RELAZIONE DI FINE TIROCINIOdidaingcivile.altervista.org/files/Francesco-Banchini-LM-PRN.pdf ·...

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.

Date

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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





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





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





Crack pattern of the southern facade

Scale 1:100


masonry due to the



Global mechanism:



walls


masonry


14

15

16

17

18

19

20

21

22

23

14 19 19 23





Crack pattern of the northern facade

Scale 1:100

26 26 25 25


masonry due to the



Global mechanism:



walls


masonry


23

24

25

26





Crack pattern of eastern and western facade

Scale 1:100


masonry due to the



Global mechanism:



walls


masonry


26 28 28

27

26

28

29

30

31

32





Crack pattern ofSection B-B'

Scale 1:100


masonry due to the



Global mechanism:



walls


masonry


25 33

25

33

34

35

36

37

38





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


Masonry made of Roman tuff with a core of rubble stones

Prospect


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.


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


Masonry made of 13th century bricks with a core of rubble stones

Prospect


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.


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


Masonry made of 16th century bricks with a core of rubble stones

Prospect


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.


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


Masonry made of red bricks from 1854

Prospect


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.


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


Masonry reinforced with Portland cement

Prospect


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.


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

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