Diapositiva 1

Giornata di studio MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI Stato dell’arte e prospettive 14 febbraio 2019

Roma, Sala Conferenze ENEA

BRIDGES: MONUMENT TO PROGRESS

Paolo Clemente, PhD

Structural Engineer, Research Director

MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 INTRODUCTION

“Building a bridge is a war against the forces of nature”

“When you build a bridge, you build something for all time”

“Bridges are a monument to progress” (Joseph Strauss)

The history of bridges is the history of humankind

2 PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 STONE ARCH BRIDGES

A terrific progress in the construction of bridges was due to the most important invention in the history of constructions:

the arch

The arch made use of no-tension materials possible, such as masonry,

Masonry arches were the most used structural type in bridge design and construction up to few decades ago

The Rainbow Bridge over the Bridge Creek in the Navaho Reserve in the

South-Utah is a natural arch, discovered in 1909 and declared National

Monument in 1910. It has a height of 94 m, a span of 85 m and a thickness

at crown of 13 m.

Paolo Clemente 4 PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 PONTES ET PONTIFICES The construction of the bridges was a religious art The college of pontiffs presided over the construction of bridges

Stone, bricks, pozzolana Semicircular arches ► Short spans

Ponte Leproso on the Appia Road, crossing the Sabato River in Benevento

Paolo Clemente 5 PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 CHINESE BRIDGES Changhung Bridge, 1961 over the Nanpan River, in Yunnan, L = 112.5 m

Chiuhsikou Bridge, 1972 at Fengtu, in Szechuan, L = 116 m

Dan River Bridge, 2000 on the expressway from Jicheng, in Shanxi, to Jiaozuo, in He’an L = 146 m, 82 m height

Henri Gautier :  wrote the first treatise on bridges in 1714  suggested some rules for the design of arches  underlined the importance of the thrust  but did not give any indications on how to calculate it

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 LIMIT ANALYSIS / ELASTIC ANALYSIS Claude Antoine Couplet (1730) and La Hire (1731) theoretical analyses and experimental tests to determine the state of the arch at collapse: he thrust line and of the Claude-Louis Navier (1826) collapse mechanisms. the line of thrust should be within the middle third of the depth to prevent tension and to avoid the formation of Poleni (1748) cracks interpretation of the cracks developed in the Michelangelo’s dome of San Pietro in Rome, which divided E. Méry (1840): the dome into separated tapering arches. the line of thrust should be contained in the middle-third

and passes through its upper limit at crown and its lower Charles A. Coulomb (1773) and L. limit at the other two collapse joints, which are next to the Mascheroni (1785) springings at the end of the eighteenth century the static of a masonry arch was known. Rankine (1862), Hagen and Winkler

Emilian Marie Gauthey (1814) and (1879) search of the line of thrust minimising the sum of squared Lamé and Clapeyron (1823) of the distances from the line of pressure to the centre line In the nineteenth century the attention was focused on practical aspects. C.A. Castigliano (1879) L.C. Boistard (1800) developed the method of minimum strain energy to determine the actual line of thrust tests on model voussoir arch bridges Ponte Mosca over the Dora Riparia River in Turin 1827, span 55 m, sag 5.5 m

Heyman (1966): arch composed of stone voussoirs laid dry without mortar • Sliding failure cannot occur • Stone has no tensile strength • Compression strength is infinite

Clemente, Occhiuzzi & Raithel (1995): Limit behaviour of stone arch bridges

Clemente & Saitta (2016): Finite compression strength

Garabit Viaduct over the Truyère river 1884, L = 165 m Sydney Harbour Bridge, 1932 H = 120 m L = 503 m, f = 107 m Design: Gustave Eiffel

Ponte Risorgimento over the Tevere river 1911, L = 100 m, f = 10 m F. Hennebique technique

Salgina Bridge, at Schiers 1930, L = 90 m Design: Robert Maillart

Wanxian Bridge, 1997 over the Yangtze River L = 420 m, f = 85 m

Chaotianmen Bridge, Chongqing , 2009 L = 552 m The longest arch bridge in the world

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 SUSPENSION BRIDGES Ponte Real Ferdinando, 1832 Minturno, over the Garigliano river L = 80.40 m First chain suspension bridge in Italy Destroid during the second world war (1943) Restored in 1998

Similar bridge: Ponte Maria Cristina di Savoia, 1835 on Calore river, near Solopaca, Opened by Ferdinando II delle Due Sicilie

New York, 1932 L = 1067 m

San Francisco, 1937 L = 1280 m

New York,1964 between Brooklyn and Staten Island L = 1298 m the longest bridge in USA

