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Run-Time and Statistical Pedestrian Level Wind Map for Downtown Toronto

Rapid population growth and urbanization have led to the development of high-density and high-rise structures around the world. Tall structures in proximity can negatively affect pedestrian comfort by directing strong winds to the ground near the structure. Pedestrian level wind (PLW) may affect local businesses/services, pedestrian comfort and in extreme cases jeopardizes pedestrian safety. The downtown portion of the City of Toronto (∼10 km2) was chosen as the study region due to the recent development of many high-rise structures. The region was split into 10 zones and Computational Fluid Dynamics (CFD) was utilized to study the wind effects of the local building geometry and arrangements. Wind velocities were extracted from Computational Fluid Dynamics and coupled with historical meteorological data from Billy Bishop Airport. The coupled velocities from CFD were found to be within 20 and 5% RMSE, respectively, of the recorded data at the wind station for 85% of the sampled data. Wind velocities were then extracted at various elevations and coupled with meteorological weather data to generate real-time, historical, and statistical visualization of local wind fields. This study enables the prediction of real-time, historical, and statistical wind speeds, bearings at various elevations. Visualization of the flow field provides important insights for pedestrians, architects, engineers, and city planners regarding local wind speeds and identify problematic areas.


INTRODUCTION
Pedestrian Level Wind (PLW) typically refers to the wind speed at 1.5 m above the ground (i.e., typical pedestrian height). While temperature, humidity, clothing, solar radiation and exposure time are factors that affect pedestrian comfort (Soligo et al. (1998); Stathopoulos (2006)), this paper focuses purely on the magnitude of PLW wind velocity. People's day-to-day activities and comfort can be affected by the magnitude of the PLW. For instance, a wind speed of up to 3.8m/s is considered the acceptable limit for standing, while a wind speed of 5.5 m/s is the limit for walking, running, or cycling. Wind speeds above these acceptable limits are likely to cause discomfort or unsafe conditions for pedestrians. A demonstration of this occurred in 1975 at Toronto's Financial District, when rope lifelines had to be installed to aid pedestrians to walk in extremely windy conditions (Roberts, 2013). High wind velocities have large impacts on pedestrians and local businesses. Toronto city planner Jennifer Keesmat acknowledged that the city is aware of the issue in an article by Global News in 2014 and stated that the city was working on a solution; the same article reported complaints from local businesses regarding chairs and glasses being blown off by the high winds from tall structures, resulting in the closure of their patios. More recently, high-velocity winds in May 2018 caused property destruction, flying debris from high rise structures and downed powerlines in the city of Toronto. These hazards led to road closures which impacted businesses. Despite the precautions taken by the city, there were reports of 2 deaths and one injury caused by falling trees and downed powerlines during this strong wind event CBC News, 2018. Several incidents like these have driven engineers and policymakers to account for PLW when designing new buildings in urban areas.
Buildings are typically exposed to Boundary Layer (BL) wind, where the wind speed at the pedestrian level is less than that at higher altitudes. When a tall building is exposed to BL wind, high wind speeds at upper elevations are redirected downwards, this effect is known as "down washing" and is one of the main sources of pedestrian discomfort. Other effects, such as channelling and corner acceleration also contribute to pedestrian discomfort. This raises concerns for pedestrians in Toronto as the number of skyscrapers (i.e., buildings taller than 150 m) in the city is expected to increase by more than 30% within the next five years (Stevenson, 2019). As such, PLW studies have become commonly considered within the past few decades. The problem is when new buildings are constructed, previous PLW studies become invalid, as they do not account for new urban developments. Therefore, there is a need for continuous reevaluation of PLW conditions corresponding to the continuous alteration of city topology ; Elshaer et al. (2017).
The studies relating to PLW typically consists of four subtypes: Wind comfort, Aerodynamics, CFD testing, and WT testing. Wind comfort is evaluated based on an established wind comfort criterion which generally consists of the wind speeds, temperatures, humidity, solar radiation, clothing and exposure times which may cause discomfort and/or danger to the pedestrian while performing various activities. Wind comfort criteria have been proposed within the past few decades including Davenport (1972), Gandemer (1975), Isyumov and Davenport (1975), Penwarden and Wise (1975), Hunt et al. (1976), Lawson (1978), Melbourne (1978) and Murakami et al. (1986). Since the proposed comfort indices showcased significant variations in standards of safety and parameters used, there has been a continuous debate about comfort criteria between researchers and practitioners. Williams et al. (1990), Ratcliff and Peterka (1990), Williams et al. (1992), Soligo et al. (1998), Bottema (2000, Koss (2006), andSanz-Andres andCuerva (2006) have analyzed and compared the established criteria to provide their input on determining "optimum" discomfort and danger thresholds that can be referenced and accepted globally. Janssen et al. (2013) compared several studies and established an overall PLW comfort index, which accounted for parameters like wind speed, temperature, and relative humidity.
