Developing a framework for the assessment of current and future flood risk in Venice, Italy

Abstract

Flooding causes serious impacts on the old town of Venice, its residents, and its cultural heritage. Despite this existence-defining condition, limited scientific knowledge on flood risk of the old town of Venice is available to support decisions to mitigate existing and future flood impacts. Therefore, this study proposes a risk assessment framework to provide a methodical and flexible instrument for decision-making for flood risk management in Venice. We first use a state-of-the-art hydrodynamic urban model to identify the hazard characteristics inside the city of Venice. Exposure, vulnerability, and corresponding damage are then modeled by a multi-parametric, micro-scale damage model which is adapted to the specific context of Venice with its dense urban structure and high risk awareness. Furthermore, a set of individual protection scenarios are implemented to account for possible variability in flood preparedness of the residents. This developed risk assessment framework was tested for the flood event of 12 November 2019 and proved able to reproduce flood characteristics and resulting damage well. A scenario analysis based on a meteorological event like 12 November 2019 was conducted to derive flood damage estimates for the year 2060 for a set of sea level rise scenarios in combination with a (partially) functioning storm surge barrier, the Modulo Sperimentale Elettromeccanico (MOSE). The analysis suggests that a functioning MOSE barrier could prevent flood damage for the considered storm event and sea level scenarios almost entirely. A partially closed MOSE barrier (open Lido inlet) could reduce the damage by up to 34 % for optimistic sea level rise prognoses. However, damage could be 10 % to 600 % higher in 2060 compared to 2019 for a partial closure of the storm surge barrier, depending on different levels of individual protection.

1 Introduction

Flood events are among the most disastrous natural catastrophes, causing significant damage and fatalities all around the world. In Europe, coastal flood events are estimated to affect more than 100 000 citizens, causing losses of about EUR 1.4 billion annually . Under consideration of climate change scenarios, future flood damage is expected to increase due to rising sea level .

In this context, hazard and flood risk assessment has been broadly implemented according to the 2007/60/EC directive in the European Union (EU; ). According to the Intergovernmental Panel on Climate Change (IPCC), flood risk is defined as the combination of a specific hazardous flood event; elements (i.e., infrastructure; people; livelihoods; environment; and cultural, social, and economic assets) which might be exposed to a hazard in a certain area; and the vulnerability of these elements, meaning predisposition to be adversely affected . As such, outcomes of a flood risk assessment framework can support systemic and individual decisions to mitigate flood damage or adapt accordingly, increasing preparedness and strengthening coping capacities .

A flood risk assessment framework typically follows four steps: (1) hazard modeling, (2) assessment of vulnerability of exposed assets, (3) damage estimation, and (4) flood risk estimation . The application of 2D hydrodynamic models is currently the state-of-the-art method for deriving information about coastal and urban flood events . Damage modeling traditionally focuses on direct, tangible damage in terms of replacement costs related to structures, interiors, and public infrastructure since the cost–benefit analysis of flood mitigation measures is straightforward and indisputable . The vulnerability of exposed assets is determined not only by the type of exposed structure, its construction material (quality), its age, and its level of maintenance but also by the level of present awareness. Risk awareness influences the level of preparedness by means of physical measures (e.g., permanent or mobile water barriers, emergency works like sandbags) or behavioral adjustments (e.g., adapting the vertical distribution of goods and values). Vulnerability therefore varies highly spatially and temporally .

This study focuses on the assessment of flood damage in Venice. The low-lying historic city has a long record of flood events which is likely to extend into the future mainly due to relative sea level rise and continuing subsidence . Since 1987, the city of Venice has been part of the UNESCO World Heritage Site that spans the Venetian Lagoon . Consequently, not only economic and individual risk but also risk of damage or loss of highly valued cultural sites prevail. This is expected to contribute significantly to the tangible damage due to special restoration and reconstruction requirements . Additionally, intangible damage to cultural heritage sites (e.g., loss of historic books or documents, damage to iconic paintings) and their meaning for the cultural identity of the region and nation can be expected .

Thus, dealing with flooding and mitigating adverse effects comprise an existence-defining task in Venice now and in the future. Over the past decades, flood protection mainly relied on individual preparedness, which was supported by forecasting systems for storm surges incorporated into a multi-stage warning system . As part of an extensive flood protection plan, the Modulo Sperimentale Elettromeccanico (MOSE) barrier has been designed following the record flooding in 1966. It is expected to be functional by the end of 2023. The barrier consists of a series of submersed gates located in the three inlets of the Venetian Lagoon. MOSE is designed to protect Venice against high water exceeding 1.1 m of the local datum of the mareographic zero of Punta della Salute (Zero Mareografico di Punta della Salute, ZMPS), up to a water level of 3.0 m ZMPS . If not highlighted otherwise, all levels refer to the local chart datum in Venice, given as the ZMPS , corresponding to the mean sea level of the 1885–1909 period. Present mean sea level (2019 annual mean sea level) is 0.34 m ZMPS.

Despite much attention being given to flooding in the city of Venice, no detailed and methodical risk assessment framework is publicly available. Lack of such a framework makes it more difficult to compare and evaluate various measures (such as the MOSE barrier) and justify the distribution of resources for flood risk mitigation measures . Moreover, only a few studies on damage or loss modeling cover the old town of Venice. Some studies have investigated potential flood damage based on basic depth–damage relations to analyze the benefit of a functioning barrier , while others have looked into remaining flood risk for floods up to a level of 1.10 m ZMPS . These studies mainly focus on different closure scenarios of the MOSE barrier and consider flood risk implicitly by using a maximum safeguard water level in the city of Venice . As such, no risk assessment framework is accessible that captures the flood dynamics or allows for a comprehensive adjustment of exposure and vulnerability due to urban developments for potential long-term use of such frameworks. Flood dynamics might be altered in the future because of the operation of the MOSE barrier influencing the bathymetry and thus hydrodynamics of floods in the Venetian Lagoon .

The paper proposes a methodical and flexible assessment framework for Venice that is useful for analyzing existing and future flood damage for different meteorological storm events. It is methodical as it uses a hydrodynamic model along with a damage model that can resolve physical damage modeling of separate building components. The framework is flexible in that both models can be refined to consider additional elements of influence or additional elements at risk. This could be of particular interest for accounting for more specific conditions of cultural heritage as well as for incorporating additional knowledge about (changing) flood protection measures in Venice. The framework is tested using the second-highest recorded flood event for which damage claim data have been collected and made available by the municipality. These most recent damage claim data were used to analyze and discuss the suitability of the framework by comparing these empirical data with the simulated flood damage of the framework.

2 Methods

To develop a better understanding of existing and future risk due to damage to structures and cultural heritage in Venice, a risk assessment framework is developed in this study as shown in Fig. . High-resolution flood hazard characteristics are computed by means of a 2D hydrodynamic model. They feed into a micro-scale damage model to estimate expected absolute direct damage of the exposed buildings . The flood model is calibrated and partly validated using data from the storm surge of 12 November 2019. Additionally, a damage claim dataset for the same event is used for performance analysis of the damage model. Finally, the framework is applied to a set of scenarios of varying sea level change and MOSE closure behavior to analyze potential developments of flood damage instead of flood risk in the mid-term future. This simplification was used as information about (future development of) return periods of the studied storm surge event and probabilities of barrier failure scenarios are not available. However, the derived development of flood damage estimates as provided in this study can be easily translated into flood risk information by accounting for the probabilistic information.

