relazione di fine tirociniodidaingcivile.altervista.org/files/francesco-banchini-lm-prn.pdf ·...
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RELAZIONE DI FINETIROCINIO
Luogo: Groningen, The Netherlands
Francesco BanchiniRELATORE: Prof. Gianmarco De Felice, CORRELATORE: Geert Van Oost
Società: Wassenaar IngenieursPSHA e DSHA dell’area di Groningen, studio del quadro fessurativo della chiesa di Zuidwolde
e proposta di rinforzi strutturali.
Questo lavoro è il risultato di una collaborazione con “Wassenaar Ingenieurs” e “ABT Ingenieurs”
Francesco Banchini, 13/01/2016, Roma
Abstract
A seguito delle scosse verificatesi a causa dell’estrazione del gas nell’area intorno a Groningen migliaia diedifici sono stati danneggiati, questo ha spinto il governo a fornirsi di una normativa antisismica sulla basedell’Eurocodice 8.
Tra tutti gli edifici sensibili quelli in muratura hanno sicuramente riportato danni più evidenti ed hannoassociato un maggiore rischio di collasso quando sottoposti a scosse di maggiore intensità.
Il caso di studio della chiesa di Zuidwolde presenta delle criticità correlate allo spessore della muratura asacco e alla snellezza degli elementi verticali come ad esempio la torre campanaria.
Durante il mio periodo di stage mi sono occupato del quadro fessurativo del fabbricato e dell’analisi dellamuratura, ho inoltre utilizzato il software “3Muri” per valutare la risposta sismica del manufatto e proporredegli adeguamenti strutturali.
Il mio cliente “SOGK” “Stitching Oude Groninger Kerken” aveva espresso dei timori riguardo alla rispostaantisismica della muratura portante, in particolare riguardo ai meccanismi locali di collasso associati allaspinta del tetto.
Durante il mio periodo di stage, in accordo con il mio relatore il Prof. De Felice ho iniziato la scrittura dellatesi di laurea magistrale proprio sullo studio della chiesa di Zuidwolde, maggiori informazioni possonoessere reperite nei file del lavoro di tesi.
Allegati
Allegato a questa relazione:
· Screenshot del programma di calcolo “3Muri”;· Foto effettuate durante il sopralluogo alla chiesa di Zuidwolde;· Tavole del quadro fessurativo;· Schede sullo studio della muratura;· Linea temporale dello stage.
Project description Internship Francesco BanchiniLocation: Wassenaar office, Groeningen, The NederlandsTime span: ca. 11 weeks
Global Description internship
I will join Wassenaar’s office for a period of ca.11 weeks. During this period i will work both in office and on the field, Wassennaar B.V. provided for methe technical informations of a church that has suffered of structural damage due to earthquake generated by the use of the technique of fracking forgas drilling operation. The field work consists of inspections on site (Kerk Usquert) for better understand the extent of the damage.
Research proposal:
In Wassenaar office in Groeningen they are currently involved with a large amount of project which need an earthquake resistance design, moreoverthey don’t have an extensive guidelines ruling the solution of this kind of problems. My aim is to use Italian guidelines for seismic design and forrehabilitation of hystorical buildings for proposing a proven technical solution for the site.This project will be the main topic of my master thesis with the help of my correlator prof. Gianmarco De Felice.
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Description Week 1 2 3 4 5 6 7 8 9 10 11Introduction to the working place x
Learning the software: Revit x x xSurvey to the church of Zuidwolde x
Learning the software: 3Muri x x xMaster thesis deployment x x x x x x x x x x
Meeting with "ABT Ingenieurs" for the tower of the church x xMeeting with "Seismeic Advise" x x
Analysis of the roof trusses x x x
UNIVERSITÀ DEGLI STUDI
ROMATRE Tesi di Laurea magistrale - Analysis of the cracks and design of reinforcements for the church of Zuidwolde
Candidato: Francesco Banchini - Relatore: Prof. Ing. Gianmarco De Felice
Corso di laurea in Ingegneria Civile per la Protezione dai Rischi NaturaliAppendix: A study of the masonry and of the existing cracks
Masonry studiy - Plan view
Scale 1:100
1050 - 1200
1200 ca.