The aerodynamic effect between building geometry (e.g., building corners, passage angles, and building separations) and PLW is an active field of research. Studies on this topic have been conducted by Aynsley et al. (1977), Gandemer (1978), Melaragno (1982, Stathopoulos and Wu (1995), Ferreira et al. (2002), Krautheim et al. (2014), Serteser and Karadaq (2018), Du and Mak (2018), and several others. Cochran (2004) analyzed these studies and investigated downward and horizontally accelerated flows and how they can be minimized using architectural massing alterations and landscaping modifications. Moreover, Stathopoulos and Storms (1986) carried out experiments in a boundary layer wind tunnel to investigate the channelling effect, which is the amplification of wind speed when passing between buildings at proximity, this study was performed with various building heights and wind directions to investigate the influence of these factors.
Computational Fluid Dynamics (CFD) has become extensively used in recent years for its ability to efficiently model new buildings and provide high-resolution data (i.e., data on all points of the computational domain). The scalability power of CFD elaborated its importance when comparing different wind comfort criteria. For instance, CFDbased studies have been conducted to study the wind flow around buildings by Hu and Wang (2005), Mochida and Lun (2008), Blocken et al. (2012), Mirzaei and Carmeliet (2013), Tominaga and Stathopoubs (2013), Ramponi et al. (2015), Adamek et al. (2017), Elshaer et al. (2017), Du and Mak (2018), Avini et al. (2019), Cui et al. (2019) and Weerasuriya et al. (2020). Many studies compared CFD results with Wind Tunnel (WT) data to evaluate the advantages and limitations of each method. For example, Yoshie et al. (2007) and Blocken and Stathopoulos (2013) discussed how CFD simulations allowed for larger computational domains, full-scale simulations, and more efficient changes to building designs. Adamek et al. (2017) utilized CFD and WT to study the development of pedestrian level wind in the financial district of the city of Toronto between 1940 and 2015. The study employed large eddy simulation with realistic BL and turbulence characteristics using the Consistent Discrete Random Flow Generator (CDRFG) inflow by Aboshosha et al. (2015), where the entire flow field was generated. The study was further validated using flow visualization techniques in WT and Water flume.
WT-based techniques have been the cornerstone of PLW studies before the utilization of CFD. The technique has been utilized by White (1992), Wu and Stathopoubs (1993), Kubota et al. (2008), Tsang et al. (2012), and Weerasuriya et al. (2018). White (1992) studied pedestrian-level winds in San Francisco, which coupled local meteorological data with wind-tunnel data and predicted full-scale wind speeds. Wu and Stathopoubs (1993) discussed wind-tunnel techniques to assess PLW. Discussions and comparisons were drawn for various techniques, point techniques such as thermal anemometry, pressure sensors, force indicators, laser doppler anemometry, area techniques such as erosion technique, surface-flow visualization and infrared thermography. Kubota et al. (2008) established the relationship between building density pedestrian level wind velocities. Weerasuriya et al. (2018) used WT techniques to simulate twisted winds affecting PLW in selected areas in Hong Kong. These tests often utilized probes placed at pedestrian height and around areas of interest (i.e., near the corner of buildings) along with the use of thermal anemometry, laser-doppler anemometry, particleimage velocimetry and infrared thermography, these techniques were used to visualize the wind field to understand potential problems and mitigation strategies, all of which contributed to WT-based techniques to analyze PLW effects. Past studies such as Stathopoulos and Storms (1986), Tsang et al. (2012), Serteser and Karadaq, (2018), Du and Mak (2018), addressed wind effects around small number of buildings, while studies such as White (1992), Tominaga and Stathopoulos (2013) and Adamek et al. (2017) addressed PLW effects in a small area. The full list of discussed literature and briefs can be found in Table 1. There are four important points to note from existing studies: (I) The studies were limited in size due to the physical limitation of space in WT and the high computational requirement for high fidelity simulations  Davenport (1972) Wind comfort Proposed a wind comfort criterion 1975 Gandemer (1975) Wind comfort Proposed a wind comfort criterion 1975 Isyumov and Davenport (1975) Wind comfort Studied the wind effects on buildings and structures and proposed a general comfort criterion 1975 Penwarden and Wise (1975) Wind comfort Studied the wind environment around buildings and proposed a general comfort criterion 1976 Hunt et al. (1976) Wind comfort Created a comfort criterion based on subjective, verbal assessments of experiment participants entering wind tunnels 1978 Lawson (1978) Wind comfort Studied the wind environment around buildings and proposed a general comfort criterion using wind tunnels 1978 Melbourne (1978) Wind comfort Discussed the relationship between mean wind speeds and peak gusts produced in turbulent conditions 1986 Murakami et al. (1986) Wind comfort Found that residents in urban areas felt wind discomfort when the daily maximum mean wind speed exceeded 4m/s and the daily gust wind speed exceeded 10m/s NEN 2006 Wind comfort Analyzed existing wind comfort criteria 1990 Williams et al. (1990) Wind comfort Developed a pedestrian wind comfort criterion in easy to understand terms through wind tunnel testing 1990 Ratcliff and Peterka (1990) Wind comfort Compared existing wind comfort criteria and found differences in restrictiveness used 