Figure 1

Risk assessment framework.

[Figure omitted. See PDF]

2.1 Study area and storm event of 12 November 2019

The old town of Venice covers an area of about 6 km${}^{\mathrm{2}}$ and is pervaded by more than 100 canals of depths between 1 and 5 m . The old town is located in the Venetian Lagoon, the largest in the Mediterranean with an area of about 550 km${}^{\mathrm{2}}$. The lagoon is connected to the northern Adriatic Sea via three inlets at Lido, Malamocco, and Chioggia; see Fig. .

Figure 2

Study area consisting of part of the Adriatic shelf, the Venetian Lagoon and the old town of Venice. Green line indicates the applied boundary condition for the water level time series.

[Figure omitted. See PDF]

On 12 November 2019, the second-highest sea level since the beginning of measurements (1872) flooded the old town of Venice and other parts of the Venetian Lagoon. The maximum measured water level inside the old town was 1.89 m ZMPS, measured by the tidal gauge station Punta della Salute at 22:50 LT on 12 November 2019. It was comprised of a tidal contribution of 0.36 m, 0.47 m of storm surge induced by a strong sirocco wind over the Adriatic Sea, 0.35 m of long-term preconditioning, and 0.34 m mean sea level with regards to the local datum . At the same time, a secondary, local cyclone passed over the northern Adriatic Sea, resulting in an additional setup by causing an inverse barotropic effect and very high wind speeds from southwesterly directions of about 70 to 110 km h${}^{-\mathrm{1}}$. It is noteworthy that the secondary low-pressure field was not forecasted properly, which led to an underestimation of the flood by about 0.40 m . Unlike a storm event that occurred in 2018 where an even higher tidal peak (1.56 m ZMPS) coincided with low astronomical tides ($-\mathrm{0.10}$ m ZMPS), the extreme sea level of 12 November 2019 was the product of less extreme and thus more likely conditions .

As a response to the unexpected extreme meteorological event of 12 November 2019, financial support to the affected parties was provided in two rounds: (1) limited amounts for immediate response (up to EUR 5000 for residents and EUR 20 000 for non-residential entities – companies, NGOs, etc.) and (2) support for more extensive flood damage. Residents and entities could apply for compensation for either one round or both rounds. In total, 7644 eligible claims were issued inside the study area with a total cost of EUR 56.2 million. Data were made available by the office of the delegated commissioner for the management of exceptional meteorological events from 12 November 2019 in the territory of the Municipality of Venice.

For residents and entities that submitted only immediate response claims (3728 claims covering EUR 26.99 million of damage), physical addresses of the claimants are publicly available. It was possible to allocate 95 % of the reported immediate response claims (EUR 25.73 million) to 2778 structures inside Venice using a set of 33 096 addresses . For claimants that submitted claims in both rounds or just for more extensive flood damage (EUR 29.21 million), the available information provided was aggregated by city district for data protection reasons. More information on and analysis of the available damage claim data can be found in the Supplement of this study.

2.2 SLR and MOSE scenarios

The developed framework is applied to a set of seven different scenarios to derive indications of potential development of flood damage and flood risk in the future. The scenarios differ in their mean sea level and closure behavior of the MOSE barrier as summarized in Table . For all scenarios, the meteorological forcing of a storm equivalent to the extreme event of 12 November 2019 is used. SLR0 considers a mean sea level as present in 2019. “SLR0-allopen” represents the real flood event of 2019 without an operational MOSE barrier. Scenarios of 0.15 and 0.45 m sea level rise with respect to 2019 are selected in line with the latest research on sea level rise prognosis in Venice. They correspond to the lower and upper confidence bounds of the projected sea level change in the northern Adriatic Sea corresponding to the Representative Concentration Pathway (RCP) scenarios RCP2.6 and RCP8.5, for the year 2060 . Regarding the MOSE barrier, two closure states are considered: a fully functioning MOSE barrier (“allclosed”) and a setup where all inlets except for the Lido inlet close (“lidoopen”). Previous works and experiences from practice in Venice have shown that there is a probability of non-closure of storm surge barriers. In an a priori assessment of the inlets with regards to their dimensions and proximity to the old town of Venice, we identified that non-closure of the Lido inlet (lidoopen) is likely the most critical partial-closure scenario. This choice is in line with previous studies indicating the prominent importance of this inlet to manage water levels in Venice .

Table 1

Applied mean sea level (MSL) scenarios to assess future flood damage.

	Scenario	MSL
		$[$m ZMPS$]$
Present	SLR0-allopen	0.34
conditions	SLR0-allclosed	0.34
	SLR0-lidoopen	0.34
RCP2.6	SLR1-allclosed	0.49
scenario	SLR1-lidoopen	0.49
RCP8.5	SLR2-allclosed	0.79
scenario	SLR2-lidoopen	0.79

2.3 The modeling framework

As visualized in Fig. , the modeling framework consists of a combination of a hydrodynamic and a damage model, which is presented in this section.

2.3.1 Hydrodynamic model

In the study area, hydrodynamic models have been used frequently but do not account for the urban area of Venice . Studies looking into the distribution of flood depths in Venice have used a static model, also called a bathtub model . This uses the water level at the tidal gauge of Punta della Salute and compares it with the surface elevation of the old town of Venice to identify the flood extent and depth. A bathtub model assumes instantaneous flooding, neglecting the process of flood wave progression and therefore possibly overestimating the flood depths inside the city. A 2D hydrodynamic model might be able to capture the flood progression into the city, the role of sewage networks and other processes more realistically while also providing the appropriate framework to account for other flood parameters such as flow velocity. Moreover, the hydrodynamic model can be forced with variable water levels at the boundaries of the nested sub-models, thus accounting for strong water level gradients over the city registered by the observations during the 12 November 2019 event.

For this study, a 2D hydrodynamic model based on Delft3D Flexible Mesh (FM) Suite 2021.04 was used . The software provides a flexible unstructured grid framework which facilitates grid generation in the complex coastal and urban setting . Furthermore, it provides additional modules that can be used for a better physical representation of the system. Only 2D flow was considered in this study, but the model allows users to account for additional processes like wave action or 1D flow of the sewage system. A more detailed reasoning along with additional information on the model setup is described in the Supplement.

Table 2

List of altimetry data used.

Altimetry data	Datum	Resolution	Year	Source
Venetian Lagoon	IGM42${}^{\mathrm{a}}$	10 m	2002
Tidal channels	ZMPS	0.50 m	2013
Adriatic shelf	LAT${}^{\mathrm{b}}$	550 m	2018
Old-town surface	IGM42	1 m	2011	ArcGis (2020)${}^{\mathrm{c}}$
Canals in old town	IGM42	varying	2000

${}^{\mathrm{a}}$ 0 m IGM42 (l'Istituto Geografico Militare Genua, 1942) corresponds to $+\mathrm{0.23}$ m ZMPS. ${}^{\mathrm{b}}$ When analyzing the water level time series of the Acqua Alta platform for different months of 2019, the LAT (lowest astronomical tide) was chosen to correspond approximately to $-\mathrm{0.40}$ m ZMPS. ${}^{\mathrm{c}}$ The original altimetry data were collected by the RAMSES project (http://smu.insula.it/, last access: 4 April 2021), which was conducted in the year 2011 as a topographic survey characterized by high precision (altimetric resolution of 1 cm and planimetric resolution of 2 cm). The files used have been made available by .

