Numerical Study of Structural Performance and Wind Flow Dynamic Behavior for PPVC Steel Modular Construction (MSC) under Various Extreme Wind Loads

Abstract

PPVC modular construction building has become one of the most recent construction technologies in the civil engineering sector and has piqued researchers’ interest. Few published studies consider the overall structural response to extreme wind load. As a result, there is a lack of appropriate design for PPVC modular systems under extreme wind standards. However, the existing literature has not yet studied the wind flow dynamic behaviors of PPVC modular steel construction (MSC) systems subjected to extreme wind loads. This paper, therefore, presents a numerical investigation into the structural performance and wind flow dynamic behavior of innovative PPVC modular steel construction (MSC) systems under extreme wind loads. The numerical technique varied in comparison with previous studies. The results showed that the suggested novel (MSC1) modular system is applicable to prevention of extreme wind action up to cyclone ^2nd degree, the high story drift resistance compared with previous research, high stiffness performance, and overall strain energy. Additionally, the actual wind velocity surrounding (MSC2) was 31.5% higher compared to the Saffir–Simpson wind speed scale, and the 1.5 wind speed safety factor was suggested.

1. Introduction

Prefinished volumetric construction (PPVC) modular construction is a new off-site construction technique; PPVC modular construction permits a considerable advantage in terms of quality control, environmental factors, time, and cost efficiency [1,2]. PPVC construction demonstrated significant benefits in mid- and high-rise construction, particularly in structures with repeated units (module) such as hospitals, hotels, schools, shelters, residences, etc. [3,4]. Extreme wind loads are one of the leading natural hazards that causes severe damage in terms of human life and construction demolition [3,5,6]. Therefore, extreme wind load has become a hotspot critical research area. However, only a few researchers have investigated PPVC modular system structural behavior under extreme wind loading scenarios to provide a superior construction in terms of extreme wind load hazard resistance. However, few research articles investigate PPVC structural behavior when subjected to lateral loads and the load transfer mechanism; moreover, there is a significant lack of knowledge on the extreme wind loading impact in mid- and high-rise PPVC modular construction systems [2,5,7,8].

Lacey et al. [9] studied the overall structural performance of a six-story modular apartment complex case study in Port Hedland, Western Australia. The numerical investigation consisted of evaluating the model regarding equivalent static and variable wind loads; the analysis indicated that the highest inter-story drift occurs between the second and third floors of the proposed modular construction model. Moreover, Lacey et al. [10] undertook a numerical assessment of the overall structural behavior of the previously mentioned case study, connected with an inter-module connection and a stiffener. The results show that the corresponding static analyses for wind and earthquake loading offered a decent overall structural behavior assessment. On the other hand, Peng et al. [11] investigated the structural performance of a composite 12-story modular construction subjected to various wind load actions. According to the authors, the suggested hybrid multi-story modular system has appropriate load-carry capability under lateral wind loads and endures regional wind speeds of up to 65 m/s; however, the proposed modular system fails to meet the deflection control required.

Further, Bi et al. [12] investigated the wind performance of a typical high-rise hybrid modular system; the suggested modular system is made of steel modules and a reinforced concrete core. Researchers numerically investigated the proposed modular system under the Typhoon Ksmmuri wind field. The authors claim that the cylinder lead viscoelastic damper (SCLVD) has an exceptional energy dissipation capacity, causes an increase in terms of overall stiffness and energy dissipation performance of beam-column joints, and has a remarkable damping effect for acceleration and displacement.

Table 1. Existing articles on wind flow impact on the PPVC modular system.

Ref.	Modular Type	Wind Type	Design Code	FEM Software	Structure Performance				Wind Flow Dynamic
					Displacement	Stiffness	Drift ratio	Strain Energy	Wind Velocity	Dynamic Pressure	TKE
[9]	Steel	Normal	AS 1170-2	SAP2000	-	-	Inter-story	-	-	-	-
[10]	Steel	Normal	AS 1170-2	SAP2000	-	Initial	Inter-story	-	-	-	-
[11]	Steel–concrete	Cyclone 2nd	AS 1170-2	ABAQUS	Defamation	-	Overall	-	-	-	-
[12]	Concrete	Tropical storm	-	ABAQUS	SCLVD	-	-	-	-	-	-
Present study	Steel	Extreme	E.C 1 EN 1991-1-4/E.C 3 EN 1993-1-1	ANSYS	Local/Global	Overall	Interstory/Overall	Overall	✓	✓	✓

illustrate summaries of existing research studies on PPVC modular construction structural performance subjected to wind loading and presents the proposed study’s novelty.