Humbershire, 1981 L = 1410 m

Kobe, 1998 L = 1991 m The longest span in the world

Istanbul, 1973 1074 m

p2  b2  w p1  b1  w

w  wp  gAc

2 peq  p1  p2  1  4c1 

k  f l  cosm

b  wp  peq  gAc 9 8 8 7 lim 

) 6 k s g 1  b 0.8

s/g 5 0.6

/(k 4 lim

l 0.4 3 p/w 2 0.2

1 0 1000 1500 2000 2500 3000 3500 0 l (m) 0 1 2 3 4 5 6 7 b (Clemente, Nicolosi & Raithel, 2000)

Marine terraces

Notches (Antonioli et al, 2003; Clemente, 2004)

w  g c  Ac  l0 

2000 E*/E = 0.95   tan  = 0.4  P = 1 MN  0.9   1500  0.85 

0.8

(MPa)

s 0.75

1.0 0.7 tan = 0.4 1000 P = 1 MN 0.65

E*/E 0.6

 0.5  500       0 0.0 0 0.05 f/ 0.1 0 0.05 f/ 0.1 (Clemente, 1998)

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 CABLE-STAYED BRIDGES Strömsund Bridge, 1956 bringing road E45 over Ströms vattudal, in Strömsund, Jämtland, Sweden L= 182 m Constructed by Franz Dischinger the world's longest cable-stayed bridge at that time

Theodor Heuss Bridge, 1953-1957 Also known as the Nordbrücke (North bridge), over the Rhine River in Düsseldorf L = 260 m, side spans 108 m It was the first cable-stayed bridge built in Germany

Fan or harp ?

On the Maracaibo lake, Venezuela, Reinforced and prestressed concrete opened on 24 August 1962 L = 235 m Tower = 92 m

Michel Virlogeux: “the Lake Maracaibo Bridge deserves to be part of the series of the most famous bridges over the world, with the Golden Gate Bridge, the bridge over the Firth of Forth, the Brooklyn Bridge, and the Garabit Viaduct”.

Wadi al-Kuf Bridge, crosses the Kouf Valley, Libya, 1965- 1972 R. Morandi L = 282 m, H = 160m

Rande Bridge near Vigo, Spain, 1978-1981 F. De Miranda, A. Passaro L = 401 m, Pylons = 148 m

Italian bridge schools competing

1000 Si (t) Kx=0.001 Kx=0.003 l=500 800 Kx=0.03 M EI x Kx=1 C0 K  x 2 600 Ws h Forces in the cables 400 l  2l E  g  l W  w   w r   s s s n s  n

200 * 2 2 * E 1 a 1    4 l r E 1 a     t 0    ti E 4h cos  0 E sen  i 0 1 6 11 16 21 z 26

-200

Redundancy ?? • Anchor cables:  Equilibrium at the top of the pylons  Range of variability of the forces • Deformability D’Apuzzo & Clemente 1983, 1990

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 CABLE-STAYED BRIDGES Alex Fraser Bridge (also Annacis Bridge) 1986, Main span 465 m, Towers 154 m Cable-stayed bridge over the Fraser River, that connects Richmond and New Westminster with North Delta in Greater Vancouver, British Columbia. It was the longest cable-stayed bridge in the world when it opened on September 22, 1986 It is the second-longest in North America (after Arthur Ravenel Jr. Bridge, 2005)

Skarnsund Bridge Concrete cable-stayed bridge that crosses the Skarnsundet strait, Norway. 1991, Main span 530 m, Pylons 152 m (the longest of its type in the world for two years) In 2007, it was listed as a cultural heritage

Yangpu Bridge in Shanghai, China 1993, Main span 602 m, Pylons 223 m Width 30.35 m As of 2006, it carries more than 100,000 vehicles per day

Normandy Bridge, 1995 over the river Seine, northern France L = 856 m At that time it was the longest cable- stayed bridge in the world

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 TATARA BRIDGE Tatara Bridge, 1999 L = 890 m It is part of the Nishiseto Expressway The expressway is a series of roads and bridges that is one of the three routes of the Honshū-Shikoku Bridge Project

Sutong Yangtze River Bridge, 2008 L = 1088 m Cable-stayed bridge with the longest main span in the world up to 2012 The bridge received the 2010 Outstanding Civil Engineering Achievement award (OCEA) from ASCE

Russky Bridge, 2012 Vladivostok, Russia L = 1104 m, Cable length 580 m il ponte strallato più lungo al mondo The bridge connects the Russky Island and the Muravyov-Amursky Peninsula la progettazione ha dovuto tener conto delle severe condizioni climatiche, con temperature che variano da −31 a +37 °C e formazione di ghiaccio di notevole spessore, velocità del vento che arriva fino a 36 m/s e onde di 6 m; l’impalcato è largo 29.5 m e contiene due corsie per ciascun senso di marcia.