1992 Williams et al. (1992) Wind comfort Analyzed additional components affecting wind comfort like wind force, thermal comfort, and wind chill 1998 Soligo et al. (1998) Wind comfort Comfort guidelines focused on what is happening most of the time in an easy format made for planners, developers, architects, engineers, and the public 2000 Bottema (2000) Wind comfort Determined "optimum" discomforts and danger thresholds from available literature data by comparing existing wind comfort criteria with each other 2006 Koss (2006) Wind comfort Compared criteria that used hourly mean wind speeds as the relevant parameter to assess human wind comfort and gust wind speeds 2006 Sanz-Andres and Cuerva (2006) Wind comfort Compared comfort criteria by considering the set of wind climates that fulfill a given criterion and displaying it as an iso-criterion line 1977 Aynsley et al. (1977) Aerodynamics Studied the aerodynamic interaction between wind and buildings 1978 Gandemer (1978) Aerodynamics Listed commonly occurring aerodynamic effects caused by the wind conditions surrounding buildings 1982 Melaragno (1982) Aerodynamics Studied the aerodynamic interaction between wind and buildings 1995 Stathopoulos and Wu (1995) Aerodynamics Examined how building location, orientation, density, and wind direction affect wind speeds in built-up cities through wind tunnel testing 2002 Ferreira et al. (2002) Aerodynamics Analyzed the interference created by two auxiliary buildings located upstream of a recreational area 2014 Krautheim et al. (2014) Aerodynamics Aerodynamic interaction between wind and buildings 2018 Serteser and Karadaq (2018) Aerodynamics Case study on a courtyard around a tall building for improving PLW comfort 2018 Du and Mak (2018) Aerodynamics Effects of building height and porosity on PLW comfort 2004 Cochran (2004) Aerodynamics Proposed need for mitigation of negative effects of unsafe PLW. 1986 Stathopoulos and Storms (1986) Aerodynamics Analyzed PLW factors such as building location, orientation, density, and wind direction 2005 Hu and Wang (2005) CFD testing CFD testing for street-level winds in built-up areas and assessed CFD accuracy requirements 2008 Mochida and Lun (2008) CFD testing Determined k-e models from previous CWE research could not reproduce vortex shedding from buildings causing discrepancies 2012 Blocken et al. (2012) CFD testing Integrated existing best practice guidelines into wind comfort and wind safety studies performed with CFD. 2013 Mirzaei and Carmeliet (2013) CFD  2007) CFD testing Demonstrated the advantages of using CFD and WT testing 1992 White (1992) WT testing PLW study in San Francisco 1993 Wu and Stathopoubs (1993) WT techniques Analyzed WT testing methods including thermal anemometry, pressure sensors, flow visualization, laser-Doppler anemometry, particle-image velocimetry, and infrared thermography 2008 Kubota et al. (2008) WT testing Determined guidelines for acceptable wind speeds in residential neighbourhoods 2012 Tsang et al. (2012) WT testing Studied the effects of building dimensions, separation, and podiums 2018 Weerasuriya et al. (2018) WT testing Simulated twisted wind flows for pedestrian level winds in urban environments Frontiers in Built Environment | www.frontiersin.org February 2021 | Volume 7 | Article 603836 using CFD. (II) Studies were often limited to ten wind directions, with a single meteorological data that does not change with real-time weather data. (III) The results from CFD were often compared with WT data but has not been compared with real-time field data. (IV) In most of these studies, the wind field was only reported at the pedestrian level height (i.e., 1.5 m), while information at other elevations may provide useful information for planning and preparation for major wind events. This study aims to address the aforementioned challenges by (I) Full-scale CFD simulation of Downtown Toronto by splitting the region into parts, the data is then combined using geo-spatial coordinates, (II) All simulations are conducted for 36 Wind directions, with the windspeeds related to the nearest airport weather station, thus the data can be scaled with realtime and historical data, (III) CFD results can be compared to local weather stations within the study zone and can be matched in realtime, and (IV) Results at various elevations can be extracted from CFD and presented. The results from this study will provide the public with hourly updated wind flow characteristics for a large section of downtown Toronto at the pedestrian level using CFD simulations combined with meteorological data. To the author's knowledge, this type of pedestrian wind map has not been built and published before, the developed technique is novel and provides value for both the scientific community and the local populace. It is also important to reiterate that Toronto is a major city that is developing rapidly. Downtown Toronto is a densely populated area with many operating businesses and headquarters. It is therefore expected that the number of skyscrapers will increase to meet this demand. As a result of this density, there exists complex aerodynamics which will highlight the accuracy and applicability of the developed technique. Additionally, validation data from nearby weather stations that are immersed in the dense urban terrain are available. This eliminates the need to use typical wind stations as validation which are sited at airports and have not been affected by the complex aerodynamics. The qualitative nature of this research allows both non-experts and experts to understand the relationship between buildings and wind and the impacts it has on PLW at a given time. The manuscript for the study is divided into five sections. Introduction (this section) presents an introduction to PLW, a review of the literature, and the layout of the manuscript.