An offline grid nesting framework was chosen, consisting of a parent model covering the study area and seven sub-models of higher resolution covering the area of the old town of Venice. The parent model used 2.73 million elements covering the study area with an average grid size of between 2.6 m in the old town and 200 m at the Adriatic shelf. In the seven nested models, the grid size was increased to an average of 1.3 m to reproduce the narrow-street system in Venice. Water level time series from the parent model simulation were extracted at 168 locations inside and around the old town of Venice. Each nested model is enclosed by a sub-set of these locations as shown in Fig. . Consequently, for each nested model, the water level time series of the enclosing locations were used as the boundary inputs driving the hydrodynamic simulation. As such, the sub-models did not exchange information among each other but were run independently. Inconsistencies in flow velocities and water levels due to the lack of interaction between the sub-models were neglected given that most interaction was assumed to occur through the canals, which had already been sufficiently captured in the parent model using a resolution of 2.6 m within the city. Within each nested model, the maximum water level per building was derived by taking into account the maximum water levels of every grid point within a 4 m distance of the building perimeter.

Figure 3

Nested model domains with observation points from parent model used as boundary forcing.

[Figure omitted. See PDF]

Most recent information on the depth of the lagoon flood plains and channels and the elevation of the islands of the old town was accessed from various sources. Table  presents an overview of all the elevation data used. All altimetry data were corrected to refer to ZMPS, the local chart datum in Venice.

Constant standard values were used for the viscosity, diffusivity, and density as the flow in the Venetian Lagoon is relatively well mixed without stratification . Roughness was added as the Manning type $n$. A standard roughness value of 0.023 was applied to the entire study area and eventually altered in different areas of the model domain based on the predominant characteristics, as outlined in Table . Roughness was used as a calibration factor, and it was checked that the values lie in the range of commonly applied roughness values for the different land types .

Table 3

Applied roughness values.

Area	$n$
Tidal channels	0.025
Tidal plains	0.040
Northern lagoon	0.020
Vegetation Venice	0.035
Streets Venice	0.019
Canals Venice	0.023
Inlets	0.030

Similarly, the wind-induced shear stress, by means of the drag coefficient, was used as a calibration parameter. It was implemented based on a linearly increasing relation between wind speed and wind drag developed by . Notably, their relation was derived for wind speeds between 6 and 21 m s${}^{-\mathrm{1}}$, but extreme wind speeds for the 12 November 2019 reached up to 27 m s${}^{-\mathrm{1}}$. Therefore a higher drag coefficient of 0.00876 (for 100 m s${}^{-\mathrm{1}}$ wind speed) was used. A comprehensive analysis of commonly used wind drag formulations confirmed that the chosen drag coefficient is within the range of available estimates . In addition, it was confirmed that the chosen values are in line with other Delft3D FM studies of the Venetian Lagoon (Giselle Lemos, personal communication, 24 May 2021).

The barrier system was modeled by means of a set of three simple weirs with a crest height defined by a time series. It is assumed that the barrier crest height increases at constant speed from the bottom of the respective inlet up to a height of 3.00 m ZMPS and closes within 30 min . For the considered meteorological storm conditions, the MOSE barrier starts closing when the tidal gauge station of Punta della Salute reaches a water level of 0.65 m ZMPS . This threshold is assumed to be constant for all analyzed scenarios. The starting time of closure was determined by modeled tidal gauge information from Punta della Salute for the different scenarios without a closing MOSE barrier; see Table .

Table 4

Closure times for scenarios.

Scenario	Closure time
SLR0	12 Nov 2019 18:40 LT
SLR1	12 Nov 2019 18:10 LT
SLR2	11 Nov 2019 18:10 LT

2.3.2 Damage modeling

While general damage drivers are broadly acknowledged , the exact effect of hazard characteristics on an exposed structure is still poorly understood as it also heavily depends on the material and its quality . This is particularly relevant for cultural heritage sites built using materials which have deteriorated over centuries of existence . Consequently, the chosen model was selected with special care to allow for an inclusion of differing vulnerability characteristics.

Various approaches and post-flood data analyses have been conducted to understand the relationships between the flood hazard characteristics and corresponding tangible, direct damage. Several comparative studies have looked into the characterization and performance analysis of some frequently used damage models .

An overview of commonly applied damage models in Italy can be found here: http://www.fdm.polimi.it/models (last access: 27 April 2021).

In general, loss estimates reflect high uncertainties and disparities because of the inaccuracy of the models and the lack of knowledge about the system in which they have been applied .

In this study, a flood model based on INSYDE (In-depth Synthetic Model for Flood Damage Estimation) was applied. INSYDE is a synthetic damage model developed based on “what if” scenario analysis to provide a methodical and generalized perspective on the flood damage process for different building components individually . It has been validated based on flood data from a river flood in Caldogno, Veneto, 2010. INSYDE is a multi-parametric model adopting 23 parameters to describe hazard and vulnerability characteristics of buildings. More details regarding the background and setup of the INSYDE model are provided in the Supplement of this study. As the model explicitly considers many damage-mediating factors, it allows for direct adjustments or extensions of the model based on the available knowledge or considered research purposes . As such, it is ideal to be extended to include new building types, e.g., cultural heritage sites like churches, with specific hazard–structure responses. The INSYDE model also makes use of building-type categorization to account for differences in the vulnerability characteristics between typical buildings in a study area. As a result, the absolute damage, $D$, per structure is calculated as the sum of a set of damage components summarized in Table :

1$$D=\sum _{i=\mathrm{1}}^n\sum _{j=\mathrm{1}}^m{C}_{i,j}=\sum _{i=\mathrm{1}}^n\sum _{j=\mathrm{1}}^m{\mathrm{up}}_{i,j}\cdot {\mathrm{ext}}_{i,j}\cdot E\left[R\right],$$ where $j$ represents the damage component and $i$ describes the considered activity, e.g., cleaning, removal, and replacing. up${}_{i,j}$ is the unit price per damage component for a given activity; ext${}_{i,j}$ is the extent of the exposed component and $E\left[R\right]$ the (expected) damage ratio. $E\left[R\right]\sim [\mathrm{0},\mathrm{1}]$ is derived from fragility functions for different hazard characteristics with gradual influence on the damage. They have been developed based on expert knowledge but are transparently reported as part of the supplementary material of .

Table 5

Damage components considered in INSYDE. Italic: not taken into account in this study.

