Storm surge is generated by the integrat ion of waves, tide and win d setup that is result ed in unwan ted mean sea level rise and coastal flooding . The estimation of accurat e storm surge is essential for the engineering design of coastal st ructu res. In this study, we estimated the respond of mean sea level winds, tide, waves , and sea-level rise using a local coastal model . A fully coupled hydrodynamic and wave model was implemented to ob tain storm surge from differen t phenomena . The simulations of water level fluctuations due to these parameters were analyzed with t he wi nd forc es identified with tidal observations in the Port of Kong . Extreme value analysis was performed to determine the fluctuations associated with different return periods. These data were combined by sea -level rise projections are combined with resulted value. T he worst a nd best scenario of storm surge s for each return period were determined for engineering d esign purposes . Keywor ds: Storm Surge , Numerical Modeling, Wave setup , Wind Setup , Tidal fluctuations, Kong . 1- Introduction Storm Surge is formed by the f orce of wind and wave s on the surface of the oceans and seas. Due to the complexity and randomness of meteorological processes and wind generation, the waves generated by them are also complex and random in nature. On the other hand, the influ ence of storm surge on all coastal and marine act ivities causes the first step in identifying the factors affecting marine environments and coastal areas are to determine the patterns of waves. In coastal zones, waves also play an important role in determi ning the geomet ry and 2 shape of the shores, and det ermining the wave conditions in coastal zones (determining altitude, period and direction of waves) is essential for estimating the forces exerted by the waves on the coastline. These waves integrate with t ide a nd win d setup and form storm surge which cause s coastal flooding in the coastal region. Kong port is one of the fishery ports in Hormozgan province, located 6 km east of the Port of Lengeh and about 150 km southwest of Bandar Abbas. The Port of Kong , one o f the most importa nt ports in the Province, is owned by the Iranian Fishery Organization . In this study, in order to understand present conditio ns, results of studies conducted in previous phases of the “Monitoring and Modeling Study of Hormozgan Coas ts” p roject are employed, and results of various effective hydrodynamic phenomena simulation are presented . In Addition , using numerical model s, flow separati on line s, flooding levels , and the vortex formation area were investigated and the mean sea level for d ifferent storm return period s was estimated in Kong Port on the northern coast of the Persian Gulf . 2- Method In order to determine storm surge i n Kong Port, wave characteri stics, involving significant wave height, peak wa ve pe riod and mean wave direction , have b een extracted from wave propagation modeling report of Monitoring and Mod eling Studies of Hormozgan Province for a point in front of Kong station with a depth of 10m . The i nvestigation, identification , and character ization of waves in shallow and coastal wat ers of Hormozgan province was part of the Monitoring and Mod eling Studies of Hormozgan Province . Prior to conducting this phase of studies, a series of comprehensive studies were conducted to determine the pa ttern of wind and deep -water waves whose output, dee p-water wave information including energy spectrum, altitude, period, and wav e direction . In the present study, the deep water waves obtained from the Monitoring and Mod eling Studies of Hormozgan Province proje ct were transmitted to the coasts of by region al models , MIKE21 SW software, a third -generation model capable of using a triangular computing network, was used to transmit the waves. In these studies, for each modeling range, the validation and in -depth mo deling w ere carried out using information obtai ned from the measurement stations in the coastal area of Hormozgan province. The results were compared with the results of the ISWM project and the results of the deep -water model. Figure 1 show s the probability and return s period of wave height for each prevailing direction bas ed on optimum distribution. Variations in significant wave height versus peak wave period have been presented in Figure 1. 3 The Mike21 FM Coupl ed model is part of the Mike21 series developed at the Danish Hydraulic Institute. This model simulates the resonance, deterioration, and transmission of winds and waves in offshore and coastal areas. This model has two differen t formulations: • Directi onal parametric formulation • Fully spectral formulatio n The p arametric formulation is based on a parameterization of the wave continuity equation. The parameterization is performed in the frequency range assuming that the zero and first moment s of the wave spect rum are dependent variables (Holthuigsen (1989)). Accordin g to Cushen et al. (1994) and Young's hypothesis, the spectral formulation is based on the wave continuity equation, where the wave direction spectrum is a dependent variable. The first formula tion is faster than the second formulation but has some limitat ions. The first formulation does not consider wave growth and deterioration and only transmits the wave. In the second formulation, in addition to wave transmission, wind growth a nd deteriorati on du e to phenomena such as White Capping are also considered. In order to simulate the mean sea level variations due to waves, a two-dimen sional MIKE21 FM Coupled has been developed. Bathymetry and mesh for Kong port model s have been provided in Figure 3. Figure 1: The probability and return period of wave height from four direction s in a point in front of Kong station with a dept h of 10m 4 Figure 2: wave heig ht, P eriod and direction for the port of Kong in 10m depth Figure 3: bathymetry and mesh which used in Kong Port water level