1200 - 1300
1854
1500 - 1525
1998
Table A - "Monastery mop"
Table B - Roman turf stones
Table C - Rough bricks 13th century
Table D - Rough bricks 16th century
Table E - Classics red bricks
Table F - Masonry with Portland cement
"Monastery mop"
Roman turf
stones
Rough bricks 13th
century
Rough bricks
16th century
Classic red bricks
Masonry with
Portland cement
UNIVERSITÀ DEGLI STUDI
ROMATRE Tesi di Laurea magistrale - Analysis of the cracks and design of reinforcements for the church of Zuidwolde
Candidato: Francesco Banchini - Relatore: Prof. Ing. Gianmarco De Felice
Corso di laurea in Ingegneria Civile per la Protezione dai Rischi NaturaliAppendix: A study of the masonry and of the existing cracks
Masonry study - The northern facade of the tower
Scale 1:100
1050 - 1200
1200 ca.
1200 - 1300
1854
1500 - 1525
1998
Table A - "Monastery mop"
Table B - Roman turf stones
Table C - Rough bricks 13th century
Table D - Rough bricks 16th century
Table E - Classics red bricks
Table F - Masonry with Portland cement
"Monastery mop"
Roman turf
stones
Rough bricks 13th
century
Rough bricks
16th century
Classic red bricks
Masonry with
Portland cement
Northern View Southern ViewEastern View
UNIVERSITÀ DEGLI STUDI
ROMATRE Tesi di Laurea magistrale - Analysis of the cracks and design of reinforcements for the church of Zuidwolde
Candidato: Francesco Banchini - Relatore: Prof. Ing. Gianmarco De Felice
Corso di laurea in Ingegneria Civile per la Protezione dai Rischi NaturaliAppendix: A study of the masonry and of the existing cracks
Masonry study -The tower
Scale 1:100
2 3 3 12
1
2
3
4
5
6
7
8
9
10
11
12
13
Shear failure of the
masonry due to the
presence of the openings
Presumed cause of the cracks:
Global mechanism:
detachment of the tower
Shear failure of the piers
walls
Push of the truss on the
masonry
Subsidence of the soil
UNIVERSITÀ DEGLI STUDI
ROMATRE Tesi di Laurea magistrale - Analysis of the cracks and design of reinforcements for the church of Zuidwolde
Candidato: Francesco Banchini - Relatore: Prof. Ing. Gianmarco De Felice
Corso di laurea in Ingegneria Civile per la Protezione dai Rischi NaturaliAppendix: A study of the masonry and of the existing cracks
Crack pattern of the southern facade
Scale 1:100
Shear failure of the
masonry due to the
presence of the openings
Presumed cause of the cracks:
Global mechanism:
detachment of the tower
Shear failure of the piers
walls
Push of the truss on the
masonry
Subsidence of the soil
14
15
16
17
18
19
20
21
22
23
14 19 19 23
UNIVERSITÀ DEGLI STUDI
ROMATRE Tesi di Laurea magistrale - Analysis of the cracks and design of reinforcements for the church of Zuidwolde
Candidato: Francesco Banchini - Relatore: Prof. Ing. Gianmarco De Felice
Corso di laurea in Ingegneria Civile per la Protezione dai Rischi NaturaliAppendix: A study of the masonry and of the existing cracks
Crack pattern of the northern facade
Scale 1:100
26 26 25 25
Shear failure of the
masonry due to the
presence of the openings
Presumed cause of the cracks:
Global mechanism:
detachment of the tower
Shear failure of the piers
walls
Push of the truss on the
masonry
Subsidence of the soil
23
24
25
26
UNIVERSITÀ DEGLI STUDI
ROMATRE Tesi di Laurea magistrale - Analysis of the cracks and design of reinforcements for the church of Zuidwolde
Candidato: Francesco Banchini - Relatore: Prof. Ing. Gianmarco De Felice
Corso di laurea in Ingegneria Civile per la Protezione dai Rischi NaturaliAppendix: A study of the masonry and of the existing cracks
Crack pattern of eastern and western facade
Scale 1:100
Shear failure of the
masonry due to the
presence of the openings
Presumed cause of the cracks:
Global mechanism:
detachment of the tower
Shear failure of the piers
walls
Push of the truss on the
masonry
Subsidence of the soil
26 28 28
