pile
Determination of pile spacing
Layout of the pile group
It should be emphasized that a successful and economical design is based on detailed understanding
of the soil under the structure, for example, the strength and compressibility of each soil type.
Unfortunately, due to lack of these types of soil exploration in this study, a preliminary and
conservative approach is adopted. The following assumptions are made:
The pile foundation is end bearing pile which is socketed into the bedrock directly
The bedrock is unweathered granite with unconfined compressive strength of 100 MPa
The deformation of pile in the rock is negligible
7.1.5. Introduction to piling machinery
A hydraulically driven steel push pier system manufactured by Magnum Piering, Inc. may be used to
repair the existing foundation (Figure 7-3). This system consists of steel brackets attached to the
existing footings. A hydraulic ram capable of exerting up to the required force on the steel pier is
attached to the bracket. Dead load from the existing structure is used as a reaction to drive the piers,
which can be high strength steel pile and helical steel member.
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Figure 7- 3: Hydraulically driven steel push pier system
(courtesy of Magnum Piering, Inc.)
7.1.6. Design and installation Data
Determination of pile capacity:
The ultimate capacity of a pile is limited by the structural capacity of the pile and the capacity of the
surrounding soil/rock to support the loads transferred from the pile. In this case, the capacity of pile is
controlled by the soil/rock capacity and it is computed on the basis of bearing capacity of rock.
The capacity of pile is determined as follows:
The bearing capacity of bed rock, qt, which is unweathered granite in Portugal commonly, is assumed
to be 100 MPa. For the solid steel pile of 15 cm diameter, the cross section A is 177 cm2.
The bearing capacity for pile Q = qtA = 1767 kN
The foundation load and pile spacing for the different parts of the church is calculated as follows:
For Nave:
Dead load = 23 m (height) × 1.2 m (outer wall) × 25 kN/m3 = 690 kN/m
For a pile capacity of 1767 kN, the spacing is 1767/690 = 2.55 m (2.6m)
Steel pile: 15 cm diameter length @ centre to centre spacing of 2.6 m
Total pile for Nave = (18.78/2.55) × 2 = 16
For the tower:
Dead load of one tower = 33000/20 = 1650kN/m
For a pile capacity of kN, the spacing is 1767/1650 = 1.07 m (1m)
Total pile for towers = 19/1 × 2 = 38
Two additional pile is installed at the corner of each tower. Total pile number = 38+2 = 40
For the façade:
Dead load = 23 m (height) ×1.2m (outer wall) × 25 kN/m3 = 690 kN/m
For a pile capacity of 288 kN, the spacing is 1767/690 = 2.55 m (2.6 m)
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Total pile for façade = 14.54/2.55 = 6
The layout of pile location is given in Drawing FS01.
Because the pile is designed with rock socket length of 1m, the pile length varies along with layer of
bed rock layer from the nave to the façade direction, namely from 8 m to 11 m. The pattern of each
pile is given in Drawing FS02.
It is clear that an extensive number of pile (totally 40) is required for strengthening the towers, which
are the heaviest part of the church. Actually, the pile and soil forms an integrated stabilization mass.
For the optimizationg pile purpose, the pile in the lateral part of tower will be installed with an
inclination angle of 20 degree to the vertical (see Drawing FS02). This part of inclined pile will provide
lateral capacity to resisting any load due to structural movement.
It should be noted that this foundation strengthening design is conservative. For a more realistic and
economic one, understanding of mechanical behaviour of each type of soil is necessary. A complete
soil exploration test is then required.
7.1.7. Connection design
The success of design depends on the good connection of the wall and foundation system. According
to the manufacturer of Magnum Piering, Inc. (Figure 7-4), three type of connections are recommended
for use, namely, single bolted connections, double bolted connections and triple bolted connections.
The triple bolted connection is used for heavy duty load. An 18mm bolt full pattern connection is used,
corresponding to the design wall loading (Figure 7-5). For this setup, the Magnum Piering bracket is
secured using 12 mm diameter - 140 mm long expansion bolts extending into the side of the footing.
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Figure 7- 4: Pile Wall Connection Detail
(From: Magnum Steel Push Pier Technical Reference Guide)
Figure 7- 5: Bolt Setup from Magnum Piering Bracket
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7.1.8. Installation specification
A summary of the micropile specification is given as follows:
1. General: Necessary measures must be provided for protection of church
2. Setting Out: Locating the position of piles
3. Scope of Works
Site Formation
Supply and installation of piles
Cutting the piles to cut-off preparation of pile wall connection
Carrying out standard pile load test
4. Material
Steel pile
Metal Connection
Grout
5. Site and Adjacent Properties
Subsoil data
Underground Services and Adjacent Properties
6. Drilling Operation
Rock Coring
Rock socket length
Rock head existing in the soil layer
Inspection of Pile excavation
7. Standard Load Tests
Understanding of the load capacity after installation
At least 1.5 working load must be applied for testing
The detailed information of the installation specification is given in the Annex B.
7.2. Second phase: Tie rods strengthening
Taking into account the analysis and the justifications of the pathologies encountered so far and the
detected main problems of the church (splitting onwards of the façade and tilting outwards of the
towers), we decided to carry out a structural analysis to propose another intervention.
As mentioned at the beginning of this chapter, the tie rods strengthening proposed hereafter has been
studied as a solution to be applied only if the strengthening of the foundations does not give its
desired results (to be checked with the monitoring system).
In order to begin the analysis the full load analysis have been carried out by deducing it from the
previous report. The loads acting on the structure are the followings:
The self weight;
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The weight of the pyramid roof equal to 587 kN, that correspond to a distributed load on each
wall of 28.25 KN/m (and a horizontal thrust of 2.84 kN/m);
The weight of the reinforced concrete that serves as pavement for the landing at the
bells level equal to 259.2 kN, again simulated through a vertical distributed load
of 9.0 kN/m, on each wall;
The weight of the coverage of the nave, with timber structure roof, and tiles cover, simulated
through a vertical uniform load of value of 6.5 kN/m, distributed in the central width area of the
facade;
Due to the lack of information about the total weight of the bells, an additional vertical load has
been admitted of 2.0 kN/m2, simulated by a vertical action uniformly distributed in each wall of
3.6 kN/m.
In Figure 7-6 is represented the subdivision of the main façade of the church with regarding to its
height.
8.7 m
8 m s = 1 m
10 m s = 1.4 m
18.6 m s = 1.4 m
4.4 m s = 1.54 m
H tot = 49.7 m
Thickness of thetower walls for eachlevel:
Height in which the tower hasbeen subdivided:
Figure 7- 6: Front elevation
The first hand calculations carried out to evaluate the safety of the structure taken into account some
preliminary hypothesis.
By knowing the east-west tilting movement of the towers, the first assumption to calculate a first
dangerous kinematism for the church was to believe no connection between the lateral walls (red in
Figure 7-7) and the orthogonal walls of the towers.
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Figure 7- 7: Schematization of the front façade for the first collapse mechanism
As cracks already occurred in the structure, there is no point to look for the satisfaction for the safety
verification with regards to the DLS, but it is better to focus on the ultimate limit state verification of the
local mechanism (which is MANDATORY), in order to assure the safety with respect of the collapse.
This verification can be developed through the criteria of simplified verification with structure factor q
(so called linear kinematics analysis).
7.2.1. Simplified verification
The verification is satisfied if:
⎟⎠⎞
⎜⎝⎛ +≥
HZ1.51
qSa
a g0
* This is the demand parameter to be compared with the capacity parameter
where: q is the structure factor assumed equivalent to 2, Z is the height of the centre of the masses
that generate horizontal forces on the elements of the kinematic chain and H is the height of the whole
structure.
The parameter related to the zone of the municipality of the ST.Torcato has been extrapolated from
the latest draft of the portuguese national zonization.
By following this path, the main results and the elevation of one of the red walls depicted in Figure 7-7
are showed here below:
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N1 = 20 kNN2 = 64.8 kNN3 = 146.75 kN
W1 = 169.4 kNW2 = 1001 kNW3 = 200 kN
A wall band 1 meter wide is considered, in the original configuration. The hypothesized kinematism is
given by a rotation of the whole wall around the hinge A. This simplified approach should then be
followed by the rotation around the hinge individuated by the point where the reacting section ends,
whose amplitude (distance ti) can be determined by limiting the maximum stress in the most
compressed edge to the value σc = 2 MPa (for the granite compressive properties)
Considering the following loads:
The kinematism is a simple rotation; therefore the VWP is reduced to a simple rotation
equilibrium of the horizontal and vertical forces around to the hinge A. The equilibrium is
satisfied if:
(1)
And the factor for which this relation is satisfied is the following:
RS MM =
032.00 =α
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∑∑
=
=
⋅
⎟⎟⎠
⎞⎜⎜⎝
⎛
=
1,
2
2
1,
*
iixi
iixi
Pg
P
Mδ
δ
=⎟⎠
⎞⎜⎝
⎛ +≥HZ
qSa
a g 5.110*
∑=
=
1
*
iiP
gMe
===∑
=*
0*1
0
0*
eg
M
Pa i
iα
α
The spectral acceleration is :
M* = 130.4 kN
e* = 0.799 m/s2
a0*/g = 0.040 g
Where: is the participant mass
is the fraction of the mass participant to the kinematism
0.040 g is the capacity curve parameter
0.096 g is the demand curve parameter
The verification is then not satisfied because the capacity parameter is below the demand parameter:
With the same simple assumptions a more defined analysis has been carried out by refining the
macro elements in which the wall has been divided and introducing a tie force T
(red in the following picture) that aid to structure not to collapse. Here are the basic
calculations:
A wall band 1 meter wide is considered, in the original configuration. The
hypothesized kinematism is given by a rotation of the whole wall around the hinge
A. This hinge is individuated by the point where the reacting section ends, whose
amplitude (distance ti) can be determined by limiting the maximum
stress in the most compressed edge to the value σc = 2 MPa.
gg 096.0040.0 ≤
N1 = 20.00 kNN2 = 20.00 kNN3 = 18.51 kNN4 = 20.96 kN
W1 = 169.40 kNW2 = 651.00 kNW3 = 350.00 kNW4 = 200.00 kN
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α0 = 0.095M* = 112.3 kNe* = 0.760 m/s2
Capacity a0* = 0.125 gDemand a0* = 0.093 g
Verified
By inserting the tie rod and evaluating the force that allows satisfying the equation (1) with a α value
corresponding to the PGA of the municipality zone (0.08g), the force of each of the two tie rods has
been evaluated of : Fties = 97.33 kN which corresponds to a diameter of about 23 mm.
But due to the very restrictive assumptions (no connection between the orthogonal walls) this
procedure cannot be enough to evaluate the Force at which the tie rods should be subjected.
Hereafter a new approach is explained, in which the connection between the walls is taken into
account by simulating a triangular mass that all detached from the main body (Figure 7-8).
Considering this behaviour (more likely to occur with respect to the other) the final
verification says that there is no need to insert any strengthening between the
towers. A reason for this solution may be found by considering the massive weight
of the structure. Moreover, the associated triangular shape in the figure, which
represent a portion of the orthogonal walls (which work in their plane) bring more
stabilizing mass to the behaviour and thus more safety.
With the same procedure, the following result can be obtained:
Figure 7- 8
α0 = 0.051M* = 51.80 kNe* = 0.862 m/s2
a0* = 0.580 ga0* = 0.117 g
CapacityDemand
Verified
Overturning Point B:
α0 = 0.038M* = 100.44 kNe* = 0.782 m/s2
a0* = 0.474 ga0* = 0.103 g
CapacityDemand
Overturning Point A:
Verified
α0 = 0.101M* = 21.02 kNe* = 0.933 m/s2
a0* = 0.118 ga0* = 0.098 g
CapacityDemand
Overturning Point C:
Verified
α0 = 0.011M* = 112.3 kNe* = 0.760 m/s2
Capacity a0* = 0.014 gDemand a0* = 0.093 g
Overturning Point O:
Not Verified
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Another possible mechanism that can arise, but less important with respect to the high stiffness of the
body “tower” is showed in the Annex B.
7.2.2. Limit analysis
A more refined approach to assess the level of safety of the structure has been carried out by
conducting a limit analysis.
Considering the seismic vulnerability of churches, the use of local models appears not only the easiest
way to follow but also the most correct. Contrary to the modern buildings, which behaviour as single
unit being created with vertical elements (pillars) and horizontal (beams) perfectly connected, the
historical buildings are usually the result of continuous transformations and each phase is carried out
with different materials or techniques and is not completely scarfed with the existing.
Thus the designer must divide the church in macroblocks defined as "part constructively
recognizable and accomplished of manufactured goods, which may coincide with an identifiable part
(also in the architectural and functional aspect, e.g. façade, apse, chapels); it is usually formed by
several walls and horizontal elements connected to each other to form a block which is considered as
an unitary constructively part, although generally independent and not linked by complex
Construction". The main macroblocks individuated for the St. torcato church are showed in the
following elaborations and they are mainly be evaluated by considering the actual crack pattern of the
church and its predictable movement.