TERRAIN EFFECT AND CLIMATE
The study area within Downtown Toronto was chosen based on population density and the presence of a large number of highrise structures. Figure 1 highlights a plan view of the study area, located in Toronto, Ontario Canada. Terrain and building geometry in the study area were extracted from the publicly available data at the city of Toronto Urban Planning Department (Toronto City Planning, 2018). The data was available in the form of "tiles" which consists of a rectangular region (∼0.5-1 km 2 ). The Alan G. Davenport wind loading chain was used as a reference for the evaluation of climate, surrounding terrain and aerodynamic effects, the criterion for pedestrian level wind is the hourly mean wind speeds evaluated as discussed in Introduction. The metrology station located at "Billy Bishop Airport (YTZ)" was selected to obtain the required meteorological data, as it is considered the closest wind station to the study area. Climate data in terms of mean/gust wind speeds at 10 m height, as well as mean wind directions, are provided for every hour. To account for the terrain effect, it is vital to identify wind boundary layer profiles for wind from different angles of attack (AOA) at each tile, which was conducted using the engineering sciences data unit spreadsheet (ESDU).
To generate wind profiles for all tiles used in this study, an ESDU (2010) spreadsheet was used based on the Deaves and Harris atmospheric boundary layer model (1978). This model estimates the variation of wind speed as a function of height by accounting for terrain roughness changes between target and reference sites. The reference site here was selected to be the YTZ metrology station while the target site was the center of the tile of interest (i.e., 10 target sites). The inputs of the spreadsheet are the wind speed at a selected height at the reference site (chosen as 500m) and the upstream roughness conditions for both the reference and target sites at various wind AOA. These upstream roughness conditions were estimated for every 10°A OA to cover the entire 360°range. For consistency, a constant wind speed of 20m/s at 500mat YTZ was chosen for all CFD simulations in this study. However, this wind speed requires a scaling factor (c) to account for the real-time wind speed at YTZ. The c scaling factor represents the ratio between the wind speed at 500m (UR 500 R) and the wind speed at 10m height (UR 10 R) measured at the airport, as indicated in Eq. 1.
The upstream terrain roughness patches were identified as shown in Figure 2, which is a measure of the terrain roughness and may be used to estimate wind profiles. Typical zR 0 R values for open, suburban, and urban terrains take the values of 0.03, 0.3, and 0.7 m, respectively, (ESDU, 2002). It can be noticed that the roughness values, shown in Figure 2, decrease as it gets farther away from city centers. The first step in the PLW evaluation is to determine the climate around the study area. As mentioned previously, the nearest airport weather station YTZ was used to determine wind speeds and bearing on an hourly basis. The second step in PLW evaluation is related to the terrain effects. In that step, wind speeds from the first step measured at the airport (scaled at 500m using the γ factor) are converted to wind speed profiles at each tile at every 10°wind (AOA). This was achieved by utilizing the roughness identifier technique developed by Aboshosha (2016) to evaluate the aerodynamic roughness zR 0 R for different patches (Figure 2) in combination with the ESDU method to evaluate the velocity profiles. Mean velocity profiles for tile 50G_North2 are shown in Figure 3 (for 0 and 180°AOA). The AOA starts from 0°in the north direction and increases 10°thirty-six times in the clockwise direction. This results in 36 wind speed profiles for the chosen 10 tiles (total of 360). To model those 360 velocity profiles efficiently, an equivalent logarithmic profile (described by Eq. 2) was utilized while using u* and zR 0eq R as the fitting parameters.
where u* is the friction velocity, κ is the Von Karman constant ∼0.41, z is the height, and zR 0eq R is the equivalent aerodynamic roughness.