It spans the valley of the Tarn near Millau in southern France L = 342 m Structural design: Michel Virlogeux It is the tallest bridge in the world (structural height of 343 m)

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 FINITE ELEMENT MODEL Cable A (cm2) E (MPa) G (Mpa) A, B 67.5 200000 77000 C to H 82.5 200000 77000 I 70.5 200000 77000 Lumped masses Girder m = 181 kNs2/m 2 2 2 A(cm ) 16.52 Mz = 7500 kNs /m 4 Ix(m ) 13.3 4 Iy(m ) 650.7 I*(m4) 30.0 E(MPa) 42200 Tower A Iz Ix E G G(MPa) 17400 (cm2) (m4) (m4) (MPa) (Mpa) 0 < y <10.85 23.66 178.4 11.68 36000 15600 10.85 < y <15.85 10.80 16.7 5.60 200000 77000 15.85 < y <25.85 0.75 1.00 0.80 200000 77000 y > 25.85 0.81 0.833 0.677 200000 77000

Freq. Experimental F.E.M. freq. Damping F.E.M. without freq. (Hz) (Hz) (%) cables (Hz)

f1 0.90 0.87 3.1 0.79

f2 1.30 1.33 1.6 1.02

f3 2.50 2.34 0.1 -

f4 - 2.68 - 2.29

f5 2.69 2.76 1.5 2.75

f6 2.78 2.80 1.5 2.79

(Clemente P., Marulo S., Lecce L., Bifulco A., 1998)

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 INDIANO CABLE-STAYED BRIDGE, FLORENCE over the Arno River in Florence completed and opened to the traffic in 1977 The main span is 189.1 m Design: F. De Miranda

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 THE GIRDER In the central portion of the girder (zone M), whose length is 128.1 m, two boxes spaced of 6.0 m compose the cross-section. They are linked one to another, at the upper and lower levels, by means of truss structures. As a result, the beam is characterized by large torsional stiffness. The boxes have a width of 4.0 m and a height variable from 2.6 m to 1.6 m.

Cantilever beams start from the boxes to support the external portion of the road. In the zones near the ends (zones L and R) the cross- section becomes a three boxes cross-section.

Seismometers were temporarily installed in different locations in 11 different configurations

3 2 1 A finite element model of the bridge was developed using the geometrical and mechanical z characteristics of the bridge from the structural y x design drawings

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 NUMERICAL FREQUENCIES AND MODES Mode Numerical Dominant displacements Experimental number frequencies frequencies (Hz) (Hz)

1 0.61 Deck Vertical 0.61 2 0.64 Deck Longitudinal 0.81 3 0.77 Deck Transverse 0.87 4 1.12 Deck Torsion & Tower Trans. 1.04 5 1.13 Deck Torsion & Tower Trans 1.15 6 1.37 Tower Longitudinal 1.41 7 1.62 Deck Vertical 1.61 8 2.41 Deck Longitudinal 2.25 9 3.09 Deck Transverse 2.61

(Clemente P., Celebi M., Bongiovanni G., Rinaldis D., 2004)

Deck maximum vertical displacement uz (m) 0.100 0.469

Deck maximum longitudinal oscillation ux (m) 0.040 0.006

Beam maximum transversal displ. uy (m) 0.090 0.048

Tower maximum transversal displ. uty (m) 0.074 0.026

Tower longitudinal displacement utx (m) 0.025 0.100

Beam maximum bending moment My (MNm) 112 246

Beam maximum bending moment Mz (MNm) 1292 657

Maximum force in the anchor stay So (MN) 6.1 24.4 (for each rope)

Maximum force in the longest stay Sm (MN) 5.9 19.9

Maximum axial force in the tower Np (MN) 40.4 158

3rd Slab

1st Slab

Courtesy M. Caponero

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS MONITORAGGIO E VALUTAZIONE DI PONTI E VIADOTTI: STATO DELL’ARTE E PROSPETTIVE Sala Conferenze ENEA, Lungotevere Thaon di Revel 76, Roma – 14 febbraio 2019 PROPOSALS FOR THE FUTURE TISMAD Project (2008) – ENEA, POLITO et al • According to estimates, the cost for the infrastructures maintenance for the next 20 years will be about € 11 billion per year • It is estimated that about 30% of bridges show structural problems, which could result in collapses. Scouring and material degradation are the most common causes of collapse • The incidence of maintenance costs is getting more and more important than the cost of construction of new infrastructures. There is a clear and urgent need for a reduction of the costs of maintenance

• Knowledge of all the existing bridges • Experimental analyses and evaluation of their structural health status • Static and dynamic monitoring • Preventive maintenance on request based on monitoring, in which the health status of the bridge and its component is continuously controlled and the intervention is made on the basis of the effective level of damage

Increase of • dimensions of the ships Clearance for shipping • volume of marine traffic

Advantages : • Lower cost of horizontal structures compared to foundations in water • Less risk of collision of boats against the pylons

The war against the forces of nature will continue

When you will build a bridge, you will build something for all time

Bridges will be always a monument to progress

«Build bridges, not walls» (Francesco)

PAOLO CLEMENTE – BRIDGES: MONUMENT TO PROGRESS