27
26
28
29
30
31
32
UNIVERSITÀ DEGLI STUDI
ROMATRE Tesi di Laurea magistrale - Analysis of the cracks and design of reinforcements for the church of Zuidwolde
Candidato: Francesco Banchini - Relatore: Prof. Ing. Gianmarco De Felice
Corso di laurea in Ingegneria Civile per la Protezione dai Rischi NaturaliAppendix: A study of the masonry and of the existing cracks
Crack pattern ofSection B-B'
Scale 1:100
Shear failure of the
masonry due to the
presence of the openings
Presumed cause of the cracks:
Global mechanism:
detachment of the tower
Shear failure of the piers
walls
Push of the truss on the
masonry
Subsidence of the soil
25 33
25
33
34
35
36
37
38
UNIVERSITÀ DEGLI STUDI
ROMATRE Tesi di Laurea magistrale - Analysis of the cracks and design of reinforcements for the church of Zuidwolde
Candidato: Francesco Banchini - Relatore: Prof. Ing. Gianmarco De Felice
Corso di laurea in Ingegneria Civile per la Protezione dai Rischi NaturaliAppendix: A study of the masonry and of the existing cracks
Crack pattern of section A-A'
Scale 1:100
A
Evaluation of the quality of the masonry
Monastery mop with a core of rubble stones
Prospect
Front ViewSectionView
Internal and external hanging wall made of large bricks, bad texture of the masonry with enough
vertical and horizontal offset of the stones. Presumed presence of diatones, thickness of the
hanging wall 30 cm ca., presence of rubble material in the core. Poor condition of the mortar.
Hanging wall made of the so called "monastery mop", large bricks cooked in wooden oven with
different temperatures, probably reused from an old building. Previous inspections showed a poor
condition of the material that has been reinforced in 1998.
Dimensions of the bricks:
s = 130 - 133 mm
h = 62 - 67 mm
l = 270 - 280 mm
l
s
h
f
mo
E G w
[N/cm
2
] [N/cm
2
] [N/mm
2
] [N/mm
2
] [kN/m3]
Level of knowledge:
LC1
Test performed:
Notes:
Hanging wall
Rubble stones
Hanging wall
Interior Outer
thickness 30cm ca.
thickness 65cm ca.
Limited
100,0 2,00 870,0 290,0 19
175,5 4,00 1174,5 391,5 19
B
Evaluation of the quality of the masonry
Masonry made of Roman tuff with a core of rubble stones
Prospect
Front ViewSectionView
Internal and external hanging wall made of roman bricks, good texture of the masonry with good
vertical and horizontal offset of the stones. Presumed presence of diatones, unknown thickness of
the hanging wall, presence of rubble material in the core. Good condition of the mortar.
Hanging wall made of roman tuff approximately 13th century, color sand. No chemical analysis on
the material. Unknown composition of the mortar. The bricks appear damaged on the outside of the
tower and in good condition on the inside, presumed cause: weathering.
Dimensions of the bricks:
s = 82 - 90 mm
h = 145 - 152 mm
l =360 - 430 mm
l
s
h
f
m
oE G w
[N/cm
2
] [N/cm
2
] [N/mm
2
] [N/mm
2
] [kN/m3]
Level of knowledge:
LC1
Test performed:
Notes:
Hanging wall - Roman Tuff
Rubble stones
Hanging wall - Roman Tuff
Interior Outer
thickness 30cm ca.
thickness 65cm ca.
Limited
140,0 2,80 1080 360,0 16
189,0 4,00 1458 486,0 16
C
Evaluation of the quality of the masonry
Masonry made of 13th century bricks with a core of rubble stones
Prospect
Front ViewSectionView
Internal and external hanging wall made of 13th century stones, very bad texture of the masonry
with enough vertical and horizontal offset of the stones. Presence of diatones, thickness of the
hanging wall 30 cm ca., presence of rubble material in the core. Good condition of the mortar.
Hanging wall made bricks-stones. No chemical analysis on the material. Unknown composition of
the mortar. The bricks appeared very damaged after the inspections, they have been partly
replaced, partly reinforced. One of the part that has been more severed damaged and repaired.