CFD MODEL
Commercial CFD package (Fluent 19.1) was utilized to solve the Reynolds-averaged Navier-Stokes equations defined by Eq. 3 and Eq. 4. The realizable k-Ɛ model by Durbin et al. (1995) was used to account for the turbulence.
Where on the left-hand side of the equation, z z t (ρk)/ z z t (ρε) represents the rate of change of k/Ɛ in time, z z x j (ρku j ) represents k/Ɛ by advection. On the right side, z represents the transport of k/Ɛ by diffusion. G k represents the generation of turbulence kinetic energy due to mean velocity gradients. G b represents the generation of turbulent kinetic energy due to buoyancy. Y M represents the contribution of fluctuating dilation in compressive turbulence to the overall dissipation rate. σ k and σ ε are Prandtl numbers according to k and ε, S k and Sε are source terms as defined by the user. C 1ε and C 2 are constants.
The computational domain with boundary conditions is shown in Figure 3. The lower surface of the computational domain adopted a non-slip wall boundary condition and the distance between the inlet and the study area has been chosen (Aboshosha et al. (2015); Elshaer et al. (2016)) to ensure the stability of the developed inflow boundary condition. This distance has been previously identified by comparing the flow characteristics of the inflow to these at the study area region using an empty domain. The pressure and velocity evaluation were obtained in a coupled manner while solving the Navier-Stokes equations with an underrelaxation factor of 0.75 for pressure and momentum. Second-order discretization was performed for pressure and momentum. As mentioned in Terrain and Climate Effects, terrain and climate effects are considered by introducing an ABL flow at the inlet using Eq. 2. Turbulent Kinetic Energy (TKE) and dissipation rate (ε) are defined according to Blocken et al. (2012) using Eq. 5 and Eq. 6, respectively. Where u p represents friction velocity, z represents elevation, z 0 represents aerodynamic roughness.
The computational domain G1 was discretized using polyhedral elements and consists of an average of 4.1 million cells, which required 27 h of computational time. A grid independence study with grid G2 was utilized for a grid independence study with a total mesh of 16 million cells requiring 68 h to be computationally simulated. The grid study found no noticeable difference in the PLW level with G1 and thus G1 FIGURE 4 | Computational domain discretization (meshing).
Frontiers in Built Environment | www.frontiersin.org February 2021 | Volume 7 | Article 603836 7 was utilized by comparing the mean velocity at 10 different locations.
To account for the 36 different wind profiles generated in Terrain and Climate Effects for each tile, the inlets, outlets, and symmetry faces were rotated 10°for each CFD simulation as shown in Figure 3. Where each face represents a 10-degree slice of a polygon, and a total of 36 faces were defined to create a 360°domain. For this study, each face was named based on its corresponding wind angle of attack. For example, face 0 was always defined as the face directly north of the tile and corresponding to a wind bearing of 0°. 11 faces were defined as the inlet to ensure that the ABL flow covered the entire tile area. The inlet for case 1 included faces 310, 320, 330, 340, 350, 0, 10, 20, 30, 40, and 50. Similarly, 11 faces were defined as the outlet. To ensure that the flow traveled directly across the domain, face 180 was defined as the center of the outlet and was surrounded by five additional faces on each side. The outlet for case 1 included faces 130,   , 150, 160, 170, 180, 190, 200, 210, 220, and 230. The symmetry was defined by the remaining 14 faces, or by defining seven faces on either side adjacent to the inlet as seen in Figure 3. The symmetry for case 1 on the east side of the inlet included faces 60, 70, 80, 90, 100, 110, and 120 while the symmetry on the west side of the inlet included faces 240, 250, 260, 270, 280, 290, and 300. As mentioned, these faces were rotated clockwise by 10°after each case was run in a CFD simulation.