The seismic collapse of a building wall will typically occur due to loss of balance of portions of the
structure, rather than overcoming a tensional limit state resistance. For each macroelement all
possible collapse mechanisms must be identified, each obtained by transforming the structure,
introducing plans fracture, in a kinematics of rigid blocks rotating or flowing to each other. Evaluate the
masses and related centres of gravity of each block, as well as any other internal or external forces to
the system, for the seismic verification is to calculate the multiplier horizontal limit collapse;
This can be done by giving the system the state of infinitesimal movement associated with kinematics
and applying the virtual work principal.
The typical collapse mechanisms are determined, on the base of the observation of the collapse
modalities of the existing buildings, collected in abacuses divided depending on different construction
typologies and the determined mechanisms are schematized with kinematic models, based on
equilibrium conditions, which provide a collapse coefficient for the elementary mechanism, i.e. the
seismic mass multiplier that leads the element to failure.
A range of index had been elaborated (Lagomarsino et al., 1997) for assessment of damage produced
by the earthquakes (e.g. Umbria and the Marches), based on sixteen indicators, each representative
of a possible kinematic mechanism of collapse for the different macroelements The combined
assessment of the level of damage and of the construction characteristics allows quantification,
through an index, of the damage produced by the earthquake and definition of a vulnerability index of
the church.
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In the case of the St.Torcato church three main dangerous global kinematism and one local
kinematism has been identified, all related to the crack pattern survey explained in the previous
chapter (other secondary mechanisms, such us the partially overturning of the towers, have been
discarded cause of their not likely chance to occur – see Figure 7-9). These kinematism are explained
in the following paragraphs. In all the subsequent iteration it has been assumed that the sinking of the
church due to the loose soil is avoided.
Figure 7- 9: Rejected mechanisms
7.2.2.1. First mechanism
Figure 7- 10: First macro block mechanism
The first kinematism which has been identified is the one concerning the main crack in the front
façade (Figure 7-10). The tilting of left tower may lead to an overturning of the selected macro block.
The calculation shows the overall safety of the mechanism, most likely due to the massive proportion
of the macroelement that, with its own self weight, is able to counteract the horizontal inertia forces.
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Acting with the same procedure explained in the previous paragraph the results are the following:
α0 = 0.186M* = 4343.7 kNe* = 0.947 m/s2
Capacity a0* = 0.197 gDemand a0* = 0.063 g
Verified
With an overall safety factor of
7.2.2.2. Second mechanism
Figure 7- 11: Second macro block mechanism
The second kinematism which has been identified is the one concerning the specular crack in the
front façade, the one spreading eastwards from the rose window (Figure 7-11). The tilting of right
tower may lead to an overturning of this particular macro block. Here again the calculation shows the
overall safety of the mechanism, most likely due to the massive proportion of the macroelement.
Acting with the same procedure explained in the previous paragraph the results are the following:
3.13
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α0 = 0.184M* = 4254.5 kNe* = 0.953 m/s2
Capacity a0* = 0.193 gDemand a0* = 0.086 g
Verified
With an overall safety factor of
7.2.2.3. Third mechanism
Figure 7- 12: Third macro block mechanism
The third kinematism which has been identified is the one concerning the possible detachment and
consequently inwards overturning of the whole front façade due to the cracks that arise in
correspondence of the first window of the both lateral walls (Figure 7-12). Here again the calculation
shows the overall safety of the mechanism, even with a lower safety factor compared with the other
two more likely mechanism. Acting with the same procedure explained in the previous paragraph the
results are the following:
α0 = 0.164M* = 8830.1 kNe* = 0.968 m/s2
Capacity a0* = 0.169 gDemand a0* = 0.087 g
Verified
2.24
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With an overall safety factor of
7.2.2.4. Fourth mechanism - local
Figure 7- 13: Fourth macro block mechanism (local)
The fourth kinematism concerns the possible local overturning of the tympanum (Figure 7-13 c shows
this mechanism contemplated as a higher mode in the F.E.M. model). This architectonic element
seems to be well connected to the massive wall just behind it, thus the mass of this component helps
in defining the overall safety of the tympanum relating to its local overturning:
α0 = 0.205M* = 339.1 kNe* = 0.982 m/s2
Capacity a0* = 0.208 gDemand a0* = 0.123 g
Verified
With an overall safety factor of
7.2.3. Strengthening design
To have an estimation of the total force at which each tie rod will be subjected the following main
assumption has been taken into account: the strengthening of the foundation is not fully effective and
the church keeps sinking in a most likely slowly manner.
By knowing the tilting of the left tower (the most tilted of the two) depicted in the previous report on the
St. Torcato church, the angle on which this tower is rotated has been evaluated and the resultant
horizontal force calculated by geometrical meanings. The measure of the tilting of the towers had
been evaluated through a pendulum installed at the intrados of the top slab of each tower. Thus the
measures reported here after are representing the tilting configuration as measured in 1999. This
1.94
1.69
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devices had been removed during the same year and to have a better estimation and knowledge
about the behaviour of the towers the group proposed to bring back a tilt meter device in order to have
new measures after 10 years (Figure 7-14).
Tilting of the left tower
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
-0.05 -0.03 -0.01 0.01 0.03
Displacement [m]
Hei
ght [
m]
displ [m] H [m]0.0000 2.09900.0018 4.04900.0060 4.56200.0081 4.78800.0086 6.88500.0099 9.12200.0067 11.24800.0032 13.08000.0028 14.8940-0.0031 16.8130-0.0009 17.2660-0.0331 26.9490-0.0295 28.7780-0.0336 34.2620-0.0382 35.7060-0.0407 37.1590
Figure 7- 14: Description of the tilting of the left tower
The red trend line illustrated in the picture allowed the evaluation of a tilting angle of about 0.095° and
the rough evaluated force came out to be about 75 kN. The strengthening procedures (the design
drawings are reported in the Annex B) consist in two pairs of tie roads, one for each longitudinal
direction. Thus each tie rod takes half part of the calculated force.
In the following pages the design of the tie rods and the steel carpentry will be discussed.
As already mentioned, the strengthening procedure consists in applying four tie rods: two of them in
direction east-west to constrain the two towers, and two in direction north-south to constrain the main
façade from the overall tilting. In the following, only the design of the most stressed tie rod will be
showed.
For the granite with which the church has been built a tensile strength of ft = 100 kN/m2 can be
assumed, according to the simplified table in the Eurocode 6.
For the design of the tie plate (design drawings in Annex E) we assume a circular stainless one:
Parameters: Lateral surface of the cone : 2.27 m2
Circular radius : r1 = 0.125 m
( ) =+⋅⋅= RrlSl 1π
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Bigger Radius of the cone: R = 0.725 m
Diagonal length of the cone: 0.85 m
Thickness of the wall: s = 1.4 m
An example for the circular stainless steel plate can be seen in the following Figure 7-15.
Figure 7- 15: detail of the tie plate
After the proposed georadar inspection, possible injections may be needed to locally strengthen the
part of the wall where the tie plate will be placed.
The following formulas show the maximum tensile stresses tolerated by the masonry wall by the
subsequent mechanism:
cohesion of the masonry: 80.11 kN
Tearing: 160.22 kN
Punching/ friction : 91.8 kN
where :
- friction f = 0.4
- weight above the tie W = 450 kN/m2 due to the weight of the wall above the position of
the tie: H = 18 m with a density γ = 25 kN/m3.
The maximum tensile stress tolerated by the masonry wall is the minimum between the above
mentioned mechanisms: 80.11 kN
The maximum force calculated for each ties is : F = 37.5 kN < 80.11 kN
Thus the verification for the granite stone masonry wall is satisfied.
Hereafter, an alternative solution for the tensile stress in the masonry wall can be described by the
formula:
where:
- σ is the stress due to the part of the wall above the tie
- tan ø can be considered equal to 0.4 (in favour of safety)
where A is the area of a single stone where it is hypothised to place the steel plate.
( ) =+−= 221 srRl
=⋅⋅⎟⎠⎞
⎜⎝⎛ += tfssrT
211 π
( )( ) =⋅⋅++= tfsrRrT2
22 112 ππ
( ) =+= 13 2rsfWsT
( ) == 321max ;;min TTTT
tiesr τφστ ≥⋅+= tan2.0
AFties
ties =τ
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From the previous equation the following result can be obtained:
τr = 380 kN/m2 > 75 kN/m2 = τties Verified
Hereafter the design of the stainless steel tie will be described:
The steel used for the strengthening purpose is a stainless steel (AISI 316L). This choice is mainly
due to the fact that most of tie rod will be subjected to the environmental condition and the must avoid
corrosion that leads to expansion and thus damages.
Considering a yield strength for the stainless steel of 220 MPa the dimension of the tie rod can be
evaluated:
1.705 cm2
We can then calculate the minimum diameter for each stainless steel tie rod: dmin =1.47 cm
But considering the long term load effects that can be originated in tie rods subjected to pretty high
stress level (they can begin to constantly deform if subjected for a long period to a tensile stress of
60% of their yield stress) it is better to increase this dimension up to 3.5 cm. Doing so a reasonable
safety factor is taken into account and it can be evaluate by the ratio of the effective tensile stress in
the ties and its design yielding value:
ft = 38.98 MPa < 220.00 MPa
with a corresponding safety factor of 5.64
Considering now the heating and cooling of the ties:
The objective of the strengthening is not to bring back the tower together in their original position, but
to avoid their progressive tilting. Following this idea the strengthening measure will be a passive one
and the initial stress that will be applied to the ties will be very low, as a magnitude of 5 Mpa.
Bearing in mind that the tie must guarantee a traction force of 37.5 kN, during their installation phase
they will be heated, and their successive thermo elongation will guarantee a more easy installation
between the tie plates.
As the length for the ties in both direction will be of approximate 30 m, due to structural reasons of
ease of formal construction to be correctly implemented, the rods will be formed by several pieces,
appropriately linked with turnbuckle. This unions may be also implemented to able to tighten the rods,
if necessary. An example is depicted in Figure 7-16.
==y
ties
fF
A
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Figure 7- 16: Example of turnbuckle
The position of the tie rods will be so that they will be hidden from the outside view (Figure 7-17); the
transversal tie rods (between the 2 towers) will pass for their full length inside the church and above
the vault (in which the assess is restricted to the maintenance personnel only) while the longitudinal
rods will be partially external but they will lie above a cornice that will hide them (Figure 7-18).
Figure 7- 17: Hidden position of the tie rods (dashed red), above the lateral cornice
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Figure 7- 18: Position of the tie strengthening in a 3D prospective
Furthermore the solution with stainless steel plates (partially hidden in this case) perfectly integrates
with past interventions in most traditional stone or brick construction.
Furthermore, the installation of the tie rods in the proposed position should allow the instauration of
even less dangerous kinematic mechanism such the ones proposed in Figure 7-19 (Lagomarsino
et.all, 1997) which are also less likely to occur.
Figure 7- 19: Possible mechanism after the position of the tie rods
7.3. F.E.M Model
To carry out the analysis, we used a FEM model carried out by professor Luis Ramos in 1999 during
his previously studies on St. Torcato church, by using the programme Diana. To have a better
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knowledge of the behaviour of the structure, the 3D model took into account the main façade and all
the nave. The zone of transept, the latest part of the church to be constructed with different techniques
(in reinforced concrete) has not been considered because it is not connected to main nave, thus it
does not influenced the rest of the structure.
An old version of this programme has been used to elaborate this model and due to this fact we
encountered many warnings that have been repaired in order to be able to modify the original model.
The Finite Element Method model allow both the behaviours linear and non linear of the materials and
the structure modelled is mainly subjected to vertical forces due to the self-weight. In order to imitate
the presumed possible real problem of the structure (settlements of the soil), the model include five
different types of soils which parameters have been evaluated by the civil engineering staff of the
university of Minho2. The characteristics of these kind of soils have been already discussed in chapter
7.2.
In order to simplify the analysis we let the loads to be activated all in the same time, not taking into
account the construction phases the led this part of the church to be constructed in more then 50
years.
The material non linearities introduced in this model are representative of the real behaviour of the
granite: the non linear tensile behaviour has been considered for the material and a reduced value for
the tensile strength of ft = 0.2 MPa and for the Fracture Energy Gf = 0.05 Pa.m. As stated in the
previous report, this low value of Fracture Energy represents a measure of the ductility-frailty ratio of
the material and more precisely, this value represents a material with a high frailty level.
7.4. Phase analysis Starting from the previous F.E.M. model, a phase analysis has been conducted by means of different
models, each of them with slightly difference characteristics.