Dimensions of the bricks:
s = 82 - 90 mm
h = 145 - 152 mm
l = 303 - 318 mm
l
s
h
f
m
oE G w
[N/cm
2
] [N/cm
2
] [N/mm
2
] [N/mm
2
] [kN/m3]
Level of knowledge:
LC1
Test performed:
Notes:
Limited
Under the bricks has been positioned a new foundations beam made of
concrete 40x40 cm.
Hanging wall
Rubble stones
Hanging wall
Interior Outer
thickness 30cm ca.
thickness 65cm ca.
100,0 2,00 870,0 290,0 16
117,0 2,00 783,0 261,0 19
Hanging wall
Rubble stones
Hanging wall
Interior Outer
thickness 30cm ca.
thickness 65cm ca.
D
Evaluation of the quality of the masonry
Masonry made of 16th century bricks with a core of rubble stones
Prospect
Front ViewSectionView
Internal and external hanging wall made of 16th century classic bricks, good texture of the masonry
with good vertical and horizontal offset of the stones. Presence of diatones, unknown thickness of
the hanging wall, presence of rubble material in the core. Good condition of the mortar.
Hanging wall made classic red bricks. No chemical analysis on the material. Unknown composition
of the mortar. The bricks are impaired on the outside of the tower. During the renovation in 1998 the
bricks appeared severely damaged in the church walls.
Dimensions of the bricks:
s = 50 - 52 mm
h = 112 - 115 mm
l = 215 - 217 mm
l
s
h
f
m
oE G w
[N/cm
2
] [N/cm
2
] [N/mm
2
] [N/mm
2
] [kN/m3]
Level of knowledge:
LC1
Test performed:
Notes:
Limited
The thickness of the tower walls is reducing of 2 bricks for each floor
of the tower.
240 1500 500 186,0
378 2362,5 787,5 188,0
E
Evaluation of the quality of the masonry
Masonry made of red bricks from 1854
Prospect
Front ViewSectionView
Internal and external hanging wall made of various materials reinforced with masonry from 1854.
Good texture of the masonry with good vertical and horizontal offset of the stones. From inspections
in 1998 the masonry was partly damaged. Presence of a core of rubble stones.
Reinforcements of different part of the wall made in 1854. No chemical analysis on the material.
Unknown composition of the mortar. In the apse, the whole wall has been made of this masonry
after the shortening of the church length.
Dimensions of the bricks:
s = 82 - 90 mm
h = 145 - 152 mm
l = 303 - 318 mm
l
s
h
f
m
oE G w
[N/cm
2
] [N/cm
2
] [N/mm
2
] [N/mm
2
] [kN/m3]
Level of knowledge:
LC1
Test performed:
Notes:
Hanging wall - Various materials
Rubble stones
Hanging wall
Interior Outer
thickness 30cm ca.
thickness 35cm ca.
Limited
240,0 6,0 1500 500 18
Wall reinforcement
from 1854
540,0 11,0 3375 1125 18
F
Evaluation of the quality of the masonry
Masonry reinforced with Portland cement
Prospect
Front ViewSectionView
Internal and external hanging wall made of various bricks, excellent condition of the plaster outside
unknown inside. Unknown texture of the masonry of the hanging wall, presence of rubble material in
the core. Unknown condition of the mortar.
Hanging wall made of bricks with a Portland Cement coating applied in 1998, color white. No
chemical analysis on the material. Unknown composition of the mortar. The bricks inside are from
different ages and conditions, the coating has structural function.
Dimensions of the bricks:
s = 60 - 70 mm
h = 110 - 120 mm
l = 200 - 220 mm
l
s
h
f
m
oE G w
[N/cm
2
] [N/cm
2
] [N/mm
2
] [N/mm
2
] [kN/m3]
Level of knowledge:
LC1
Test performed:
Notes:
Hanging wall - bricks
Rubble stones
Hanging wall - bricks
Interior Outer
thickness 30cm ca.
thickness 65cm ca.
Cement
coating
thickness 5cm ca.
Limited
240,0 6,0 1500 500 18
378,0 8,0 2362,5 787,5 18