		Sub-component				Sub-component
Cleanup		C1 – Pumping		Structural		S1 – Soil consolidation
		C2 – Waste disposal				S2 – Local repair
		C3 – Cleaning				S3 – Pillar repair
		C4 – Dehumidification
Removal		R1 – Screed		Finishing		F1 – External plaster replacement
		R2 – Pavement				F2 – Internal plaster replacement
		R3 – Skirting				F3 – External painting
		R4 – Partition walls				F4 – Internal painting
		R5 – Plasterboard				F5 – Pavement replacement
		R6 – External plaster				F6 – Skirting replacement
		R7 – Internal plaster		Windows	and doors	W1 – Door replacements
		R8 – Doors				W2 – Window replacements
		R9 – Windows
		R10 – Boiler
Non-	structural	N1 – Partition replacements		Building	systems	P1 – Boiler replacement
		N2 – Screed replacement				P2 – Radiator painting
		N3 – Plasterboard replacement				P3 – Underfl. heating replacement
						P4 – Electrical system replacement
						P5 – Plumbing system replacement

These fragility functions follow truncated normal distributions and relate a probability of damage of a specific component to one flood hazard characteristic: flood depth, flood velocity, or flood duration. In the present study, flood depth is the only damage-mediating factor since flow velocity and flood duration were found to be too low to add an additional source of damage . Results of the hydrodynamic model suggest that flood velocities are generally lower than 0.3 m s${}^{-\mathrm{1}}$ and the flood duration is between 2 and 4 h. The fragility functions allow not only for a deterministic multi-parametric consideration of the flood–structure interaction but also for accounting for uncertainties in the flood–structure interaction in a probabilistic framework. An example is shown in Fig. : damage to partition walls occurs if the partition walls absorb too much water to be dried up, i.e., if water depth exceeds a certain threshold . The fragility function can be used to determine an expected damage ratio or expected share of damaged partition wall for a given flood depth. However, damage to partition walls due to a certain water depth could range from “no damage” to “full damage”, depending on factors such as the quality of wall (material). In the probabilistic framework, a large set of realizations for each component is drawn to derive the 5th and 95th percentiles expressing an optimistic and pessimistic estimate of the absolute damage. Even though the probabilistic framework was not used in this study, it may be useful in the case of extending the framework to explicitly cover cultural heritage sites in Venice which may be more sensitive to varying flood characteristics.

Figure 4

Fragility function for partition walls relative to water depth.

[Figure omitted. See PDF]

Information on the individual building area and extent were derived from cadastral data of the city of Venice . A total of 14 460 structures were considered. Information on the structural properties, the year of construction, and the maintenance level was accessed from census data from the year 2011 by the Italian National Institute of Statistics . The census data are not building-specific but aggregated in census blocks covering multiple buildings. As a consequence, the most frequent characteristic was applied to all buildings within a census block. More detailed information on the census block data can be found in the Supplement of this study.

Google Maps Street View was used to gather visual information about typical house fronts, size and number of windows along with information about possible elevations of the entrance at 10 random locations in different districts of the old town. At each of the random locations, we regarded house fronts on both sides up to a distance of 50 to 250 m in various directions from the starting point. In this way, we obtained information regarding an estimate of 300 buildings. Length information was estimated based on expert judgment and available scales (e.g., door dimensions). In this way, a first-order estimation of building information was obtained in the absence of available statistical data. These building characteristics were confirmed with local inhabitants. Moreover, advertisements by real estate agencies were used to characterize the interior of housings on the ground floor in the old town of Venice. They were used to estimate the average minimum height of electrical sockets, type of floor cover, presence of waterproof skirting boards, and other protection measures. In addition, graphic documentation of the 12 November 2019 storm surge by the Aqua Granda project was used to search for installed flood protection measures.

The typical characteristics of residential buildings were found not to differ significantly from the implemented characteristics in INSYDE. One major difference related to the external wall perimeter exposed to floods was detected and incorporated as a new parameter EP${}_{\mathrm{eff}}$: most buildings in Venice are attached to other buildings, reducing the exposed perimeter. Additionally, a new building type, “building with economic activities on the ground floor” (BEA), was added to account for observed differences in the vulnerability characteristics from typical residential buildings: the windows are generally larger (increased from 1.4 m $\times$ 1.4 m to 2 m $\times$ 2 m), the window sills are lower (new sill height of 0.5 m instead of 1.2 m) and many shops are on the ground level without any steps of elevation. Additionally, the internal perimeter (reduced from 2.5 to 1.5 times the external perimeter) and number of doors are smaller (reduced to three per 100 m${}^{\mathrm{2}}$).

It was detected that many buildings had installed mobile protection systems, mainly bulkhead protections, at doors and windows to protect the interior from flooding during the 12 November 2019 storm event. Other protection measures were not commonly installed and therefore not incorporated in the damage model. A new parameter, “BuHe” representing the bulkhead protection height, was implemented to mediate the water level inside the buildings. Due to lack of data on the spatial distribution and protection height of mobile protection systems, three conceptual individual protection scenarios (IPSs) were characterized and applied: medium IPS, risk-averse IPS, and risk-taking IPS. For the risk-taking IPS, it was assumed that no bulkhead protection was installed at all. For the medium IPS, it was assumed that residents would install bulkheads protecting their building against the forecasted maximum water level (FC) at Punta della Salute increased by a safety margin of 10 cm. For a risk-averse IPS, the protection height also refers to the forecasted maximum water level at Punta della Salute but is increased by a safety margin of 50 cm. The water level $h$ inside the buildings is consequently calculated as 2$$\begin{array}{rl}h& =h_e-\mathrm{GL}-\mathrm{BuHe}\mathrm{and}\mathrm{BuHe}\\ & =\left\{\begin{array}{ll}\mathrm{0}& \mathrm{if}\mathrm{risk}\text{-}\mathrm{taking}\mathrm{IPS},\\ \mathrm{FC}+\mathrm{0.1}& \mathrm{if}\mathrm{medium}\mathrm{IPS},\\ \mathrm{FC}+\mathrm{0.5}& \mathrm{if}\mathrm{risk}\text{-}\mathrm{averse}\mathrm{IPS},\end{array}\right.\end{array}$$ where $h_e$ is the water level outside the buildings, GL is the ground floor level of the considered structure, and BuHe is the bulkhead protection height as visualized in Fig. . FC was set to 1.50 m ZMPS for SLR0-allopen and to 1.10 m ZMPS in all other scenarios, given that a functional MOSE barrier is expected to keep the water level below a threshold of 1.10 m ZMPS.

Figure 5

Visualization of bulkhead protection height.

[Figure omitted. See PDF]

As a third parameter, information on the cultural heritage status of buildings inside Venice was used to account for higher reconstruction costs. These data were provided by the cultural heritage office of the city of Venice. In line with a previous study assuming a cost increase in reconstruction for historic buildings by 7 % to 11 % , total damage costs were increased by 10 % in the case of cultural heritage status. This is also in line with commonly mentioned ranges of reconstruction costs in Venice (see for example http://costo-ristrutturazione-casa.it/costo-ristrutturazione-appartamento-venezia/, last access: 9 April 2021). Unit prices for cleaning, removal, and replacement were used from the INSYDE model assuming that those values do not significantly vary across Italy. INSYDE provides prices at the 2015 price level. They were corrected for inflation and referenced to the year 2019.

3 Results

This study developed a methodical framework to assess present and future flood risk in the historic city of Venice. As such, a hydrodynamic model was developed, calibrated, and validated. In addition, a damage model was compared against available damage claim data of the storm event of 12 November 2019. Ultimately, the framework was applied to analyze development of future flood damage under sea level rise scenarios in the case of a (partially) closing MOSE barrier.

Figure 6

Average flood depth estimates of buildings for old town of Venice (excluding buildings in nested model “Castello” (see Fig. )). (a) Cross-model comparison between bathtub and d3dfm (grid resolution of 1.3 m). (b) Comparison of flood depth estimates for different grid resolutions of the hydrodynamic model ($y$ axis: grid resolution of 2.6 m; $x$ axis: grid resolution of 1.3 m).