Bearing in mind that the strengthening of the structure with tie rods is only the second step of the total
strengthening intervention, the basic idea of the phase analysis conducted with the software Diana is
to see what happens in the overall behaviour of the structure if the strengthening of the foundation is
not working properly. This effect has been modelled with a 1% increment step of the actual measured
displacement of the base nodes.
The first pace of the analysis was to evaluate the displacement at the base nodes by using a non
linear analysis that takes into account the interaction soil-structure. For this purpose the original model
has been used, but it needed to be corrected because modelled with a previous version of Diana.
After being adequately revised, the base displacement (settlement) have been tabulated and the crack
pattern by meanings of principal strains (phase 1) is depicted in Figure 7-20:
2 See: “Relatório de prospecção geotécnica junto ao santuário de S.Torcato, Processo LEC 79/97, Laboratório de Engenharia
Civil da Universidade do Minho, Guimarães, 1999”
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Figure 7- 20: Results of the phase 1 by meanings of maximum principal strains (cracks) for: front façade
(top left), back façade (top right), top vault (bottom left), bottom vault (bottom left)
In Phase 1 the loads and the interface elements are activated. Once the actual crack pattern has been
established and (theoretically) the foundation strengthening shows its ineffectiveness, to model the
following step, the reinforcement has been introduced (the command files are reported in the Annex
B).
Phase 2 is used to represent the behaviour of the structure after the application of four stainless steel
tie rods. These new elements are introduced in phase 2 and their positions can be seen in the
following picture. The longitudinal reinforcement cannot be seen clearly because of its superimposition
with the contours’ structure. Transv 1 and Transv 2 are the transversal reinforcement (from bottom to
top) and Long 3 and Long 4 are the longitudinal reinforcement (from left to right) (see Figure 7-21).
Main external crack Main internal
crack
Main crack on the top of the vault
Main crack bottom vault
kPa
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Figure 7- 21: Position of the tie roads (assonometric and top view)
Phase 2 is the application of 10 steps for a resultant overall displacement of 10% of the total
displacement resultant from the Phase 1. Thus this assumption takes for granted that after the
strengthening of the foundation the whole structure keeps sinking for a tenth of the overall settlement.
The ten steps procedure is to establish the effectiveness and the stress history of the tie roads.
The actual picture of the width of the main crack of the front façade can be represented by the
following charts (Figure 7-22) that show, by meaning of the integrated area under the curve, the width
of the crack and its opening during the steps of the sinking. In the chart, the distance is the length
between the measured points between which the crack arises, while in the ordinates, the principal
(maximum) strains are reported.
The trend of this crack (Figure 7-23), from the beginning of the sinking behaviour of the structure until
nowadays, is depicted in the following chart. It is important to compare the maximum value found
through the F.E.M. model (approximately 2.1 mm – all the values and charts are reported in the Annex
B) and the real crack width measured in situ: the first is approximately ten times smaller than the
latter. This phenomena could be caused by a not accurate calibration of the model or from the very
quick settlement of the church in the loose soil.
Long 3 Long 4
Transv 1 Transv 2
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ALL Steps
0.0E+00
1.0E-04
2.0E-04
3.0E-04
4.0E-04
5.0E-04
6.0E-04
0 1 2 3 4 5 6distance [m]
ε (P
1)
50% 60% 70% 80% 90% 100%
Figure 7- 22: Main crack widths in the front façade
History of the opening from 0 to 100%
0
0.5
1
1.5
2
0% 20% 40% 60% 80% 100%Steps [%]
wid
th [m
m]
Figure 7- 23: Opening history for the main crack of the front façade (0-100%)
The Phase 1 is the common phase for all the following elaborations.
In Phase 2, in which the ties have been applied, the crack widths have been monitored and the trend
of its behaviour is depicted in Figure 7-24, in which a stabilization can be noticed:
History of the opening from 0 to 110%
0
0.5
1
1.5
2
0 10 20 30 40 50 60 70 80 90 100 110Displacement [%]
wid
th [m
m]
Figure 7- 24: Opening history for the main crack of the front façade (0-110%)
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Hereafter some representative steps are depicted to show how the ties behave during the application
of the new load called displacement in the Diana data file.
The stress history for increments from 1% to 10% of the settlement for the tie rods can be shown by
meaning of axial force (Forces in kN, bearing in mind that the section of the tie rods are 35 mm
diameter stainless steel bars). In the first evaluated model, the ties Long 3 and Long 4 have been
(erroneously) inserted from one node in each tower to another node on the other end of the lateral
wall (as shown in Figure 7-25).
Figure 7- 25: End node for Long 4
According to this scheme, the final graphs of the axial load are depicted in the following Figure 7-26:
Axial Force variation
0.0
0.5
1.0
1.5
2.0
2.5
3.0
1 2 3 4 5 6 7 8 9 10
Load increment [%]
Axi
al F
orce
[kN
]
Bar1 Bar2 Bar3 Bar4
Figure 7- 26: Axial load versus increasing load steps of Transv 1 (left) and Transv 2 (right)
Long 3 and Long 4 are mainly unstressed, while Transv 1 and Transv 2 have very low axial force. The
increasing value of the axial load while increasing the settlement was obvious and expected, but the
significance of the results was not. The obtained values are in fact unpredicted first because of the
almost null value for the Long 3 and 4 and latter because they are going in an opposite way with
respect to the limit analysis. But the reason is also obvious: the limit analysis and the F.E.M. model
Truss element
highlighted
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are based on different assumptions, the strongest of which is to consider the foundation infinitely stiff
in the first and flexible in the latter. It can be noticed that the longitudinal reinforcements are practically
unstressed, conflicting with the previously hand calculation.
These results are not satisfactory for the strengthening purpose and the reason for these obtained
values can be found in the deformed shape of the structure (Figure 7-27):
Figure 7- 27: Deformed shape due to the loose soil
In the way the tie rods have been modelled they are unloaded because they follow the structure in its
sinking behaviour, not finding any other possible restraint which in reality is borne by the thick and stiff
transept walls.
A further model has been developed by fully clamping the end of the trusses Long 3 and Long 4. A
node within the lateral wall has been selected as restraint and this of course brought high
concentration of stresses that induced big cracks as depicted in the following images by meaning of
principal maximum strains, for each increment of displacement (Figure 7-28 and Figure 7-29):
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ALL Steps
-1.0E-03
1.0E-03
3.0E-03
5.0E-03
7.0E-03
9.0E-03
1.1E-02
1.3E-02
0 1 2 3 4 5distance [m]
ε (P
1)
1% 2% 4% 8% 10%
Figure 7- 28: Main crack widths in the arch
Figure 7- 29: Maximum principal strains ε (P1)
The highest value of the crack width at this restraint nodes has been evaluated in about 30 mm and its
dangerous opening behaviour linearly increases with the settlement of the church (Table 2):
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History of the opening from 100% to 110%
0
5
10
15
20
25
30
35
100 102 104 106 108 110Displacement [%]
wid
th [m
m]
Phase 2 Step10 110% Area
node X distance Princ strain =position [m] [m] εmax width crack
16511 1.82E+01 0 0.0006770 0.018891316447 2.12E+01 2.98 0.0120000 0.014070516445 2.33E+01 5.02 0.0018000 32.9617 mm Figure 7- 30: Arising crack at the supports and maximum value
All history of the crack opening at this node, by meaning of crack width charts, can be found in the
annex B. To better represent the behaviour of the tie system, a model of the whole church would be
needed. Cause of lack of time and knowledge of the software, to avoid local phenomena as such the
abovementioned high stress at the end of the lateral wall, two fixed nodes has been introduced in the
second phase of the analysis. At each of these two nodes, a tie rod has been anchored (Figure 7-31).
The position of these nodes has been evaluated by determining the actual position of them by
meaning of deformed shape (with “actual” the position after 100% of the settlement is intended).
Figure 7- 31: Deformed shape and maximum principal strains
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As it can be seen from the pictures above, the tie rods are restrained in an “imaginary point” outside
the structure; as the F.E.M. model is built only from the façade to the end of the nave, an important
interaction with the transept is missing. In the real situation, the reinforcement placed in the proposed
position would find its fasten right in this element and act as designed.
The introduced nodes try to represent somehow the fixed constraint the walls of the transept would
bring to the nave of the church. In the following Figure 7-32, the axial forces in the tie rods are
depicted:
Axial Force variation
0.0
20.0
40.0
60.0
80.0
100.0
1 2 3 4 5 6 7 8 9 10Load increment [%]
Axi
al F
orce
[kN
]
Bar1 Bar2 Bar3 Bar4
Figure 7- 32: Axial force of the tie rods
With this configurations a maximum force of 105 kN is obtained. This leads to a tensile stress equal to
110 MPa which is less than 220 MPa, yield strength of the selected stainless steel.
The transversal tie rods never showed their effectiveness. The values of axial force found for Transv 1
and Transv 2 never confirm the results of the limit analysis hand calculation. This is mainly due
because while in the first analysis the second highlighted mechanism considered the outwards
splitting of the right tower, with the separation of the macro block from the rest of the church, in the
F.E.M. model is underlined a different behaviour which is the uniformly sinking of the whole structure.
While sinking, the truss element introduced as reinforcement bars just accomplish this behaviour. In
addition, the F.E.M. model also showed a different deformed shape which is the progressive overall
tilting in the west direction as it can be seen in the following picture and in agreement with the
monitoring of the previous report (Figure 7-33).
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Figure 7- 33: Deformation of the church in Y direction
Unfortunately, due to lack of time and sufficient knowledge about the software, a clear result would not
been possible to establish. However, the path has been undertaken, and further elaboration should be
carried out to better investigate the occurring phenomena.
7.5. Truss support strengthening
Minor important damages, but still dangerous in the overall behaviour of the structure, have been
found in the support of the roof trusses (7-34).
Figure 7- 34: Damaged supports and crack pattern
This problem may have been caused by the eccentric reaction of the truss on its support. The trusses
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only lie on a small part of the granite wall. This reduced area is confined by a sleeper made with two
roughly shaped pieces of wood. This phenomena may not be related to the deformation due to the
settlements of the structure, but most likely to the concentrated force applied that may had provoked
an overturning moment, as the same crack pattern can be seen in both ends of the structure. Another
possible phenomenon that could have led to this crack pattern is the possible deformation of the truss;
this progressive buckling (Figure 7-35) may have heightened the concentrated forces at the edge of
the supports.
Figure 7- 35: Possible deformation of the truss
The proposed intervention consists in two stainless steel tie rods of 10 mm diameter that will be
inserted in the lateral wall and they will then inject with an epoxy resin. The reaction they are going to
develop will be by meaning of friction within the granite wall. The contrast on the other end will be then
guaranteed by a stainless steel UPN 80 profile.
The strengthening intervention to be made will aim to stabilize the support from the overturning
(Figure 7-36 – the design is reported in the Annex E).
Figure 7- 36: Rendering of the proposed intervention
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7.6. Arches strengthening
Other dangerous cracks that arose from the monitoring of the F.E.M. model are the ones that affect
the vault of the main nave. Unfortunately due to the lack of time, no strengthening techniques have
been implemented in the F.E.M. model, but a possible solution is proposed hereafter.
The measurements of the crack in the intrados have been done with Diana and its width is
represented in the followings (Figure 7-37) :
ALL Steps
-1.0E-04
1.0E-04
3.0E-04
5.0E-04
7.0E-04
9.0E-04
1.1E-03
1.3E-03
1.5E-03
0 1 2 3 4 5 6distance [m]
ε (P
1)
50% 60% 70% 80% 90% 100%
Figure 7- 37: Intrados arch crack width
In according with the crack of the main façade, the trend of the fracture is to increase with the
increasing of the settlement but with an higher velocity (Figure 7-38).
History of the opening from 0 to 100% of displacement
0
0.5
1
1.5
2
2.5
3
3.5
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
Steps [%]
wid
th [m
m]
Arch intradox Front façade
Figure 7- 38: Comparison of the two main cracks encountered in the structure
The configuration depicted by the model shows the formation of two hinges (Figure 7-39).
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Figure 7- 39: cracks (principal strains) and possible occurring phenomenon
Bearing in mind that after the strengthening of the foundation, the response from the monitoring
system should confirm the inactivity of all the cracks of the structure, hereafter some proposals to
avoid the worsening of the vault condition are evaluated.
Structural members with single curvature generally lose their functionality due to the formation of
hinges that promote the mechanisms of collapse. Hinges form in such masonry structures due to the
negligible tensile strength of the material. The hinges are located in regions of limited contact area,
externally to the mid plane of the vault and, as first approximation, they can be located one at the
intrados and one at extrados of the structural element.
An intervention with FRP can be proposed. As the church is a place of worship and relevant by
meaning of architectonic and artistic value, the intervention cannot be afforded to be on both sides of
the vault, but only on the extrados, where the intervention would not be visible.