Post Processing
In order to dynamically account for the current angle of attack and wind speeds, the velocity magnitudes, velocity in x, y and z directions, and Turbulent Kinetic Energy (TKE) was extracted as a comma-separated values (CSV) file from the solution data at various elevations (e.g., 1.5 m, 3 m, 5 m). The extracted data were organized and post-processed in MATLAB and scaled from the assumed wind speed of 20 m/s at 500 m from the local weather station (YTZ). Velocity contours for mean and gust flows are plotted according to real-time or historical data.

Meteorological Data Generation and Scaling
To obtain real-time or historical meteorological data, a publicly available API called Dark Sky API was used. This API generates meteorological data including wind bearing and the corresponding wind speed at a 10 m height. The latitude and longitude of Billy Bishop Airport were used as a fixed reference site for API data generation. It is essential to use Billy Bishop as a reference here since all CFD simulations were run with Billy Bishop as a wind speed reference site. Using the 10 m wind speeds generated by the API, the c factor presented in Terrain and Climate Effects was used to interpolate the wind speed at a 500 m height. This 500 m wind speed (UR 500 R) was then divided by the assumed 20 m/s (UR ref R) used in the CFD simulations to produce a scaling factor C for the CSV data. This relationship is indicated in Eq. 5. By scaling up the data in such a way, a runtime contour for any tile can be produced.

MATLAB Code
In order to combine the CSV files for each tile, choose a specific location within the tile, and update contours based on real-time data, a MATLAB code was written. Each tile was defined in the code based on the latitude and longitude of its corner points. These points were obtained from the tilemaps as provided by TCP. The points were then connected to create a polygon in the shape of the tile. Most regions could be defined as a simple square with four latitudes/ longitude pairs, however, regions such as 50G_South3 needed 20 pairs of points to be defined accurately. In addition, Figure 6 shows an accurate representation of each tile generated in MATLAB.
To establish convenient access to any tile, a user input for latitude and longitude can be read by the code. With this input, the code then chooses the tile containing those coordinates and uses a separate script to read the CSV file of that tile. To retrieve real-time or historical data, the code reads a user input for date and time and imports hourly meteorological data for a full 24 h from Dark Sky API. Since wind bearing is reported to the nearest degree, it was rounded to the nearest ten degrees to match with a case from the CSV file and to match with an angle. For example, a wind bearing of 268°was rounded to 270°in order to match the available case 28 data. With this data, the correct c factor was chosen and the reference data from the CSV file (corresponding to a reference wind speed of 20 m/s) was scaled using the C factor. A velocity contour or TKE contour was then patched accordingly. The steps followed by the MATLAB code are summarized in Figure 7.

EXPERIMENTAL VALIDATION
To ensure the solution accuracy of this study, it is important to validate the CFD data to ensure that terrain, climate and CFD Frontiers in Built Environment | www.frontiersin.org February 2021 | Volume 7 | Article 603836 12 modeling was conducted accurately and can be used to accurately represent the study region. Local weather stations were chosen to validate flow fields away from the reference site, the University of Toronto Atmospheric Observatory (TAO) weather station. The TAO records data at 1min intervals using a Davis Vantage Pro two weather station. The weather station is located on the 16th floor of the McLennan Physical Laboratories Burton Tower surrounded by a densely populated urban environment. The weather station is surrounded by complex aerodynamic interactions between various structures, as well as an astronomical dome. The complex aerodynamics in this region provides a heavy benchmark for the developed technique. The TAO was used to conduct longterm measurements of weather data to assess air pollution, ozone depletion and other climate change concerns. It worth mentioning that the data obtained from TAO was used in numerous published papers for various journals.
Hourly windspeeds, gust speeds and bearings from CFD are compared with the provided weather data, which correlates with the overall wind field near the study area. The TAO weather station is located at 43°39'36.0"N 79°24'00.0"W, at 174 m above sea level. Weather data from two recent dates with high wind speeds and bearing changes at YTZ airport were chosen, along with one day with calm winds. The experimental data from CFD were compared with the local data at the TAO as presented in Figure 8. The velocities and wind bearings from CFD and field measurements show strong agreements on days with low and high-velocity winds. Figure 8 shows good agreement between CFD and Wind station data, despite stronger winds at the YTZ Airport. Overall, it can be concluded that the surrounding climate, terrain, and geometry were inadequately captured to achieve this accuracy with run-time data.