[Figure omitted. See PDF]

3.1 Calibration and validation of the hydrodynamic model

For calibration and validation of the hydrodynamic parent model, modeled water levels were compared against measurements obtained at seven tidal gauge stations: Lido inlet, Malamocco inlet, Chioggia inlet, San Nicolò, Murano, San Giorgio in Alga, and Punta della Salute, which are located in close proximity to the old town, as visualized in Fig. . Water level information was provided by the meteo-tidal network of the Venice Lagoon . Three events were used for calibration and validation purposes as shown in Table . For the tide calibration, a summer period was chosen where influence of wind on the water levels inside the lagoon can be expected to be low. The full model was calibrated for the storm event of 12 November 2019 and finally validated for another storm event from October 2018.

Table 6

Considered conditions for calibration and validation.

Used for	Period
Tide calibration	1 Jul 2013 00:00 LT–4 Jul 2013 23:50 LT
Wind calibration	12 Nov 2019 00:00 LT–13 Nov 2019 02:00 LT
Model validation	28 Oct 2018 16:00 LT–30 Oct 2018 02:00 LT

To evaluate the performance of the model, the Pearson $r$ coefficient and the root-mean-square error (RMSE) were used. Results for the three runs are compiled in Table  and suggest that measured data can be reproduced well, including the storm surge peaks for the wind calibration and validation run. Accuracy of the maximum flood peak lies within a margin of $\pm \mathrm{5}$ cm. For San Nicolò, Malamocco and Murano, the observed water level data were partly corrupted or not available. Further analysis of the results can be found in the Supplement of this study.

Table 7

Parent model performance.

	Tide calibration			Wind calibration			Model validation
Station	$r$	RMSE		$r$	RMSE		$r$	RMSE
		$[$m$]$			$[$m$]$		$[$m$]$
Murano	0.969	0.048		–	–		0.992	0.078
Punta della Salute	0.977	0.043		0.987	0.078		0.990	0.068
San Giorgio in Alga	0.970	0.049		0.989	0.070		0.989	0.097
San Nicolò	0.989	0.027		0.945	0.136		–	–
Malamocco	0.971	0.054		0.984	0.081		–	–
Chioggia	0.993	0.025		0.977	0.091		0.934	0.114
Lido	0.986	0.040		0.974	0.097		0.945	0.121

The nested models were used to derive the flood depth estimates inside the city. Analysis of the difference in water depth estimates inside the old town of Venice from the parent and nested model domains suggests that the grid resolution of the hydrodynamic model has significant impact on the flood characteristics inside the city. As Fig. b shows, a coarser grid tends to provide lower flood depth estimates. A coarser grid may fail (more often) to resolve possible flow paths in the very narrow street system in Venice, limiting water flow into the old town.

Calibration was not possible inside the old town due to lack of available measured data. Instead, a cross-model comparison of the nested model flood depth estimates with a simple bathtub model was used to analyze the average maximum flood depth estimates for the 12 November 2019 storm event. The bathtub model tends to provide higher inundation estimates, as shown in Fig. . Additionally, the hydrodynamic model gives high flood depths for some buildings, while the bathtub models suggests that those structures are not affected by water levels at all (or are affected to a much lesser degree). This unexpected result was linked to grid instabilities of the nested models. In total, higher water levels were suggested by the hydrodynamic model at 383 buildings. Additionally, grid instabilities of the nested sub-model Castello (refer to Fig. ) could not be resolved, resulting in missing flood depth data based on the hydrodynamic model for 2098 buildings (14 % of the total number of buildings). For buildings affected by instabilities, flood depth estimates from the bathtub model were used for the damage modeling of these buildings.

3.2 Damage model performance

To analyze the performance of the transferred model, the total modeled damage for the old town was compared against the total sum of the eligible 7644 damage claims. Additionally, a structure-wise analysis was conducted for the sub-set of 2778 structures with 3728 immediate response claims. A total of 94 immediate response claims (2.5 % of immediate response claims, amounting for EUR 656 264 in claim volume) were located in the sub-model Castello. As indicated before, we used flood depth estimates from the bathtub model, resulting in minor effects on the structure-wise results.

As shown in Table , the damage model is able to reproduce the damage claims well: for both sets of considered structures, reported damage claims fall inside the range of modeled damage estimates for the different IPSs. While the total volume of reported immediate response claims corresponds to an individual protection scenario between “risk averse” and “medium”, the total volume of all reported damage is more closely aligned with a risk-averse IPS. Furthermore, damage estimates based on the bathtub calculations are generally larger, which is in line with the lower level of flood depth estimations by the hydrodynamic model. The difference increases with decreasing level of individual protection.

Table 8

Comparison of damage claims and estimates based on hydrodynamic (d3dfm) and bathtub (btb) flood depth estimates [EUR million].

		INSYDE		Claims
		d3dfm	btb
Sub-set of	risk-averse IPS	12.9	13.1	25.7
structures	medium IPS	42.0	47.5
	risk-taking IPS	63.1	65.8
All	risk-averse IPS	52.3	53.8	56.2
structures	medium IPS	166.3	193.1
	risk-taking IPS	253.6	269.9

Additionally, a structure-wise comparison was conducted for 2778 structures. As shown in Table , correlation and average relative error (RE), computed as the ratio of the reported damage and the estimated damage per building, suggest limited alignment of the modeled damage with the reported claims. Both indicators suggest that the damage claims might be slightly better estimated for damage computed based on bathtub flood estimates. Furthermore, claims might be slightly better estimated based on a medium IPS or risk-taking IPS for most buildings. At the same time the RMSE, which gives more weight to extreme variations due to its definition, is lower when assuming a risk-averse IPS. Moreover, the kernel density plot gives insight into the relative frequency of damage as shown in Fig. . In a risk-averse IPS, the number of structures with rather low damage is overestimated; meanwhile larger damage is underestimated. The opposite applies to risk-neutral and risk-taking scenarios.

Figure 7

Kernel density plot: damage estimates and claims.

[Figure omitted. See PDF]

Table 9

Performance indicators of damage estimates based on hydrodynamic (d3dfm) and bathtub (btb) flood depth estimates for structures with immediate response claims.

		Risk-averse	Medium	Risk-taking
		IPS	IPS	IPS
d3dfm	$r$ $[$–$]$	0.22	0.26	0.26
	RMSE $[$EUR$]$	19 382	22 158	29 332
	RE $[$%$]$	308.9	87.8	55.5
btb	$r$ $[$–$]$	0.22	0.25	0.26
	RMSE $[$EUR$]$	19 384	23 298	30 122
	RE $[$%$]$	304.9	71.5	51.8

Figure 8

Damage components and damage estimation for all structures for SLR0-allopen.

[Figure omitted. See PDF]

According to the INSYDE model, the most affected building components are external and internal plaster removal (R6, R7), replacement (F1, F2), and painting (F3, F4), followed by costs for the replacement of electrical (P3) and plumbing systems (P4), as shown in Fig. . The model often suggests no damage for many damage components as hazard characteristics are below thresholds for which damage is reported to occur. It can be seen that the medium IPS leads to limited damage reduction regarding plaster but a strong reduction for the building systems. In a risk-averse IPS, no damage occurs inside the buildings.