FRP materials reinforcement delays both opening of cracks and formation of hinges within the
masonry structure located on the opposite side with respect to the one where the FRP system is
installed. Thus the benefits on the intrados crack could be minimum even though experimental results
may confirm the overall increment of safety for the structural element.
Moreover, the extrados reinforcement allows the arch curvature to be as such to display compressive
stress orthogonal to the FRP reinforcement (not tensile stress orthogonal to the FRP reinforcement
that enhances debonding between FRP and masonry, as when they are in the intrados).
Supplementary analysis and detailed design should be carried out for this technique (especially for
what concerns debonding and accurate anchorage). Cause of lack of time further investigations were
impossible to carry out.
As above mentioned, the proposed procedure has to be carried out only if the strengthening of the
foundation is not effective. Thus, the proposed works for the repairing of the vaults will be first the
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repointing of the cracks and then paying attention to the results that the monitoring system installed
will provide. This informations are essential for the better understanding of the modified behaviour
(active or inactive of the vault) and for any further calculation about the structural element.
8. RECOMMENDATION AND MAINTENANCE PLAN
A key factor in building restoration is Continuos monitoring. This could give a clear picture on the state
of the structure before, during and after restoration.
Hence it is proposed to monitor the cracks by constance presence of crack meters for about a year
covering all the different seasons. Monitoring the structure after strengthening for a complete cycle of
all the seasons would give a fare idea of the behaviour of the structure in various environmental
conditions. Later, according to the observations and results from the monitoring system, further period
of monitoring should be decided.
Service loads: environmental and accidental actions may cause damage to structural systems even
after a successful strengthening process. In this context, life long maintenance plays an important
role. Regular inspections and condition assessment of strengthened structures would result with a
programmed repair works and cost-effective interventions in future. Maintenance is essential because
of the cultural importance, the safety of visitors, potential natural risks and the accumulation of
physical, chemical and mechanical damage through time.
With the above objective in mind a monitoring plan for the church after the strengthening of the
structure has to take place as proposed hereafter:
The ELEMENTS to be monitored are:
Roof, Tiles, Penetrations, Timber Truss,
Rain water disposal such as drain pipes, sewage disposal,
Exterior wall surface, stone,
Connections, wall to beam junctions, external carpentry, glazing,
Interior walls, floors and ceilings, vaults, finishes,
Foundations,
Interior carpentry, Interior stairs,
Lightening conductors,
Clocks on the tower.
The PROBLEMS and CONDITION to look for in the above mentioned elements:
Cracks, loosening of pointing – Presence of any of this condition is a hint to a possible structural
movements
Dampness and water seepage marks – Sign of missing core, weakening water proofing course,
structural movement and such related problems
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Scaling or chipping of the materials – Material deterioration is a sign of degradation of the
material’s strength, parts under compression, creep etc.,
Leaching, colour change, patch marks – Chemical changes in material could be the preliminary
step to the reduction in strength of the material,
Relative humidity, temperature, light intensity – plays a vital role in preservation of the internal
artefacts, paintings etc., presence of condensation in some cases
Biological growth like vegetation, algae, fungi, etc., - conditions leading to material deterioration
Insect attacks like termite, bores etc., - Conditions leading to material deterioration
Addition of new material, object, etc., - many times it would be the cause of some localized
damages,
Change in use of the space leading to damage of the structure – Unplanned change in use could
lead for a structural damage.
Theft and vandalism.
There is also a LIST OF RECOMMENDATIONS for future healthier state of the church:
The spaces within the church may not be used as a space for storage for heavy items, without any
prior consent from the structural advisors.
Existing cracks and open joints shall not be covered with any kind of plaster or painted over for a
period until one year after the strengthening takes place. The church authorities shall consult the
concerned professional for carrying out such work after one year when the extended monitoring
period is completed successfully without any discrepancies.
No plasterwork or paintings to be done over any new cracks open joints etc., in the future. This
would let the visual inspection by the expert team who is looking for any problems.
No metal clamps nails or any such materials are to be clamped on to the wall surfaces.
The PVC pipes used as rain water pipes needs to be replaced with a better aesthetically
appealing solution, which would create no water seepage marks on the exterior walls and
eventually create any structural problems.
Provide bird repellers on the openings of the church to stop birds from entering the structure. This
would save the church interiors from the material deterioration, which might take place by the
presence of the excreta.
In later period, if any stone cleaning for the surfaces are recommended, it is proposed to use a
method which would not deteriorate, degradate or leave a stain on the material.
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9. CONCLUSIONS
A key role for the interventions on the St. Torcato church is played by the monitoring phase.
The monitoring system will be the “doctor” of the church and will better identify the pathologies
that are affecting the structure. Hence we conclude by saying that a vigirous monitoring of the
structure before, during and after the strengthening would give a clear picture on the structure
movements and condition of the structure. This monitoring would lead to a economic
strengtheing design and minimal intervention which is a vital phenomenon for any succesfulful
Heritage sterngthening project.
Micropile is most suitable for the foundation strengthening technique for historical building
among the three commonly used techniques, namely, foundation enlargement, grouting and
micropiling. A preliminary design using micropile for strengthening the foundation of church
including the length, inclination and location of the micropile is proposed on the assumption of
end bearing load transfter principle. However, due to lack of necessary geotechnical
information, the design is only preliminary one. To facilitate a more realistic and efficient
design, a complete soil exploration test is necessary for understanding the mechanical
properties of soil in different layers.
Limit analysis is a powerful tool for the detection of the most dangerous and likely kinematism
that may lead a structure to collapse. However, it might not have been enough for the
analysis, since the soil/structure interaction plays a fundamental role. Nevertheless, it was
useful to evaluate the seismic safety of the structure.
Furthermore, a F.E.M model was used to evaluate the strengthening with tie-rods. Due to the
lack of time, this analysis was incomplete. Therefore the obtained results showed as
inadequacy the proposed intervention, although it is rational to add tie-rods. This might be due
to the not high probability of the supposed phenomenon to occur (uniform and steady
settlement of the whole church). More complete and realistic analysis should be carried out,
such us modelling concentrated settlements only in some parts of the church (e.g. settlement
of the nave, while the soil beneath the façade is rigid), followed by the accurate result
analysis. A complete model of the church shall also be carried out, including the transept part.
Based on the FEM analysis, the proposed ties might not be suitable especially for holding
together the two towers as their movement is in the same direction rather than spreading
apart. But for safety reasons, in the strengthening design it was considered two parallel tie-
rods. They will be active if differential settlements will occur between the towers.
The foundation stabilization will be the major action to prevent the increasing of damage in the
arches (nave vault). However, the proposed technique of FRP’s strengthening may enhaced
their overall strength even if the intervention at the soil would not display its design capacity.
Further evaluation on typologies, correct positions and quantities should be correctly
evaluated
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Regarding the method to be adopted for repairing the cracks, a continious monitoring is a
must as mentioned earlier in the report. After a vigorous monitoring if the structure is declared
by team of experts to be safe and the settlement have stabilized, it is proposed that the cracks
be examined again. After re-examination, it is proposed only to re-point or fill the cracks with
suitable mortar of suitable strength, so the cracks doesnot lead to vegetation growth, leaching
and such other problems which would lead to further structural damage. Hence it is proposed
to let the cracks be visible to speak about the disstres the structure had undergone in the
past.
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10. REFERENCES
- A.Giuffrè, C. Carocci, “Codice di pratica per la sicurezza e la conservazione del centro storico
di Palermo”, Palermo, Laterza, 1999
- L.Baruchello, G. Assenza, “Diagnosi dei dissesti e consolidamento delle costruzioni”, Roma,
Dei, 2004
- “Design manual for the structural Stainless Steel”, Euroinox The European Stainless steel
Development Association, Building Series, Vol. 3, 2002
- S. Mastrodicasa, “Dissesti statici delle strutture edilizie”, Milano , Hoepli, 2003
- A. Giuffrè, “Sicurezza e conservazione dei centri storici- Il caso Ortigia”, 1993, Laterza editore
- SAHC 2007/2008 lectures, Unit SA3
- SAHC 2007/2008 lectures, Unit SA4
- SAHC 2007/2008 lectures, Unit SA5
- S. Lagomarsino, S. Brun, S. Giovinazzi, C. Idri, A. Penna, S. Podestà, S. Resemini, B.Rossi,
“Modelli di calcolo per il miglioramento sismico delle chiese”
- S. Lagomarsino, “A new methodology for the post-earthquake investigation of ancient
churches”, 11th European Conference on Earthquake Engineering © 1998 Balkema,
Rotterdam
- “Studio per la vulnerabilità sismica degli edifici pubblici, strategici e di culto nei Comuni colpiti
dal sisma del 31 ottobre 2002; Linee guida per gli interventi di riparazione del danno e
miglioramento sismico per gli edifici di culto e monumentali - EDIFICI DI CULTO” , Decreto del
Commissario delegato n.29 del 6.8.03
- L. Ramos, R. Aguilar, “Dynamic identification of St. Torcato’s Church: Preliminary tests”,
Guimaraes, 2007
- Miloš Drdácký, "Structural and Material Health Monitoring of Historical Objects: Situation in
the Czech Republic" Sensing Issues in Civil Structural Monitoring, Springer Netherlands,p127-
133, 2005
- Rai, Gurmeet. Deasarkar, Paromita, Technical Manual on Lime mortars, INTACH, 2005
- P. B. Lourenço, L. Ramos “Investigação sobre as patologias do Santuário de São Torcato”,
Departamento de Engenharia Civil, Universidade do Minho, 1999.
- Magnum Piering Inc., “Maginum Steel Push Pier TM Technical Reference Guide”, May, 2004.
- US Department of Transportation Federal Highway Administration, “Micropile Design and
Construction Guidelines”, June, 2000.
- E. CY YIU, “Foundation Repair: Underpinning”, Lecture Notes of Construction IV, University of
Hong Kong, January, 2007, Hong Kong
- Gue and Partners Sdn. Bhd. “Micropile Specification”, September, 2006.
- http://www.foundationtechnologies.com/
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- http://www.helicaldrilling.com/
- www. soil.co.uk
- www.slopeindicator.com
- www.gill.co.uk/products/anemometer/anemometer.htm
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ANNEX A – Conditions mapping Observation on defects
GRID & SPACES considered:
Flooring cracks
Ground Level Flooring Cracks: There are cracks found running north south on the floor at the entrance of the building at grid A, C
and E.
The width of the crack is about 3mm.
These are old cracks which have been cement pointed.
The cement pointing seems to be loosening out from its position (sign of active settlement)
Entire flooring grid A and E has been cement pointed for its open joints.
The grid B shows partly open joints on the flooring stones.
Few stone members at grid C - the middle grid show open joints along north south direction.
A B C D E
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First Level Flooring Cracks: There are three main cracks found running north south on the floor of grid C.
The width of the crack is about 10 - 15mm.
These wide old cracks have been cement pointed.
The cement pointing seems to be loosening out from its position. (Sign of active settlement )
These cracks extend on to the balcony stone railing and the walls of this floor.
A B C D E
A B C D E
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Second Level Flooring Cracks: This level has the vault of the nave. There are some plaster marks seen in the
east west direction at the junction where the vault meets the wall.
The flooring to the south of grid B, C and D as one goes outside the structure
shows severe cracks running north south at the small passage.
This crack is about 5-10 mm wide.
The crack extends on both the side walls.
There is a crack seen in the inner side of the corridor where the vault meets the
wall surface. This crack could be coz of the difference in material. This crack has been plastered
in cement.
Ceiling cracks
Ground level Ceiling Cracks: Grid A:
The staircase landing at the west of this grid shows open joint. This crack can be traced along the
voussoir stones of the arch at the door to grid B.
Grid B:
The ceiling of the grid B shows continuous cracks at the centre running east west. The
continuation of this crack can be seen along the arch until the staircase landing of grid A.
Middle bay Grid C:
Three cracks are seen along grid C along north south direction along the stone joint direction. All the cracks show repair works in cement plaster.
The cracks to the east and the west are active. We can see the cracks developing over the cement plaster and the cracks are of 2 mm wide.
A
B
C
D
E
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Grid D: The ceiling of the grid B shows two continuous cracks running east-west. The continuation of
these cracks can be seen along the arch until grid E.
Grid E:
The staircase landings at east and west shows open joints which continuous until the arch window
opening on the west wall of this grid. This long crack is a continuous one from the grid D which
runs along the arch opening, walls and the staircase soffit until the arch window on the west wall
of grid E.
First level Ceiling Cracks: This floor level ceiling is well plastered and rendered and shows no
cracks.
There are stone bands in between shows open joints in the north
south direction along the stone joints.
Second Level Ceiling Cracks: The corridor ceiling of this level shows several open joints.
There is vegetation growth seen at these open joints.
There is also water seepage through these open joints.
External walls cracks
East Wall ELEVATION: Continuous open joints and cracks (of < 5mm wide) to the centre of the wall starting from the
plinth up to a height of 6mts are found.