variation due to wave model 5 3- Results Table 1 represents the results of the wave setup calculation. As can b e seen, the maximum of wave setup for return periods of 50 and 100 ye ars is 17 cm and 23 cm in cross -shore direction, respectively . Wave setup variations across the Kong Port for the return period of 100 years and different directions are shown in Figure 4. As can be seen, the maxi mum setdown is 2 centimeter and the setup amounts are negligible for the depths higher than 3m. The wave setup suddenly increases for the depth lower than 3m. Table 1: Results of maximum wave setup in front of Kong statio n for wave of 10m depth for various return periods Direction (degree) Type of Distribution Return Period (years) Hs (m) Period (sec) Wave Setup (m) 2 1.35 6.30 0.09 5 1.56 6.59 0.10 10 1.69 6.75 0.10 90 Weibull 20 1.84 6.93 0.11 50 1.95 7.05 0.12 100 2.05 7.15 0.13 2 1.28 6.20 0.09 5 1.49 6.50 0.10 10 1.63 6.68 0.11 112.5 Weibull 20 1.80 6.88 0.13 50 1.92 7.02 0.13 100 2.04 7.15 0.14 2 1.31 6.24 0.10 5 1.76 6.84 0.12 10 2.08 7.19 0.15 180 Weibull 20 2.50 7.60 0.16 50 2.82 7.88 0.18 100 3.14 8.14 0.20 2 1.39 6.36 0.12 5 1.69 6.76 0.13 10 1.90 6.99 0.14 202.5 Weibull 20 2.16 7.27 0.15 50 2.36 7.46 0.16 100 2.55 7.65 0.17 2 1.69 6.75 0.13 5 1.97 7.07 0.14 10 2.15 7.26 0.15 All Directions Weibull 20 2.38 7.48 0.17 50 2.55 7.64 0.18 100 2.71 7.79 0.20 6 Figure 4: Wave setup variations across the Kong port area for all direction and the return period of 100 years Figure 5: Significant wave height versus peak wave period for a point in front of Kong station In order to determine tidal water levels , water level variations have been ex tracted from tidal modeling for a point in front of Kong station with a depth of 10m. Figure 6 shows the time series of water level variations for this point. Tidal datums and parameters obtain ed from Matlab programming a nd Mike 21 toolbox. In order to pro vide standard results, chart datum (CD) is subtracted from values of tidal da tums and parameters. Th e results of tidal datums and parameters have been represented in Table 2 and Table 3, respectively. 7 Figure 6: Time series of water level variations for a point in front of Kong station with a depth of 10m Table 2: Tidal datums for a point in front of Kong station with a depth of 10m MLLW MHLW MLHW MHHW MSL HHW LLW Level 0.38 1.44 1.6 2.66 1.52 2.87 0.14 Height(m) Table 3: Tidal parameters period for a point in front of Kong station with a depth of 10m K1 O1 M2 S2 Z0 0.30 0.23 0.61 0.24 1.52 In orde r to determine wind setup and setdown, water level variations have been extracted from wind -induced water level variations model ing for a point in front of Kong station with a depth of 10m. Figure 7 shows the time serie s of water level variations for this point. The probability and return period of water level variations based on Weibull distribution has been presented in Figure 8. Also, Table 4 represents the final results of wind setup and setdown calculation. Figure 7: Time series of w ater level variations for a point in front of Kong station w ith a depth of 10m 8 Figure 8: The pr obabi lity and return period of water level variations for a point in front of Kong station with a depth of 10m Table 4: Results of wind set up for a point in front of Kong s tation with a depth of 10m Return Period (years) Set-Up (me ter) Set Down (meter) 2 0.38 0.38 5 0.48 0.47 10 0.54 0.54 20 0.61 0.60 50 0.69 0.67 100 0.76 0.73 The f inal step is to determine an integrated storm surge induced by all phenomena. Several methods for determining total storm surge levels have been defined in Coastal Engineering and Marine structures depend on their objective and application. In this se ction , all the possible storm surge levels have been represe nted based on the application of structures or designing criteria of codes and standards. Finally, Table 8 represent s the worst and the best scenario for storm surge in Kong Port f or different return Periods. Table 5: The setup and setdown due to wave and wind for different return periods in Kong station Return Period (years) Wave Setup (m) Wave Setdo wn (m) Wind Setup (m) Wind Setdown (m) 2 0.10 0.01 0.38 0.38 5 0.12 0.01 0.48 0.47 10 0.15 0.01 0.54 0.54 20 0.16 0.02 0.61 0.60 50 0.18 0.02 0.69 0.67 100 0.20 0.02 0.76 0.73 9 Table 6: Tidal levels in Kong port HHW MHHW MLHW MSL MHLW MLLW LLW Level 2.87 2.66 1.6 1.52 1.44 0.38 0.14 Height(m) Table 7: maximum, average and minimum predicted levels of sea -level rise in Kong port according to IPCC repo rts The Years Later (years) Sea Level Rise (m) Lower bound Medi um Upper bound 2 0.01 0.01 0.01 5 0.01 0.02 0.04 10 0.02 0.05 0.07 20 0.05 0.10 0.14 50 0.12 0.24 0.36 100 0.24 0.48 0.72 Table 8: The worst and best scenario of storm surge in Kong Port for the return periods Return Period (years) Storm Surge Best Scenario (m) Storm S urge Worst Scenario (m) 2 3.15 3.36 5 3.27 3.51 10 3.37 3.63 20 3.48 3.78 50 3.65 4.10 100 3.86 4.55 4- Conclusions In order to estimat e storm surge in K ong Port, comprehensive and exhaustive stu dies of wave propagation and tidal levels mode ling are performed . Conside ring more importance of Kong in fishery activitie s in the Persian Gulf , setup and setdown estimation have been perform ed in this position . Wave Setup and setdown due to wave, tide, wind for the return period of 2 to 100 years were calculated for the worst and best scenarios . A comparison between results sh ows that the maximum wave se t up in this region for a 100-year perio d is 0.20m and the maximum amount of wind setup for the same period is 0.76m in Kong Port. Base d on I PCC sea-level projection data, in the worst scenar io a 4.55m s torm surge , relative to lowest mean sea leve l, 10 will be observed in a 100-year period in Kong Port. In the best scenario , the maximum storm surge in the same period will be 3.86. Based on the structure importance the suitable value for storm surge should be u sed between the range presented i n Table 8 . 5-