It is worth mentioning that damage estimates based on flood depth information from the bathtub model generally give similar damage estimates for both sets of considered structures; deviations for risk-averse and risk-taking IPS sit between 1.5 % and 6.3 %. For the medium IPS, damage is about 13.1 % to 16 % higher when using bathtub model depth estimates. This is a reasonable observation, given that the bathtub model generally provides higher flood depth estimates. As a result, the number of buildings where the flood depth of the bathtub model exceeds the protection height but flood depth of the hydrodynamic model does not exceed the protection height is higher for the medium IPS than for the risk-taking or risk-averse IPSs. Consequently, more additional damage occurs according to the bathtub model for the medium IPS as this model reports significantly more interior damage for buildings.

3.3 Flood damage for future scenarios

The developed flood risk assessment framework was applied to a set of sea level rise scenarios for the reference year of 2060. Flood damage was computed and used as a proxy for how flood damage and risk could evolve in future conditions. The set of seven scenarios is compiled in Table . As shown in Fig. a, a fully closed MOSE barrier keeps the peak flood level significantly below the safety threshold of 1.10 m ZMPS for the given meteorological event for all scenarios. A partially closed barrier would lead to a reduction in the flood peak by about 0.3 m for SLR0 and SLR1. Still, an open Lido inlet leads to high water levels at Punta della Salute. Results suggest that the dampening effect by a partially closed barrier diminishes for SLR2. For a sea level rise of 0.45 m, the peak at the Piattaforma Oceanografica Acqua Alta would be at 2.25 m ZMPS and the peak at Punta della Salute at 2.10 m ZMPS, implying that the damping effect is reduced by half.

Figure 9

Flood depths for scenarios. (a) Modeled flood peaks at Punta della Salute. MOSE barrier activation for the different scenarios was 12 November 2019 18:40 (SLR0), 12 November 2019 18:10 (SLR1), or 11 November 2019 18:10 (SLR2) according to Table . (b) Share of buildings exposed to certain average flood depths.

[Figure omitted. See PDF]

It is noteworthy that for the allclosed scenarios, SLR2 results in a slightly lower flood peak estimate than the other two scenarios. A possible explanation for this is that for SLR2 the closure of the MOSE barrier occurs about 24 h earlier relative to the flood peak, while for SLR0 and SLR1 it is closed about 4 h before the flood peak. As the barrier is closed during a flood, the part of the tidal wave that propagated into the lagoon before the full closure has more time to evenly spread out across the lagoon, resulting in a slightly lower average flood depth in the center of the lagoon than for the other two scenarios. This ultimately influences the wind effect and maximum water levels at Punta della Salute.

Analysis of the implications of the different scenarios for the average inundation depths concludes that a partially functioning MOSE barrier would significantly reduce the expected average flood depth for 90 % of the buildings for sea level rise scenarios of SLR0 and SLR1. In SLR2, the increased sea level dominates compared to the dampening effect of the partial closure as visualized in Fig. b. This analysis also shows that for the storm surge of 12 November 2019, 50 % of all structures in Venice experienced a flood depth of 0.55 m or higher. Only 10 % of buildings experienced flood depths lower than 0.10 m, and only 5 % of buildings were not exposed to floods at all.

Table 10

Flood peak level at Punta della Salute [m ZMPS] and damage estimates [EUR million] for different scenarios.

		d3dfm				Bathtub
Scenario	Peak	Risk-averse	Medium	Risk-taking		Risk-averse	Medium	Risk-taking
	level	IPS	IPS	IPS		IPS	IPS	IPS
SLR0-allopen	1.89	52.2	166.3	253.6		53.8	193.1	269.9
SLR0-lidoopen	1.56	37.1	95.0	132.0		39.7	119.7	156.9
SLR0-allclosed	0.82	0.0	0.0	0.1		0.0	0.0	0.1
SLR1-lidoopen	1.62	42.6	129.4	166.7		46.8	165.3	201.1
SLR1-allclosed	0.87	0.0	0.0	0.2		0.0	0.0	0.2
SLR2-lidoopen	2.10	179.7	289.6	309.4		196.3	300.8	320.0
SLR2-allclosed	0.81	0.0	0.0	0.1		0.0	0.0	0.1

Corresponding damage estimates for the different scenarios were computed using the calibrated INSYDE model. For the scenarios accounting for a protective MOSE barrier (or one that is assumed to be protective), the forecasting water level relevant to determining the height of mobile protections at doors and windows was set to the safety threshold of 1.10 m ZMPS. As a result, the damage cost difference between medium IPS and risk-averse IPS decreases with increasing flood depths. At the same time, the difference for the risk-averse IPS is less apparent given that, for SLR0-allopen, damage only occurred at the external walls but, for SLR0-lidoopen, also partly on the inside due to lower protection levels. Results are compiled in Table .

An interesting observation can be made when comparing the damage estimates of SLR0-allopen to those of SLR2-lidoopen. Despite an approximately 0.21 m higher flood depth for SLR2-lidoopen, the effects on damage estimates for risk-taking IPS and medium IPS are smaller than expected even though protection heights are on average also 0.40 m lower than in SLR0-allopen. Analysis of the formulations for vulnerability and exposure implemented in INSYDE provides a possible explanation: it is insufficient to replace the external and internal plaster that came in direct contact with the water. An additional height of 1 m must be replaced as well. Given that cost for plaster removal is independent of the required removal height, this implies that for a small flood depth, higher replacement costs already occur and only increase linearly for higher flood depths. As extreme flood depths are frequently lower than 1 m, the influence of the additional height carries a stronger weight compared to the difference for higher-water-level scenarios.

4 Discussion

Venice is a city with a long history of flooding that is likely to extend into the future despite the presence of the MOSE barrier. Until now, limited methodological approaches have existed which provide estimations of future flood risk to structures and particularly to cultural heritage. This study developed a flood risk assessment framework that can be used for assessment of direct, tangible damage to residential and economic buildings and can be extended in future research to account for the special conditions of cultural heritage as well. The framework performs well compared to available damage claim data and gives some indications about possible future flood risk for extreme storm surges under a partially failing MOSE barrier system.

The developed hydrodynamic model provides reliable estimates of hazard characteristics inside the old town. First, the validated hydrodynamic coastal model reproduces the flood peaks with an accuracy of $\pm \mathrm{5}$ cm despite some simplifications of the lagoon system, such as applying uniform meteorological conditions over the entire domain and neglecting freshwater inputs and wave action. Second, the cross-model comparison suggests that the hydrodynamic model performs as expected and may provide optimistic flood depth estimates inside the city as compared to the presently used static model . A final confirmation of flood depths inside the city by means of calibration and validation with flood depth records was not possible but should be a key focus in future studies as flood-enhancing components such as the sewage system, water coming from the ground, or wave influence were neglected. Those elements were not considered as no data on the 1D network of the sewage systems and the other processes were available in due time and resources to investigate these data in field trips were also not available. In addition, following from the comparison of parent and nested model depth estimates, a grid convergence analysis should be conducted to find the optimal grid resolution for the city of Venice. Despite a grid size of 1.3 m near structures, which is already rather high compared with other hydrodynamic urban models , the specific setting of Venice with its narrow-street system may require increasing the resolution even further.

Some modeling challenges of the hydrodynamic model have to be highlighted. Due to the complex urban structures and altimetry, some extreme local water levels that occurred in the parent and nested models were likely caused by the complex grid structure and the algorithm describing the wetting and drying process inside the model . This not only led to incorrectly high flood depths at a few buildings but also prevented the consideration of one of the nested sub-models. Part of the instability can be solved by grid refinement, bathymetry alteration, or adjusting the modeled time periods. In accordance with previous studies , it was found acceptable to use bathtub flood depth estimates for the remaining structures instead, given the limited influence of flood depth variation on the damage estimate. However, while the current setup of the hydrodynamic model results in roughly similar damage estimates to those of the bathtub model, a fully functioning hydrodynamic model may add additional benefits to the flood risk assessment framework as it can account for (changing) physical characteristics explicitly, allow for a calibration based on flood depth information, and incorporate additional flow path components such as a 1D sewage system, which might lead to different flooding patterns.