SAMPLE RESULTS AND UTILIZATION
This section discusses the results based on historical weather data scaled to the CFD study. The section includes two parts, CFD Results Based on Historical High Wind Velocity Events discusses results during high wind velocity events, while CFD Results Based on Statistical Wind Data discusses results based on statistical winds.

CFD Results Based on Historical High Wind Velocity Events
The wind field of the previously discussed area was simulated entirely for the described areas. Weather data between 2017 and 2019 were selected based on maximum mean hourly wind speed as listed in Table 2, the selected wind velocities were scaled using Eq. 8 and Eq. 9. Where Eq. 8 was used to obtain the mean velocity using the γ factor, Eq. 8 and Eq. 9 were used to scale the simulation wind field to the weather station data. Visualizations are then generated from the scaled wind field for various selected locations in Downtown Toronto. Figures  9, 10 show the wind interaction with buildings through the use of velocity colored streamlines, while Figure 11 shows the PLW velocities at various regions on the selected dates with high-velocity winds. In combinations, the figures presented provide insight into how the wind interacts with the structures and highlights potential problematic areas on selected dates.
F scaling U 500(Actual) U 500(Assumed) For the velocity contours presented in Figure 11, regions highlighted toward the red end of the color bar represent locations with high velocities that are deemed unacceptable for pedestrians walking, these velocities were discussed in Introduction of the paper. This study provides pedestrians, planners and involved parties in the City of Toronto with crucial information regarding wind speeds at various elevations. The information provided can be used to plan trips and activities as well as provide early warning to potentially dangerous situations.

CFD Results Based on Statistical Wind Data
Statistical wind data from 1980 to 2018 are analyzed. Wind velocities are binned into segments between 0-30 m/s for every 1 m/s and a relationship between wind speed and cumulative probability is established. For the PLW application, wind speeds with a 20% probability of exceedance from all angles of attacks are selected, the distribution of wind speeds and probabilities are presented in Figure 12, with each ring representing the probability of exceedance. One-year return winds (20% exceedance) are used to generate wind-fields for all 36 Angles of Attack, the maximum velocities are used to combine and generate contour plots as shown in Figure 13.

CONCLUSION AND FUTURE WORK
This study has analyzed a large region of the City of Toronto for pedestrian level wind as well as wind fields at other elevations.
The experimental data from this study have been evaluated for 36 wind directions and were shown to provide an accurate real-time estimation of the PLW compared to a local wind station. Additionally, the data have been shown to scale with large FIGURE 13 | Peak PLW Velocity contours using a one-year return period.
Frontiers in Built Environment | www.frontiersin.org February 2021 | Volume 7 | Article 603836 14 historical wind events as well as mean statistical data. As discussed in Linking Climates With the CFD Data, the Climate, Terrain, and CFD model are highly accurate representations of the wind fields in Toronto. Experimental data from this study provide insightful information for residents, planners, architects, and engineers regarding businesses, city planning, and building design. A website is currently being developed to scale experimental data with realtime airport data to provide real-time and historical PLW for the public. The novelty of the developed technique lies in its ability to combine CFD with real-time meteorological data to estimate realtime wind statistics. Furthermore, the developed technique can be utilized to provide wind fields at higher elevations for aviation purposes (i.e., drone flights in urban areas), safety notifications for construction workers in areas of high localized winds and local wind reports for renewable energy systems such as small deployable wind turbines.

DATA AVAILABILITY STATEMENT
The raw data supporting the conclusions of this article will be made available by the authors, without undue reservation.

AUTHOR CONTRIBUTIONS
All authors listed have made a substantial, direct, and intellectual contribution to the work and approved it for publication.