Cracks on grid C Cracks on grid D
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Few cracks are found splitting the material and rest other cracks are found along the stone joints.
Cracks splitting stone Cracks splitting stone
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Cracks
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South Wall - Outer Layer: Shows cracks on the entire wall surface springing from the arch voussoir stones until the
colonnade and the entablature in a diagonal pattern.
Wider cracks are found around the openings - the rose window, the main arch door opening,
entablature and the colonnade crushing the stone members.
The width of the cracks on this façade varies from 10mmm to 60mm.
The front façade is heavy damaged due to the cracks.
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West wall: there are three types of cracks observed on this wall,
namely wide open joints/ cracks, hairline open joints / cracks and
compression cracks.
Continuous wide open joints / cracks:
Continuous cracks starting from the bottom of the plinth (6mm
wide) until 6.1m height. The cracks are mostly along the stone
joints.
Hairline cracks:
Continuous cracks starting from the bottom of the arch window
at level 1 (<3mm wide) until 9m height. The cracks are mostly
along the stone joints.
Compression cracks:
There are some minor crushing cracks on the stone are found
at a height of about 5m from the ground towards the south end of this wall
Crushin
Hair
line
k
Wide
cracks
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Internal wall cracks
South wall Inner layer:
This part of the wall is the inner skin creating corridor towards the south.
This wall also shows severe cracks and open joints on the wall surface.
Ground level: here there are cracks seen just above the arch
First Level: There are multiple cracks seen on the entire length of the wall. The cracks branch into
two above the opening. The cracks are pointed in cement.
Second level: there are multiple cracks seen at this level. Many of them have been cement
plastered, the year marked is 1988. The west side crack which runs for the entire height of the
wall looks clean and fresh. This is a crack of about 8mm wide. The entire stone wall surface looks
disfigured / damaged. There is also a wide crack plastered at the junction where the vault meets
the wall.
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Left: First level cracks seen on the ceiling
and the vaulted roof.
Right: First level: Cracks seen branching out
above the rose window.
Above: first level: closer view of the
cracks above the rose window
Above left: First level entire south
wall with the cracks.
Above Right: First level relative
cracks on the floor of the same
level
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ANNEX B – Strengthening & Dynamic Identifications
Limit analysis calculations: overturning around base hinge-simplified approach
b4 = 1 m Tower roof on N3 P = 587 kN( 28.25 kN/m on every single of the four walls of the tower)
3 h4 = 8 m Landing of stairs on N2 259.2 kN( 9.00 kN/m in each wall)Roof of the main nave
b3 = 1.4 h3 = 10 m (3.6 kN/m on each wall)2 T For the landing of the stairs on N2
b2 = 1.4 h2 = 19 m Roof's nave 1 kN/m2
γ = 25 kN/m31.4 m
1 h1 =4.4 m
b1 = m
N1 = 20 kN W1 = 169.4 kN d1 = 1.027 mN2 = 20 kN W2 = 651 kN d2 = 0.933 mN3 = 19 kN W3 = 350 kN d3 = 0.933 mN4 = 21 kN W4 = 200 kN d4 = 0.667 m
alfa 0 = 0.035 ∆ xN4 = 1 m∆ xW4 = 0.902 ∗∆ xN3
M* = 1102.01 kN/g ∆ xN3 = 0.805 ∗∆ xN3
112.33 kN ∆ xW3 = 0.683 ∗∆ xN3
∆ xN2 = 0.561 ∗∆ xN3
∆ xW2 = 0.334 ∗∆ xN3
fraction of the mass participant e* = 0.760 ∆ xN1 = 0.107 ∗∆ xN3
to the kinematism ∆ xW1 = 0.054 ∗∆ xN3
spectral acceleration a0* = 0.45 m/s20.046 g
Verification with "linear" analysis (ULS)0.093 g
ag = 0.08 gS = 1.35q= 2
Z = 19.66 m Z/H = 0.4796H = 41.0 m
Momento attorno ad B:Posizionamento di T in cima al secondo livello
alfa 0= N3 = 18.5142857 kN ∆ xN4 = 1 mW3 = 350 kN ∆ xW4 = 0.778 ∗∆ xN3
N4 = 20.9642857 kN ∆ xN3 = 0.556 ∗∆ xN3
W4 = 200 kN ∆ xW3 = 0.278 ∗∆ xN3
1.54
Not Verified
0.0736
calculation of the
partecipant mass
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Limit analysis calculations: overturning around base hinge
b4 = 1 m N1 = 20 kN d1 = 1.027 m
N2 = 20 kN d2 = 0.933 m3 h4 = 8 m N3 = 18.5 kN d3 = 0.933 m
N4 = 21.0 kN d4 = 0.667 mW1 = 169.4 kN
b3 = 1.4 h3 = 10 m W2 = 651 kN2 T W3 = 350 kN
b2 = 1.4 h2 = 19 m W4 = 200 kN
1.4 m ∆ xN4 = 1 m1 h1 =4.4 m ∆ xW4 = 0.902 ∗∆ xN3
∆ xN3 = 0.805 ∗∆ xN3
alfa 0 = 0.095 ∆ xW3 = 0.683 ∗∆ xN3
b1 = m ∆ xN2 = 0.561 ∗∆ xN3
∆ xW2 = 0.334 ∗∆ xN3
σc = 1 Mpa ∆ xN1 = 0.107 ∗∆ xN3
t1 = 0.97 m ∆ xW1 = 0.054 ∗∆ xN3
t2 = 0.84 m t3 = 0.39 m t4 = 0.15 m
M* = 1102.01 kN/g 112.335 kN
fraction of the mass participant e* = 0.760to the kinematism
spectral acceleration a0* = 1.22 m/s2 0.125 g
Verification with "linear" analysis (ULS) 0.093 g
ag = 0.08 gS = 1.35q= 2
Z = 19.66 m Z/H = 0.48H = 41.0 m
1.54
Verified
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Limit analysis calculations
First mechanism:
t1 = 1.88 mdt = 3.7 m N = P = 500 kN
alfa 0 = 0.186 d1 = 10.56 m P= W = 45009 kNd2 = 7.6 m t = 4.2 m
γ = 25 kN/m3 Pt = 33825 kN λ = 0.08rea tower = 33 m2 P1= 8125 kNH tower = 41 m P2= 3059 kN M = 85357.46 kNm
M = P*0.75L + WL/3 + qH - λ (PH + QH + WH2/3)Area 1 = 130 m2 total barycentre H = 15.58 m N = 45509 kN N = P + Wthickness = 2.5 m barycentre h of tower = 20.27 m u = 1.876 m u = M/NArea 2 = 92 m2 barycentre 2 = 10.46 m σ = 3851.35 kN/m2 σ = 2N/(3 u t)thickness 1.33 m barycentre 1 = 10.53 m 3.78 Mpa
between 2 and 5 MPa
calculation of the partecipant mass M* = 42611.49 kN/g 4343.679 kN
fraction of the mass participant e* = 0.947to the kinematism
spectral acceleration a0* = 1.93 m/s2 0.197 g
Verification with "linear" analysis (ULS) 0.063 g
Security factor: 3.13ag = 0.08 gS = 1q= 2
Z = 15.58 m Z/H = 0.38H = 41.0 m
Verified Second mechanism:
t1 = 1.84 mdt = 3.7 m N = P = 500 kN
alfa 0 = 0.184 d1 = 10.24 m P= W = 43809 kNd2 = 7.8 m t = 4.2 m
γ = 25 kN/m3 Pt = 33000 kN λ = 0.08 da assumererea tower = 33 m2 P1= 7750 kNH tower = 40 m P2= 3059 kN M = 81794.34 kNm
M = P*0.75L + WL/3 + qH - λ (PH + QH + WH2/3)Area 1 = 124 m2 total barycentre H = 15.85 m N = 44309 kN N = P + Wthickness = 2.5 m barycentre h of tower = 20.24 m u = 1.846 m u = M/NArea 2 = 92 m2 barycentre 2 = 11.14 m σ = 3809.96 kN/m2 σ = 2N/(3 u t)thickness 1.33 m barycentre 1 = 10.53 m 3.74 Mpa
between 2 and 5 MPa
calculation of the partecipant mass M* = 41737.08 kN/g 4254.544126
fraction of the mass participant e* = 0.953to the kinematism
spectral acceleration a0* = 1.89 m/s2 0.193 g
Verification with "linear" analysis (ULS) 0.086 g
Security factor: 2.24
ag = 0.08 gS = 1.35q= 2
Z = 15.85 m Z/H = 0.40H = 40.0 m
Verified
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Third mechanism:
t1 = 1.58 mdt = 5 m N = P = 500 kN
alfa 0 = 0.164 d1 = 1.23 m P= W = 87818 kNd2 = 9.8 m t = 11.6 m
γ = 25 kN/m3 Pt = 66000 kN λ = 0.08 da assumeretowers 66 m2 P1= 15700 kN
H tower = 40 m P2= 6118 kN M = 138606.8 kNmM = P*0.75L + WL/3 + qH - λ (PH + QH + WH2/3)
nt façade = 314 m2 total barycentre H = 16.8 m N = 88318 kN N = P + Wthickness = 2 m barycentre h of tower = 20.7 m u = 1.569 m u = M/N
Area 2 = 184 m2 barycentre 2 = 13.9 m σ = 3234.18 kN/m2 σ = 2N/(3 u t)thickness 1.33 m barycentre 1 = 10.53 m 3.17 Mpa
between 2 and 5 MPa
calculation of the partecipant mass M* = 84980.80 kN/g 8662.67 kN
fraction of the mass participant e* = 0.968to the kinematism
spectral acceleration a0* = 1.66 m/s2 0.170 g
Verification with "linear" analysis (ULS) 0.088 g
Security factor: 1.93
ag = 0.08 gS = 1.35q= 2
Z = 16.80 m Z/H = 0.42H = 40.0 m
Verified
Fourth (local) mechanism
γ = 25 kN/m3
roof = 73.125 kN VerticaleP = 3313 kN Verticale
h roof = 8.17 mhg = 4.21 m
alfa 0 = 0.205
M* = 339.082
8.17
4.21 ∆x1 = 1 m1.72 ∆x0 = 0.515 m
e* = 0.982 m
18 m
a0* = 2.042 m/s2 0.208 g
ULS verification 0.123 gVerified
church
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Other possible failure mechanism after tie strengthening
= 2.197447 °
Rotation of the block above with respect to the block below:
Considering the density of the granite equal to:γ = 25 kN/m3
The overall weigth of the two bodies divided by the hingethat can arise is:P tot = 833.75 kNP1 = 572.9951 kN
ψ = 1 P2 = 260.7549 kNN = 589.4786 kN
h1 = 15.80676 mh2 = 7.19324 mB = 1.45 mH = 23 m
Principle of the Virtual Works: δ 1Y = 0.725 mδ 1X = 7.903 mδ 2Y = 3.043 mδ 2X = 7.903 mδ NY = 3.043 m
α = 0.4557 > 0.08 g
x = 3.197447
Verified
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Crack widths
Main crack width in the front façade
Crack width 50%
0.0E+00
1.0E-04
2.0E-04
3.0E-04
4.0E-04
5.0E-04
6.0E-04
0 1 2 3 4 5 6distance [m]
ε (P
1)
Crack width 60%
0.0E+00
1.0E-04
2.0E-04
3.0E-04
4.0E-04
5.0E-04
6.0E-04
0 1 2 3 4 5 6distance [m]
ε (P
1)
Crack width 70%
0.0E+00
1.0E-04
2.0E-04
3.0E-04
4.0E-04
5.0E-04
6.0E-04
0 1 2 3 4 5 6distance [m]
ε (P
1)
Crack width 90%
0.0E+00
1.0E-04
2.0E-04
3.0E-04
4.0E-04
5.0E-04
6.0E-04
0 1 2 3 4 5 6distance [m]
ε (P
1)
Phase 1 Step1 50% Area node X distance Princ strain =
position [m] [m] Pmax width crack11977 0.70 0.00 0.00000939 2.19765E-0511972 1.40 0.70 0.00005340 5.66500E-0511960 2.50 1.80 0.00004960 4.85100E-0511961 3.60 2.90 0.00003860 2.42162E-0511985 4.28 3.58 0.00003260 3.18550E-0512023 5.43 4.73 0.00002280 2.01510E-0512016 6.59 5.89 0.00001190 0.2034 mm
Phase 1 Step2 60% Area node X distance Princ strain =
position [m] [m] Pmax width crack11977 0.70 0.00 0.00001200 3.95500E-0511972 1.40 0.70 0.00010100 1.06590E-0411960 2.50 1.80 0.00009280 8.42050E-0511961 3.60 2.90 0.00006030 3.61542E-0511985 4.28 3.58 0.00004600 4.18025E-0512023 5.43 4.73 0.00002670 2.20093E-0512016 6.59 5.89 0.00001120 0.3303 mm
Phase 1 Step3 70% Area node X distance Princ strain =
position [m] [m] Pmax width crack11977 0.70 0.00 0.00001540 6.62900E-0511972 1.40 0.70 0.00017400 1.84250E-0411960 2.50 1.80 0.00016100 1.38710E-0411961 3.60 2.90 0.00009120 5.34661E-0511985 4.28 3.58 0.00006600 5.62350E-0512023 5.43 4.73 0.00003180 2.42741E-0512016 6.59 5.89 0.00001000 0.5232 mm