The adjusted version of the INSYDE damage model is able to reproduce the total damage claim volume related to the storm event of 12 November 2019 as shown in Table . Analysis of the sub-set of immediate response damage claims also confirms initial expectations of relatively high individual protections levels in Venice as frequent and intense experience of flooding has been reported to contribute to higher levels of individual flood preparedness . Moreover, results imply that the effect of protection measures has a strong influence on the estimated damage. It is important to note that damage was only caused by the inundation depths and not by flow velocities or flood duration according to the INSYDE model. Flow velocities inside Venice and near its buildings were lower than the required threshold (0.5 m s${}^{-\mathrm{1}}$) for more than 95 % of the buildings, as shown in Fig. S13. Similarly, inundation duration had no damage-mediating effect because it did not exceed the pre-defined threshold of 8 h for the analyzed flood events as shown in Table .

However, the poor structure-wise depth–damage correlation and the alignment of the two considered sets of reported damage claims with different (combinations) of IPS reiterate commonly faced challenges of flood damage modeling . Limited knowledge of the system introduces uncertainty into the damage estimates. As an example, about half of all damage claims (7644) were linked to about 20 % of the structures in Venice only. Meanwhile, 90 % of structures were found to be exposed to an average flood depth of at least 0.1 m according to the hydrodynamic model. Thus, it is questionable whether exposure and vulnerability of the system are adequately represented given that modeled damage of external walls alone is almost as high as the reported damage. In addition, preparedness was simplified as perfectly functioning mobile barrier systems installed at all buildings, like in this study. However, protection levels have been reported to be very diverse and could also (partially) fail to provide the promised level of protection in reality. Additionally, more protection measures may be in place to reduce the flood damage. Moreover, many exposure and vulnerability relations of the synthetic damage model were transferred unaltered, despite the possibility that they may not reproduce the present hazard–structure interaction processes in Venice.

At the same time, limitations of the available damage claim datasets have to be accounted for as well. It can generally be questioned whether reported damage represents the full extent of effective damage of a flood event. Potential claimants may have opted to undergo significant bureaucratic efforts for (sometimes) limited financial support . Alternatively, claimants may not have seen the need to replace (some) damaged elements, e.g., because of their experience with frequent flooding. Marks of previous floods at house fronts throughout the old town support this hypothesis. Additionally, given that the available damage data are spatially and/or component-wise aggregated, limited conclusions can be drawn from the damage data analysis to address the mentioned limitations of the framework. While the structure-wise analysis of immediate response claims allowed for a comparison of the bathtub model and hydrodynamic model, the high aggregation level of all damage claims in combination with the numerical challenges in the hydrodynamic sub-models did not allow us to confirm findings of this comparison. Information from a detailed investigation of the effective and reported damage for the 12 November 2019 flood event may provide required additional confidence in the developed damage model. Also, a thorough analysis of the variety and spatial distribution of building types and installed preparation and protection measures on the structure and neighborhood level, as well as other vulnerability characteristics, in Venice would be required for a better representation of the system.

When discussing the accuracy and reliability of the applied damage model, it is also worth considering that another study analyzing exceptionally extreme flood events suggests much higher flood damage ; for flood events exceeding 1.80 m ZMPS, damage estimates amount to EUR 196.33 million (price level of 2013, not adjusted for inflation) even though only the refurbishment (plastering) of walls is considered. Given the varying approaches, many reasons could contribute to the diverging damage estimates. Two striking reasons were identified: estimates of the buildings requiring special care due to their historical importance diverge for the two studies (in the present study 25 % of buildings are declared as cultural heritage compared to 50 % in the other study) along with the corresponding increase in refurbishment cost (present study 10 %, other study 50 %). It is also important to acknowledge that considering an economic value of cultural (world) heritage in terms of increased reconstruction costs does not holistically represent the flood impact on a cultural heritage sites and assets. Firstly, impact on the cultural value is not represented in terms of reconstruction costs. Secondly, it is unknown to what extent cultural heritage value can be restored or reconstructed after being damaged or destroyed. Both aspects are not addressed in the current setup of the damage model. Transparent and robust cultural heritage decision-making should include a wide range of heritage values while recognizing that these can change over time and should be regularly updated . Additionally, the assumed basis reconstruction costs may vary: in the present study, reconstruction cost values from another region were used under the assumption of limited variation across Italy. Further investigation into possible differences in and uses of reconstruction cost information for the Veneto region is recommended instead .

Results on the effect of the MOSE barrier on the water level inside the lagoon align with previous studies, suggesting that a partial closure will still cause flooding of the old town of Venice . The study adds to existing knowledge as it considers the second most extreme flood event experienced, while previous studies have mainly investigated more frequent, less extreme flood events . The present study adds new insights, suggesting that the damping effect of a partially closed MOSE barrier on the flood wave will reduce as sea level rises and may consequently amplify flood risk in the future. To confirm this finding in future studies, some of the present's study limitations should be addressed: for the applied future scenarios, present conditions of the system were used. However, the sediment budget of the lagoon is negative, meaning that the lagoon is currently deepening and may look significantly different 40 years from now . The same applies for local subsidence processes which have significantly contributed to flood risk in the past and may continue to do so in the future as well . Also, variation in tidal amplitude due to changes in bathymetry and mean sea level as observed in the past may continue in the future .

In addition, some inaccuracy regarding the flood levels is likely to be introduced as processes of seepage through the barrier and freshwater input in the lagoon have been neglected in the present study. This is particularly relevant for SLR2, where the MOSE barrier would be closed for more than 36 h. In previous studies it has been suggested that seepage through the fully closed barrier could result in water level increase of between 0.27 and 2.1 cm h${}^{-\mathrm{1}}$ . Consequently, peak water level could be expected to be about 8.1 to 63 cm higher for SLR2-allclosed, while the effect of seepage could add between 1 and 8.4 cm in an SLR0-allclosed scenario where MOSE closure happens about 4 h before the flood peak. Seepage and freshwater input may also increase water levels for scenarios with an open inlet at Lido.

The results of the scenario analysis highlight the importance of a fully functioning MOSE barrier and the damage-mediating influence of the individual protection scenarios. In line with previous studies investigating the remaining flood risk under climate change with a fully functioning barrier , the present study suggests that a fully closed MOSE barrier limits the effect of flooding for the considered meteorological flood event to very few buildings inside the old town with very small damage for all considered sea level rise scenarios as shown in Table .

Table 11

Ratio of future flood damage and SLR0-allopen under varying IPSs (developments in the future). I: risk-averse IPS; II: medium IPS; III: risk-taking IPS.