Crack width 80%
0.0E+00
1.0E-04
2.0E-04
3.0E-04
4.0E-04
5.0E-04
6.0E-04
0.00 1.00 2.00 3.00 4.00 5.00 6.00distance [m]
ε (P
1)
Phase 1 Step4 80% Area node X distance Princ strain =
position [m] [m] Pmax width crack11977 0.70 0.00 0.00001930 1.08605E-0411972 1.40 0.70 0.00029100 3.16250E-0411960 2.50 1.80 0.00028400 2.43100E-0411961 3.60 2.90 0.00015800 9.08107E-0511985 4.28 3.58 0.00010900 8.57900E-0512023 5.43 4.73 0.00004020 2.72183E-0512016 6.59 5.89 0.00000667 0.8718 mm
Phase 1 Step5 90% Area node X distance Princ strain =
position [m] [m] Pmax width crack11977 0.70 0.00 0.00002310 1.54385E-0411972 1.40 0.70 0.00041800 4.67500E-0411960 2.50 1.80 0.00043200 4.07550E-0411961 3.60 2.90 0.00030900 1.74139E-0411985 4.28 3.58 0.00020300 1.53468E-0412023 5.43 4.73 0.00006390 3.74280E-0512016 6.59 5.89 0.00000055 1.3945 mm
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Crack width at the end of the lateral wall when fixed restraint is applied
Crack width 108%
0.0E+00
2.0E-03
4.0E-03
6.0E-03
8.0E-03
1.0E-02
1.2E-02
0 1 2 3 4 5 6distance [m]
ε (P
1)
Crack width 102%
0.0E+00
2.0E-03
4.0E-03
6.0E-03
8.0E-03
1.0E-02
1.2E-02
0 1 2 3 4 5 6distance [m]
ε (P
1)
Crack width 104%
0.0E+00
2.0E-03
4.0E-03
6.0E-03
8.0E-03
1.0E-02
1.2E-02
0 1 2 3 4 5 6distance [m]
ε (P
1)
Crack width 101%
0.0E+00
2.0E-03
4.0E-03
6.0E-03
8.0E-03
1.0E-02
1.2E-02
0 1 2 3 4 5 6distance [m]
ε (P
1)
Phase 2 Step1 101% Area node X distance Princ strain =
position [m] [m] Pmax width crack16511 18.23 0 0.0000409 1.308E-0316447 21.21 2.98 0.0008370 9.199E-0416445 23.25 5.02 0.0000652 2.2281 mm
Phase 2 Step2 102% Area node X distance Princ strain =
position [m] [m] Pmax width crack16511 18.23 0 0.0001150 3.614E-0316447 21.21 2.98 0.0023100 2.443E-0316445 23.25 5.02 0.0000864 6.0571 mm
Phase 2 Step 4 104% Area node X distance Princ strain =
position [m] [m] Pmax width crack16511 18.23 0 0.0002730 7.500E-0316447 21.21 2.98 0.0047600 5.180E-0316445 23.25 5.02 0.0003200 12.6797 mm
Phase 2 Step 8 108% Area node X distance Princ strain =
position [m] [m] Pmax width crack16511 18.23 0 0.0005600 1.502E-0216447 21.21 2.98 0.0095200 1.094E-0216445 23.25 5.02 0.0012100 25.9615 mm
Phase 2 Step10 110% Area node X distance Princ strain =
position [m] [m] εmax width crack16511 18.23 0 0.0006770 1.889E-0216447 21.21 2.98 0.0120000 1.407E-0216445 23.25 5.02 0.0018000 32.9617 mm
Crack width 110%
0.0E+00
2.0E-03
4.0E-03
6.0E-03
8.0E-03
1.0E-02
1.2E-02
0 1 2 3 4 5 6distance [m]
ε (P
1)
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Truss support strengthening
span = 5.35 mWeight of the roof:
Truss = 0.3 kN/m2
Secondary beams = 0.15 kN/m2
battens = 0.13 kN/m2
tiles = 0.45 kN/m2
total = 1.03 kN/m2
Load on the truss: 5.51 kN/m
Length = 10.5 m
F = Reaction = 28.93 kN
Original support dimensions:b = 0.4 mh = 2 m
support Area = 0.8 m2
Reduced support dimensions:b = 0.4 mh = 0.2 m
support Area = 0.08 m2
The compressive stress with the truss lying on the whole support:σc = F/A = 0.036 MPa
Instead the compressive stress isσc = F/A = 0.362 MPa
The steel beam selected is a UPN 80 which W = 26.5 cm3
On this element, considering the two ties rods as supports, a distributed force act and the resultant maximum moment (in the middle of the span) is 1.45 kNmThe resultant stress is then f y = M/W = 184.62 MPa < 220 MPa
Force acting on the tie rods: 14.5 kNConsidering a 10 mm diameter (Area of 0.785 cm2)
The tensile stress of each tie rod is = 0.18 MPa < 220 MPa
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Dynamic identification
Annex B- 1: Test in the Tower: (a) measuring points and (b) setups description The sensors disposal allows
distinguishing the bending modes shapes from the torsion mode shapes.
Annex B- 2: Measuring works in the right tower: (a) typical node; and (b) DAQ system (c) balcony setup
Annex B- 3: Scheme of works in the front facade: plan view
Sampling and acquisition
For all measured points and on each test setup, 10 minutes of data were acquired and stored in an ASCII file. The
sampling frequency was 2000 Hz. For data processing, output-only estimation techniques were chosen. In the
study proposed by Prof. Luis Ramos and PhD Rafael Aguilar, the Stochastic Subspace identification method
(SSI/Ref) was used (Peeters and De Roeck, 1999). This method is implemented in the tool MACEC from the
Catholic University of Leuven. This time domain method is robust and allows modal parameter estimation with
high frequency accuracy.
The formulation and the processing will be skipped in this Report and for more information we suggest the reader
to consult a previous report3.
3 Dynamic Identification of St. Torcato’s Church: Preliminary Tests Luís. F. Ramos, Rafael Aguilar, December 2007
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To obtain better results , it was decided to study only frequencies below 5 Hz. This was done by decimating the
original data by a factor of 200.
Left Tower (Bell Tower)
A problem encountered during the measurements was the presence of the bells in the left tower (Tower bell); To
better treat the output results of the measurements the possibility of having the bells ringing has been considered
and it was decided to analyze the data in two different conditions: the first one just before the bells’ ring and the
second one considering the effect of the rings. By converting the data from time domain to frequency domain, the
procedure led obtaining the Power Spectral Density (PSD) function which gives a first idea of the values that are
most representative of the natural frequencies. Figure B-4 shows the PSD of Setup 1 for the bell tower (left tower).
As it can be seen in the figure, there is a first group of frequencies between 2 and 4 Hz and a second group
between 8 to 22 Hz.
Annex B- 4: PSD of setup 1 – Left Tower
Right Tower
In the case of the right tower, the recorded signals were not contaminated with the bells’ ringing, and so for the
statistical analysis it was decided to take into account the whole signal length. Once again, low level of excitation
during the measuring period was recorded, with an acceleration peak around 2 mg. Figure B-5 presents the PSD
of the Setup 1. As could be observed in the case of the left tower, there are two groups of frequencies: the first
one corresponds to frequencies between 2 and 4 Hz and the second group between 8 Hz to 22 Hz.
Annex B- 5: PSD of setup 1 – Right Tower
Front Façade
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Figure B-6 presents the PSD of the acquired signal. It is possible to observe that there are a significant number of
consecutives peaks starting from 2 Hz.
Annex B- 6: PSD of setup 1 – Front Façade
Diana Command files for phase analysis
PHASE 1: *FILOS INITIA *INPUT *PHASE BEGIN ACTIVE ELEMENT STRUCTURE :TO ACTIVATE ONLY THE ELEMENTS OF THE SUPERSTRUCTURE END ACTIVE *NONLIN BEGIN EXECUT LOAD STEPS EXPLIC SIZES 0.5(1) 0.1(5) :SIZE OF THE STEPS TO LET THE ANALYSIS CONVERGE QUICKER BEGIN ITERAT NO LOSS OF ACCURACY OCCURED BEGIN CONVER DISPLA OFF ENERGY TOLCON 0.001 FORCE OFF END CONVER LINESE MAXITE 100 METHOD NEWTON MODIFI : NEWTON RPHSON MODIFIED METHOD FASTER END ITERAT END EXECUT BEGIN OUTPUT FILE "Phase1" : NAME OF THE FAMVIEW FOR PHASE 1 DISPLA INCREM TRANSL GLOBAL : QUANTITIES ASKED TO DIANA TO BE EVALUATED DISPLA TOTAL TRANSL GLOBAL STATUS CRACK STRAIN TOTAL GREEN GLOBAL SMOOTH STRESS TOTAL CAUCHY GLOBAL SMOOTH STRESS CRACK CAUCHY LOCAL END OUTPUT BEGIN OUTPUT TABULA FILE "displacement_1" : NAME OF THE OUTPUT FILE IN WHICH THE DISPLACEMENT OF THE BEGIN LAYOUT SUPPORTS HAVE BEEN STORED TO BETTER CHECK THE DIGITS RESULT 10 BEHAVIOUR OF THE STRUCTURE LINPAG 5000 END LAYOUT SELECT NODES INT : SET OF THE GROUP FOR WHICH THE DISPLACEMENT HAVE BEEN DISPLA TOTAL TRANSL GLOBAL ASKED END OUTPUT *END
PHASE 2 *INPUT READ APPEND FILE="displacement.dat" TABLE LOADS : NEW LOAD APPLIED FOR THE PHASE 2 FROM 100 TO 110% OF READ FILE="new_supports.dat" TABLE SUPPOR DISPLACEMENT *PHASE BEGIN ACTIVE ELEMENT STRUCTURE TRUSS : THE STRENGTHENING TIE RODS ARE ACTIVATED
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END ACTIVE *NONLIN BEGIN EXECUT BEGIN START INITIA STRESS PHASE STEPS EXPLIC SIZE 0.01(10) : STEPS TO INCREMENT THE ORIGINAL SETTLEMENT OF 10% LOAD LOADNR=2 END START BEGIN ITERAT BEGIN CONVER DISPLA OFF ENERGY TOLCON 0.001 FORCE OFF END CONVER LINESE MAXITE 100 METHOD NEWTON MODIFI END ITERAT END EXECUT BEGIN OUTPUT FILE "Phase2" DISPLA INCREM TRANSL GLOBAL DISPLA TOTAL TRANSL GLOBAL STATUS CRACK STRAIN TOTAL GREEN GLOBAL SMOOTH STRESS TOTAL CAUCHY GLOBAL SMOOTH STRESS CRACK CAUCHY LOCAL STRESS FORCE GLOBAL : NEW QUANTITES TO EVALUATE THE FORCES ACTING ON THE TIES END OUTPUT BEGIN OUTPUT TABULA FILE "displacement_2" : STORAGE OF THE NEW DISPLACEMENT FOR THE BASE BEGIN LAYOUT (COUNTERCHCEK) DIGITS RESULT 10 LINPAG 5000 END LAYOUT SELECT NODES INT DISPLA TOTAL TRANSL GLOBAL END OUTPUT *END INITIAL.dat file KEYWORDS: PRE:FEMGEN
FEMGEN MODEL : BETA
'COORDINATES'
1 6.59167E+00 2.12108E+01 2.68550E+01
... omissis …
18016 2.50000E+00 1.77499E+01 2.68550E+01
'ELEMENTS'
CONNECTIVITY
2246 CHX60 12633 12636 12632 12637 12634 12639 12635 12638 12641 12640
… omissis …
377 CQ48I 2444 2463 2402 2405 2401 2467 2443 2447 2452 2465
3154 L6TRU 4835 8112 : TIE RODS MODELLED AS TRUSS ELEMENTS
3155 L6TRU 4346 7624
3156 L6TRU 4915 16447
3157 L6TRU 8277 16948
GEOMETRY
/ 3154-3157 / 1
MATERIALS
/ 35-70 77-82 90-95 128-159 165-169 175-179 394-2462 2464-2863 2865-3105
3107-3137 3139-3153 / 1
/ 180-215 / 2
/ 216-238 / 3
/ 239-250 / 4
/ 251-273 / 5
/ 274-309 / 6
/ 310-317 / 7
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/ 318-325 / 8
/ 326-327 / 9
/ 328-335 / 10
/ 336-337 / 11
/ 338-343 / 12
/ 344-351 / 13
/ 352-359 / 14
/ 360-361 / 15
/ 362-369 / 16
/ 370-371 / 17
/ 372-377 / 18
/ 3154-3157 / 19
::::::::::::::::::
'MATERIALS'
1 YOUNG 1.500000E+07 : CHARACTERISTIC OF THE GRANITE
POISON 2.000000E-01
DENSIT 2.500000E+00
crack 1 : INDICATES CONSTANT STRESS CUT OFF
crkval 200. :TENSILE STRENGTH Ft = 0.2 MPa
tensio 1 : INDICATES LINEAR TENSION
SOFTENING
tenval 0.002 : IS THE ULTIMATE STRAIN EPS U OF THE DIAGRAM
taucri 1 : INDICATES CONSTANT SHEAR RETENTION
beta .5 : FACTOR 0<beta<0.999
2 DSTIF 3900. 1620. : CHARACTERISTICS OF THE SOIL
DENSIT 1.000000E-10
3 DSTIF 5120. 2130.
DENSIT 1.000000E-10
4 DSTIF 8430. 3510.
DENSIT 1.000000E-10
5 DSTIF 6140. 2560.
DENSIT 1.000000E-10
6 DSTIF 6240. 2600.
DENSIT 1.000000E-10
7 DSTIF 9360. 3900.
DENSIT 1.000000E-10
8 DSTIF 19760. 8230.
DENSIT 1.000000E-10
9 DSTIF 54990. 22910.
DENSIT 1.000000E-10
10 DSTIF 45650. 19020.
DENSIT 1.000000E-10
fricti
frcval 0. 0.75 0.0
11 DSTIF 98530. 41050.
DENSIT 1.000000E-10
fricti
frcval 0. 0.75 0.0
12 DSTIF 84620. 35260.
DENSIT 1.000000E-10
fricti
frcval 0. 0.75 0.0
13 DSTIF 14970. 6240.
DENSIT 1.000000E-10
14 DSTIF 18210. 7590.
DENSIT 1.000000E-10
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15 DSTIF 42920. 1788.
DENSIT 1.000000E-10
16 DSTIF 32850. 13690.
DENSIT 1.000000E-10
fricti
frcval 0. 0.75 0.0
17 DSTIF 67530. 28140.
DENSIT 1.000000E-10
fricti
frcval 0. 0.75 0.0
18 DSTIF 56150. 23400.
DENSIT 1.000000E-10
fricti
frcval 0. 0.75 0.0
19 YOUNG 2.000000E+08 : CHARACTERISTIC OF THE STAINLESS STEEL
POISON 3.000000E-01
DENSIT 7.815000E+00
YIELD VMISES
YLDVAL 2.2000E+05
HARDEN WORK
'GEOMETRY'
1 CIRCLE 0.035 : DIAMETER OF THE TIE RODS
'GROUPS'
ELEMEN
1 BAR1 / 3154 /
2 BAR2 / 3155 /
3 BAR3 / 3156 /
4 BAR4 / 3157 /
5 TRUSS / 3154-3157/
'SUPPORTS'
/ 873-880 889-893 899-906 915-919 925-929 935-939 945-949 955-959
'LOADS'
CASE 1
ELEMEN
/ 905 /
FACE ETA1
DIRECT 2
FORCE -43.6800
…omissis…
WEIGHT
2 -10.0000
'DIRECTIONS'
1 1.000000E+00 0.000000E+00 0.000000E+00
2 0.000000E+00 1.000000E+00 0.000000E+00
3 0.000000E+00 0.000000E+00 1.000000E+00
'END'
TABLE LOADS “Displacement” input file
'LOADS' :DISPLACEMENTS OBTAINED FROM THE INTERFACE
:DISPLACEMENT INCREASE OF 100% ELEMENTS (100% - CONFIGURATION CASE 2
DEFORM AFTER PHASE 1)
873 TR 1 0.00E+00
874 TR 1 0.00E+00
…omissis… 2467 TR 3 0.00E+00 2468 TR 3 2.72E-03
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'END' TABLE SUPPORTS “new_supports” input file 'SUPPORTS' / 873 874 875 876 877 878 879 880 881 882 883 884 885 886 887 888 889 890 891 : NEW SUPPORTS (DIANA DOES NOT ALLOW TO ASSIGN DISPLACEMENT TO NODES WHICH ARE NOT CARRYING THE SUPPORTS (AS THE TOP FACE NODES OF THE INTERFACE ELEMENTS) …omissis… 2460 2461 2462 2463 2464 2465 2466 2467 2468 / TR 1 / 873 874 875 876 877 878 879 880 881 882 883 884 885 886 887 888 889 890 891 …omissis… 2460 2461 2462 2463 2464 2465 2466 2467 2468 / TR 2 / 873 874 875 876 877 878 879 880 881 882 883 884 885 886 887 888 889 890 891 …omissis… 2460 2461 2462 2463 2464 2465 2466 2467 2468 / TR 3 N.B.:THIS IS ONLY ONE OF THE METHOD TO CARRY OUT THE PHASE ANALYSIS: OTHER WAYS ARE TO CHANGE PROPERTIES OF THE INTERFACE MATERIALS, MODIFIED APPLIED LOADS, CHANGE OR DELETE THE INTERFACE ELEMENTS
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ANNEX C – Specifications of the works
Specification for the strengthening of the foundations
INDEX 1 - INTERVENTION
2 - MATERIALS TO BE APPLIED
3 - CHARACTERISTICS OF THE EQUIPMENTS AND TOOLS
4 - QUANTITIES TO BE MEASURED
5 – METHODOLOGY OF EXECUTION
5 - PROFESSIONAL QUALIFICATION
6 - SECURITY AND HEALTH
1) INTERVENTION The Contractor shall supply, install and test micropiles shown on the drawings or specified herein in
accordance with the specification
The Contractor shall allow for all necessary operations including scaffolding, handling equipment,
tools machinery etc necessary for expeditions handling of the work.
Setting Out: the Contractor shall be required to employ an approved licensed surveyor who will set up
the positions of the piles as shown in the pile layout plans of the detained design. The Contractor shall
be responsible for the accuracy of location and positioning of each pile.
Any errors in the setting out and any consequential loss to the Employer will be made good by the
Contractor to the satisfaction of the Engineer.
Tolerances. Position: the pile heads shall be positioned as shown on the Drawing within a maximum
deviation of 40 mm in either direction from correct centre point.
Verticality: the maximum permitted deviation of the finished pile from the vertical at any level is 1 in
150. The contractor shall demonstrate to the satisfaction of Engineer the pile vertically is within the
allowable tolerance.
Correction: should piles be installed outside these tolerances affecting the design and appearance of
structure, the Contractor shall propose and carry out immediate remedial measure to the approval of
the Engineer
Person in charge. The piling work is to be carried out by full time operators and supervisory staff who
must be experienced in the installation of the proposed type of piles.
The Contractor shall submit to the Engineer for approval, written evidence to show that the persons
who will be engaged in the works have had such experience.
The equipment and accessories must be capable of safely, speedily and efficiently installing piles.
Scope of work The contract comprises the provision of all labour, materials, tools, plant etc necessary for the
following work
a. Supply and installation of pile foundations to carry the loads as specified in the drawing
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b. Preparation for site earthwork, such as excavation and construction waste management
c. Cutting the piles to cut off levels specified and preparation of the pile head
d. Carrying out standards load test as specified
2) MATERIALS TO BE APPLIED
Steel pile: The type of steel pile, the diameter, grade, yield strength and stress shall be as specified or
as shown on the Drawing.
Grout: The grout mix design such as the water-cement ratio, the minimum grout strength at 7 and 28
days shall be specified and shown on the Drawings. Grout shall be tested in accordance with the
respective standard. Maximum bleed is limited to 5%. If the grout cube as tested failed to satisfy the
criteria as prescribed in Specification and drawings, the piles constructed using this batch of grout
shall be rejected.
Site and adjacent properties
Subsoil Data: the soil investigation report is included in the tender document only for information and
guidance, and shows the approximate nature of soil strata. The Engineer shall not be liable for the
accuracy of data given and the Contractor may carry out his own soil investigation to obtain additional
information.
Underground Services and Adjacent Property: the Contractor shall take care to ensure the safety of
underground services and adjacent properties during the installation of micropiles. The contractor will
be liable to any construction claims during piling operations.
3) CHARACTERISTICS OF THE EQUIPMENTS AND TOOLS
Diameter of Piles: the diameter of piles shall not be less than the specified diameter at any level
through its length.
Drilling: the Contractor shall submit to the Engineer details of drilling equipment and drilling procedure
before commencement of work.
Rock Coring: rock coring shall mean coring of sound bedrock. Coring of inclined rock surface, cavities
and boulder shall be considered as boring in soils. Rock socket length is specified according to the
respective Standard.
4) QUANTITIES TO BE MEASURED
- Micro-piling m (meter)
- Site Formation Earthwork m3 (cubic meter)
- Earthfilling m3 (cubic meter)
- Pavement m2 (square meter)
- Transport and instalation of the micro-Piling machine Global value
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5) METHODOLOGY OF EXECUTION
Grouting operations The Contractor shall provide details of the method and equipment used in grout mixing. Further
information such as grouting pressure, grouting procedure, grouting equipment and technique
employed in grouting shall also be submitted for approval.
Grout shall be mixed on Site and shall be free from segregation, clumping and bleeding. Grout shall
be pumped into its final position in one continuous operation as soon as possible and in case no more
than half an hour after mixing.
The Contractor shall decide to carry out the water tightness test to decide whether pregrouting is
required when difficult ground condition is encountered.
Standard load test Load test of 1.5 times the working loads shall be carried out on pile designated by the Engineers and
in accordance with the related standard. The number and location of test piles shall be to the
discretion of the Engineer. The Contractor shall submit a detailed proposal of the load test to the
Engineer and shall obtain his approval in writing before carrying them out. On completion of the test,
the Contractor shall submit to the engineer the results including graphs showing load and settlement
versus time and settlement versus load.
Test report The report shall contain the following
Pile designation, date completed, weather condition, pile length, pile size, volume of grout intake.
Description of the apparatus used for testing, loading system and procedures for measuring
settlement
Field data
Time/Settlement Curve
Load/Settlement Curve
Remarks explaining unusual events or data and movement of piles
Calibration certificates of dial gauges and pressure gauges
Damaged or displaced piles Should the deviation exceed the tolerance provided in this specification, the contractor shall submit
the remedial proposal for the approval for the Engineer. Failing this, the faulty pile shall be replaced by
additional piles as necessary in position as determined by the Engineering at no cost to the Employer.
The cost of modification shall be borne by the Contractor. The same will also apply to any piling work
rejected by the Engineer for not truly constructed and installed in accordance with the specification.
Where a pile has been damaged during installation, testing or by other causes, the damaged pile shall
be considered and treated as faulty pile and should be replaced by additional piles as approved by the
Engineer at the Contractor’s expense.
Piling record
Complete piling records shall be kept by the Contractor during pile installation. The Contractor shall
submit the following to the Engineer:
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Records of all piles at the work proceeds: Upon Completion, a record of the work as carried out and
as-built drawing. The record shall contain all information required by the Engineer which includes the
following where applicable:
reference number and position of pile
type and dimension
date of boring and nature of strata where each pile is bored
details of equipment used
ground level and base of excavation level
total penetration
length and position of cavity in each pile
penetration in rock
details of jointing operations, locations of sleeves
details of grouting operation
weather
top level of pile immediately after completion
errors in position and inclination
amount of grout the pressure used
size and position of boulder in each pile
6) PROFESSIONAL QUALIFICATIONS
This work will be executed by people with the necessary aptitude, acquired across of the experience
in work or appropriate education. The Inspector will be able to ask to the Contractor to present the
corresponding curricula and / or certificates of education, when applicable.
7) SECURITY AND HEALTH
All the works will have to be executed in accordance with the appropriate conditions of hygiene and
security, collective and individual, considering current legislation, namely in the concerning the use of
helmet, gloves, glasses, protection boots, ventilation and protection in scaffoldings and walkways.