			SLR0-lidoopen				SLR1-lidoopen				SLR2-lidoopen
			I	II	III		I	II	III		I	II	III
SLR0-	allopen	I	0.71	1.82	2.53		0.82	2.47	3.19		3.44	5.54	5.92
		II	0.22	0.57	0.79		0.26	0.78	1.00		1.08	1.74	1.86
		III	0.15	0.37	0.52		0.17	0.51	0.66		0.71	1.14	1.22

Even though the applied methodology to represent preparedness and individual flood risk protection by means of different IPSs and their effectiveness has mainly a conceptual value, some insights can nevertheless be derived: the warning level and how residents will respond to this in terms of individual protection in light of a functioning MOSE barrier (or one expected to be functioning) appear to have significant influence on the expected damage as shown in Table . Table  gives the change in estimated damage for the different scenarios relative to the modeled damage for the flood event of 12 November 2019 represented by SLR0-allopen. It shows that a partially functioning MOSE barrier could reduce damage of a storm surge event like that on 12 November 2019 by 17 % to 48 % for SLR0 or SLR1 under the assumption of unaltered levels of individual protection in the future. The reduction is strongest for the SLR0-lidoopen scenario, assuming a (constant) risk-taking IPS, where damage would be reduced to 52 % of the estimation for SLR0-allopen. As discussed, the damping effect of a partially closed barrier diminishes for SLR2-lidoopen. As a result, damage could increase by a factor of 1.08 to 3.44 if sea level rise follows the pessimistic prognosis of climate change.

At the same time, individual protection levels may change in the future depending on the performance and reliability of the MOSE barrier. In the worst case, meaning that protection levels change from a risk-averse IPS to a risk-taking IPS, damage could be up to 5.92 times higher compared to flood damage of SLR0-allopen as shown in Table . Compared with a scenario where the individual protection level remains constant, damage would be about 72 % higher in this case. At the same time, in the case that individual protection levels increase from a medium IPS to a risk-averse IPS, damage could be reduced to 26 % for SLR1-lidoopen or just slightly increase by 8 % in the case of SLR2-lidoopen.

As present knowledge of influencing drivers of future flood risk is very limited, this study is only a starting point for a more concise analysis of the implications of the MOSE barrier on the old town of Venice and the individual protection levels in particular. At this point, it is unknown what effect the operational MOSE barrier will have on the early-warning system in Venice and the level (and types) of installed protection measures by residents. Additionally, the provided estimates are all based on present monetary values and present exposure and preparedness conditions. They are expected to change in the future, again depending on both possible socio-economic and political developments and the reliability of the MOSE barrier to protect the old town and its residents in the future.

5 Conclusions

In this study, a flood risk assessment framework has been developed, which has proved to be able to reproduce the flood event of 12 November 2019 with an accuracy of $\pm \mathrm{5}$ cm in the proximity of the old town and providing damage estimates in accordance with available damage claim data. While the use of a hydrodynamic model posed some numerical challenges and resulted in similar flood damage estimates to those based on a bathtub model, the opportunity to integrate additional elements such as wave effects or a 1D flow path component representing the sewage system in the low-lying city might allow for a more accurate flood hazard estimation beneficial for efficient flood risk management. The implemented damage model can reproduce damage claim data but faces commonly acknowledged uncertainties due to limited knowledge about the system and damage processes. Various existing approaches and elements (hydraulics, damage model, interventions, sea level rise scenarios) were integrated to develop and test a novel approach to risk assessment for Venice. While the application focus of this study focuses on events with a single return period, the framework can be easily used to consider other events (with other return periods) to form a complete risk assessment in current and future conditions and for various interventions. Given the complexity of the system and the large numbers of possible interventions, it would be a study by itself to evaluate all the (combinations of) interventions . Thus, in this paper we have focused on the introduction of the framework and its illustration for a limited number of events and interventions.

Developing a methodical risk assessment framework for the cultural heritage city has provided some valuable insights into expected flood exposure and damage in the old town of Venice. While this study confirms the general appropriateness of the MOSE barrier to protect the city of Venice for extreme storm events for additional rising sea level up to 45 cm, it was also found that the damage in the case of a partially closed MOSE barrier may still increase significantly for most considered scenarios. While an improved individual protection level in the future could lead to a damage reduction of up to 78 % for the present sea level and 74 % for an optimistic sea level rise prognosis, damage could be up to 1.08 to 5.92 times higher in 2060 in the case of an unchanged or decreased level of individual protection. Based on the findings of relative importance of individual flood protection in light of a potentially failing MOSE barrier, this study provides an indication that a better understanding of presently applied flood protection is needed to identify realistic individual protection scenarios for future conditions. This would be helpful to identify possible areas of action to maintain (or advance) existing structure-wise flood protections and individual preparedness. In addition, the influence of the MOSE barrier on the reported warning levels and the effectively installed protections was identified as an important question to address in order to reduce flood risk in Venice up until 2060. As such, the proposed flood risk assessment framework provides a methodical approach that is useful to support future decisions on flood risk management.

Additional studies should be carried out to improve the presented framework. Addressing some of the limitations, particularly the simplification of the system by excluding the sewage system, grid instabilities, and lack of calibration data, may add additional confidence in the exposure modeling. Moreover, incorporating information on future return levels of storm events as well as failure probabilities of the MOSE barrier should be addressed in the present framework to allow for a proper flood risk assessment to support the efficient and effective allocation of (additional) resources to flood protection in Venice. Also, a better understanding of the spatial distribution of protection measures and other damage-mediating characteristics within the districts of the old town, ideally for each structure, is required for a better representation of the system. Additionally, new building types in the damage model can be implemented to account for some characteristic cultural heritage buildings as proposed in the Supplement. This would contribute to a better and multidimensional understanding of the present and future flood risk.

Code and data availability

Files and data used for the hydrodynamic and damage modeling are made available at the following repository along with an explanatory overview document: https://1drv.ms/u/s!AujDMT3F11JwgpEoTj2zfvrJqDcOdA?e=dY2c6O .

The supplement related to this article is available online at: https://doi.org/10.5194/nhess-22-2381-2022-supplement.

Author contributions

The paper is a product of the MSc thesis work of JS. JS was responsible for the progression of research, the model runs, the post-processing analysis, and writing the paper. CF provided data and information regarding the 12 November 2019 flood event and contributed to the analysis of the hydrodynamic and flood modeling results. BJ was chair of the MSc thesis, reviewed the paper, and contributed to defining the general scope and approach of the study. ADL provided support on the hydrodynamic modeling and writing process. AA supported the communication with Italian official entities. SF provided data and information on cultural heritage evaluation. CF, BJ, ADL, AA and SF also contributed with discussion and revision.

Competing interests

The contact author has declared that none of the authors has any competing interests.

Disclaimer

Publisher's note: Copernicus Publications remains neutral with regard to jurisdictional claims in published maps and institutional affiliations.

Acknowledgements

We would like to issue special thanks to Anna Rita Scorzini for her close support and for sharing her insights into and experience in the complex field of damage modeling in the context of Italy. Furthermore we would like to thank the office of the delegated commissioner delegate for the emergency resulting from the exceptional tide of 12 November 2019 in Venice for their willingness and cooperation in providing statistical data related to the declared damage and in particular Maurizio Calligaro for his valuable and extensive effort to provide all possible damage claim information. Finally, we want to thank Giselle Lemos for sharing insights and data from her experience in Delft3D FM modeling of the Venetian Lagoon.

Financial support

Christian Ferrarin has been supported in this work by the STREAM project (Strategic development of flood management, project ID 10249186) funded by the European Union under the Interreg V-A Italy–Croatia CBC program.

Review statement

This paper was edited by Piero Lionello and reviewed by two anonymous referees.