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Specification for the application of tie rods
INDEX 1 - INTERVENTION
2 - MATERIALS TO BE APPLIED
3 - CHARACTERISTICS OF THE EQUIPMENTS AND TOOLS
4 - QUANTITIES TO BE MEASURED
5 - PROFESSIONAL QUALIFICATION
6 - SECURITY AND HEALTH
1) INTERVENTION
This activity includes all of the following works including the supply of all the materials, equipments
and tools that for such become necessary:
• supply and application of the scaffolding systems, if needed
• positioning and installation of the drilling system
• execution of φ 60 mm holes as specified in the drawings
• installation of the tie rods in pieces of equal length connected to each other by turnbuckles
• fill both ends of the hole
• positioning and installation of the anchorage system (stainless steel plates)
• the assembly, the maintenance and the dismantling of all the scaffoldings, walkways and
protections that become necessary
2) MATERIALS TO BE APPLIED
• Stainless steel tie rods φ 35mm type AISI 316 L
• Non retractable mortar type EPAM ANTIQUE
3) CHARACTERISTICS OF THE EQUIPMENTS AND TOOLS
Tools for drilling holes
Dynamometric key (if needed)
4) QUANTITIES TO BE MEASURED
- Length of tie rods and accessories m (meter)
- Crane global value
- Scaffolding m2 (square meter)
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- Injected Mortar kg (kilograms)
5) PROFESSIONAL QUALIFICATION
This work will be executed by people with the necessary aptitude, acquired across of the experience
in work or appropriate education. The Inspector will be able to ask to the Contractor to present the
corresponding curricula and / or certificates of education, when applicable.
6) SECURITY AND HEALTH
All the works will have to be executed in accordance with the appropriate conditions of hygiene and
security, collective and individual, considering current legislation, namely in the concerning the use of
helmet, gloves, glasses, protection boots, ventilation and protection in scaffoldings and walkways.
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Specification for the strengthening at the truss supports
INDEX 1 - INTERVENTION
2 - MATERIALS TO BE APPLIED
3 - CHARACTERISTICS OF THE EQUIPMENTS AND TOOLS
4 - QUANTITIES TO BE MEASURED
5 - PROFESSIONAL QUALIFICATION
6 - SECURITY AND HEALTH
1) INTERVENTION
This activity includes all of the following works including the supply of all the materials, equipments
and tools that for such become necessary:
• supply and application of the scaffolding systems, if needed
• positioning and installation of the drilling system
• execution of φ 30 mm holes as specified in the drawings
• underpinning the trusses (if needed)
• repointing of the cracks of the supports
• installation of the bars and the stainless steel beam (anchorage)
• fill the holes with epoxy resin
• the assembly, the maintenance and the dismantling of all the scaffoldings, walkways and
protections that become necessary.
2) MATERIALS TO BE APPLIED
• Stainless steel tie rods φ 35mm type AISI 316 L
• Non retractable epoxy resin
3) CHARACTERISTICS OF THE EQUIPMENTS AND TOOLS
Tools for drilling holes
Tools for repointing
4) QUANTITIES TO BE MEASURED
- Length of the bars and accessories m (meter)
- Injected epox resins kg (kilograms)
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- Length of the UPN 80 profiles m (meter)
- Mortar for repointing the cracks kg (kilograms)
5) PROFESSIONAL QUALIFICATION
This work will be executed by people with the necessary aptitude, acquired across of the experience
in work or appropriate education. The Inspector will be able to ask to the Contractor to present the
corresponding curricula and / or certificates of education, when applicable.
6) SECURITY AND HEALTH
All the works will have to be executed in accordance with the appropriate conditions of hygiene and
security, collective and individual, considering current legislation, namely in the concerning the use of
helmet, gloves, glasses, protection boots, ventilation and protection in scaffoldings and walkways.
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ANNEX D – Bill of Quantities
Bill of Quantities for the Monitoring system:
The proposed monitoring plan was sent to Centro Empresarial Tejo for a quotation.
Details of the rates quoted and the terms and condition proposed by the monitoring system is
presented in the following pages.
Centro Empresarial Tejo
Rua de Xabregas, 20 - Piso 2, Esc. 2.041900-440 Lisboa - PORTUGALTel. (+351) 218 683 559 - Fax (+351) 218 682 946e-mail: [email protected] - Internet: www.vortice-lda.pt
V/ Ref. Reunião Proposta Nº 14044Data: 2008-01-16 Data: 2008-03-05
Item Descrição Qtd Preço Unitário Preço Total
A Sensores
A.1 Linear Potentiometer, SLS130 - 25mm Stroke; 1K.Marca Soil Instruments, refª 604-109
6 384 € 2 304 €
A.1.1 Expanding Shell Anchor (2 no. required per radiocrackmeter).Marca Soil Instruments, refª J2CF-2.2
12 17 € 204 €
A.2 Vertical Cabled In-Place Uniaxial Inclinometer Sensor, ±5°range.Marca Soil Instruments, refª C12-1.1
2 432 € 864 €
A.2.1 Wall Mounting Bracket.Marca Soil Instruments, refª TLT2-1.5-5
2 43 € 86 €
A.3 Resistance Thermometer.Marca Soil Instruments, refª T2-1.10
5 100 € 500 €
A.4 Rotronic Temperature & Relative Humidity probe.Refª 633-068
1 822 € 822 €
A.4.1 Unaspirated Radiation Shield for CS215 probe, withmounting arm.Refª 633-086
1 179 € 179 €
B Estrutura base
B.1 Enclosure - Polyester/GRP.H530mm x W430mm x D200mm.Marca Soil Instruments, refª D1-2.7
1 432 € 432 €
B.2 Instrument Cable 4 core- Screened- 7/0.20 (per metre).Marca Soil Instruments, refª CA-3.1-4-IC
550 2 € 1 100 €
No seguimento da reunião realizada nas vossas instalações no passado dia 2008/01/16 e posteriores trocas deemails, nomeadamente o vosso email de 2008/02/15 com a definição de gamas de sensores, vimos por estemeio, submeter à vossa apreciação a nossa melhor proposta para uma solução técnica da marca SoilInstruments (Inglaterra).Ficamos entretanto à disposição de V. Exas para esclarecimento de qualquer questão que julguem necessário.
Banco BPI, S.A.
NIB 00 10 00 00 56 03 66 80 001-18 - IBAN PT50 0010 0000 5603 6680 0011 8Banco Millenium BCP
NIB 00 33 00 00 00 00 28 05 726-05 - IBAN PT50 0033 0000 0000 2805 7260 5
Instrumentos e Sistemas para:
Análise de Gás e de Partículas - Meteorologia - HidrometriaOceanografia - Monitorização da Qualidade das ÁguasFisiologia Vegetal - Geofísica - GeotecniaObservação de Estruturas - Aquisição de DadosRedes de Monitorização Ambiental
Exmos(as) Senhores(as)
Para:Universidade do Minho
Departamento Engenharia Civil
A/c Engº Luís RamosCampus de Azurém4800-058 Guimarães
Contribuinte nº VAT PT 501 144 552Capital Social 200.000,00 € Página 1 de 3
Sociedade por QuotasMatric. na C.R.C. de Lisboa sob o nº 1206
Centro Empresarial Tejo
Rua de Xabregas, 20 - Piso 2, Esc. 2.041900-440 Lisboa - PORTUGALTel. (+351) 218 683 559 - Fax (+351) 218 682 946e-mail: [email protected] - Internet: www.vortice-lda.pt
V/ Ref. Reunião Proposta Nº 14044Data: 2008-01-16 Data: 2008-03-05
Item Descrição Qtd Preço Unitário Preço Total
B.3 Power Supply - Lead Acid Battery 115/220Vac.Marca Soil Instruments, refª D1-1.2
1 389 € 389 €
B.1 GSM Digital Transceiver (includes cable and antenna).Marca Soil Instruments, refª D1-3.5
1 648 € 648 €
C Aquisição dados
C.1 Campbell Scientific CR1000 - Datalogger module andwiring panel.Refª D1-1.1.2
1 2 255 € 2 255 €
C.1.1 16/32 Channel Relay Multiplexer - AM16/32.Refª D1-1.4
2 1 192 € 2 384 €
C.2 LoggerNet - Campbell Logger Operating Software.Refª D2-1.1
1 881 € 881 €
D Serviços
D.1 Configuration and Wiring for CR1000 (per logger).Includes customer specified logger program and fulltesting.
1 432 € 432 €
D.2 Configuration and Wiring for Data Logger System. 2 86 € 172 €
TOTAL 13 652 €
30 dias
30% Com a Encomenda 70% 30 dias da data da factura
Cerca de 4 SemanasLocal de Entrega:
ou outras a combinar com V.Ex.as Vossas instalações
Preços sem IVA ( acresce à taxa legal em vigor ) Validade da Proposta:
Condições de Pagamento: Prazo de Entrega:
Gestor de ProjectosEng.º Carlos Lopes Teixeira
Melhores Cumprimentos
Esta proposta está sujeita às condições gerais de fornecimento, constantes do documento anexo.
Contribuinte nº VAT PT 501 144 552Capital Social 200.000,00 € Página 2 de 3
Sociedade por QuotasMatric. na C.R.C. de Lisboa sob o nº 1206
Centro Empresarial Tejo
Rua de Xabregas, 20 - Piso 2, Esc. 2.041900-440 Lisboa - PORTUGALTel. (+351) 218 683 559 - Fax (+351) 218 682 946e-mail: [email protected] - Internet: www.vortice-lda.pt
V/ Ref. Reunião Proposta Nº 14044Data: 2008-01-16 Data: 2008-03-05
Exclusões - Todos os equipamentos / serviços não incluídos na proposta.
Os equipamentos propostos têm a garantia de 12 (doze) meses contra defeitos de fabrico. A garantia cobrepeças não consideradas consumíveis e mão-de-obra, para equipamento colocado nas nossas instalações. Agarantia não cobre deteriorações ou avarias devidas a transporte, desgaste normal, forças da natureza,utilização ou condições de operação indevidas, acções de terceiros ou intervenções técnicas intempestivas. Nocaso de intervenção local nos equipamentos em garantia, apenas serão debitadas as despesas de deslocação,tempo de viagem e estadia (quando se aplique). Salvo indicação em contrário, o prazo e condições de garantiaentram em vigor a partir da data da entrega do equipamento.
A Vórtice prestará por si, ou por entidades que para o efeito designará, a assistência técnica a todos osequipamentos fornecidos.
Os equipamentos serão entregues com os manuais de operação e instalação (quando se aplique), fornecidospelo fabricante.
O equipamento proposto poderá não corresponder, na íntegra, às vossas necessidades. Deveráconsequentemente ser verificada a sua adequação aos objectivos a atingir.
Condições Gerais de FornecimentoA venda é feita sobre reserva de propriedade; a falta de pagamento de uma prestação que exceda 1/8 dopreço total, ou a falta de pagamento de duas ou mais prestações, confere a esta Empresa o direito de rescindiro contrato, fazer suas as quantias já pagas e exigir indemnização por todos os prejuízos sofridos.
Só serão aceites as penalidades que por nós forem especificamente confirmadas por escrito.
Caso não haja nada estabelecido em contrário, só serão consideradas reclamações de quantidades,deterioração em transporte etc., no prazo de 8 dias a contar da data da Guia de Transporte.
Contribuinte nº VAT PT 501 144 552Capital Social 200.000,00 € Página 3 de 3
Sociedade por QuotasMatric. na C.R.C. de Lisboa sob o nº 1206
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Item Description Unit Quantity Price per unit Global Price
1 Assembling and disassembling of the scaffolding G.V. --- 5,000 € 5,000.00 €
2 Monitoring system G.V. --- 13,652 € 13,652.00 €
3 Micro-Piling --- --- --- ---3.1 Site Formation Earthwork m3 600.0 5 € 3,000.00 €3.2 Earthfilling m3 570.0 6 € 3,420.00 €3.3 Pavement m2 30.0 75 € 2,250.00 €
3.4 Transport and instalation of the micro-Piling machine G.V. --- 5,000 € 5,000.00 €
3.5 Micro-Piling m 621.0 100 € 62,100.00 €
4 Outside Crane G.V. ---- 10,000 € 10,000.00 €
5 Stainless steel AISI 316 L, Incidental expensive, welding, turnebuckle, bolts kg 989.5 12 € 11,874.15 €
6 Supply and executions of the anchorage system --- --- --- ---6.1 Positioning and installing of the drilling system Unit. 12.0 70 € 840.00 €
6.2 Execution of the holes with φ 60mm for the anchorage m 16.8 300 € 5,040.00 €
6.3Placing the head of anchorages, including implementation of post-tensioning with dynamometric key
Unit. 8.0 70 € 560.00 €
6.4Injection of not retractable mortar type EPAM ANTIQUE at low pressure (up 0.1 MPa) in anchoring systems
kg 5.0 3 € 15.00 €
6.5 Painting the head of anchors G.V. --- 200 € 300.00 €
7 Strengthening of the truss supports --- --- --- ---7.1 Positioning and installing of the drilling system Unit. 12.0 50 € 600.00 €
7.2 Execution of the holes with φ 30mm for the anchorage m 8.4 200 € 1,680.00 €
7.3 Injection of not retractable epoxy resin in anchoring systems kg 10.0 3 € 30.00 €
TOTAL 125,361.15 €
VALOR TOTAL 125,361.15 €
BILL OF QUANTITIES
ANNEX E – Drawings