The lack of a specific standard for designing the PPVC modular construction systems under wind turbulence led to the absence of a clear design index. However, global and local structural mechanism behavior is still under investigation, and no existing research has investigated the wind flow dynamic impact on PPVC modular construction systems. Therefore, the proposed study aims to provide a novel PPVC modular steel construction (MSC) system designed based on Eurocode 1 EN 1991-1-4 [13], action on structures in normal wind speed conditions [14,15], and Eurocode 3 EN 1993-1-1 [16]. Additionally, a numerical investigation presents the structural performance and wind flow dynamic behavior for an innovative modular steel construction (MSC) system subject to various extreme wind load scenarios, FEM results compared with the normal wind condition (control model), and the previous literature. Empirical formulas present the overall structural response and the wind flow dynamic behavior. The numerical model utilizes two novel steel modular mid-rise buildings designed with/without steel wall frames to simulate extreme wind loads on the suggested modular system. This article’s results are expected to develop and implement the future development of the PPVC modular system under extreme wind loading.

2. PPVC Modular System Structural Design

2.1. PVVC Modular System Detailing

Two mid-rise PPVC modular steel construction (MSC) systems were designed based on Eurocode 1 EN 1991-1-4 [13], action on structures in normal wind conditions [14,15]; in the terrain category (IV), in which the area of at least 15% of the surface is covered with buildings and their average height exceeds 15.0 m, and Eurocode 3 EN 1993-1-1 [16] design of steel structures. The two suggested modular steel constructions are designed to resist the normal wind load pressure load. The study assumption is to design two modular steel construction systems (MSC10 and (MSC2); (MSC1) was utilized to study the structural performance, while (MSC2) was utilized to investigate the wind flow dynamically. Each suggested modular is made of 8 story levels with a 24 m height and 24 × 20 m dimension; each story is made of 12 modules per story and a total of 96 modules with a total mass weight of 26 tons, as shown in Figure 1. MSC2 is covered by corrugated steel plate shear walls (CSPSWs), which provide high seismic resistance, energy dissipation capacity, adequate initial stiffness, and enhanced buckling strength [17,18,19]. According to previous researchers [20,21,22,23,24], utilizing CSPSWs improves energy dissipation and improves initial stiffness. The individual module illustrated in Figure 2 is designed based on EN 1993-1-1 [16]. The individual proposed module section details are presented in

Table 2. Proposed modular system element details.

Parameter	MSC1	MSC2
SHS Column (mm)	200 × 200 × 12.6	200 × 200 × 12.6
SHS Long beam (mm)	200 × 200 × 12.6	200 × 200 × 12.6
SHS Short beam (mm)	200 × 200 × 12.6	200 × 200 × 12.6
Wall A (cm)	-	960 × 260 × 20
Wall B (cm)	-	960 × 360 × 20
Wall C (cm)	-	360 × 260 × 20

, and material specifications are shown in

Table 3. Proposed modular system material specifications.

Module Elements	Steel Grade	Yield Strength (MPa)	Tensile Strength (MPa)	Young’s Modulus (GPa)	Position Ratio	Density (Kg/m3)
SHS column	Mild	275	370	210	0.3	7850
SHS long beam		275	370	210	0.3	7850
SHS short beam		275	370	210	0.3	7850
Wall A		275	370	210	0.3	7850
Wall B		275	370	210	0.3	7850
Wall C		275	370	210	0.3	7850

.

2.2. Extreme Wind Load Design

Wind action is presented by a simplified collection of pressure and forces when the wind actions change over time and exert direct pressure on the exterior modular steel construction surfaces. The selected wind flow categories and speed are presented in

Table 4. Saffir–Simpson wind speed scale [14,15] and wind design results.

Wind Category	Saffir–Simpson Wind Speed Scale (m/s) [14,15]	Design Wind Pressure (kN/m2)	Force (kN)
Normal	7.0	30.625	14,700.0
Tropical depression	17.0	180.625	86,700.0
Tropical storm	32.0	640.0	307,200.0
Cyclone 1st degree	42.0	1102.5	529,200.0
Cyclone 2nd degree	49.0	1500.625	720,300.0
Cyclone 3rd degree	58.0	2102.5	1,009,200.0
Cyclone 4th degree	62.0	22.5	1,153,200.0
Cyclone 5th degree	70.0	3062.5	14,70,000.0

, the parameters from the Saffir–Simpson scale [14,15], and designed wind pressure and wind force determined based on the results of Equations (1)–(3) as shown in Table 4. The wind flow effects are equivalent to the turbulent extreme wind impacts. The applied wind load force on the proposed modular and wind pressure based on EN 1991-1-4 [13] is the following:

$$P=F/A$$

(1)

where in Equation (1) $P$ is the wind pressure, $F$ is the force effect on the structure surface, and $\mathrm{A}$ is the surface area of pressure affected.

However, wind flow pressure depends on wind velocity (v_b) set using Equation (2); wind velocity is defined as a fraction of the wind direction and time of year at 10 m above ground (terrain category II) based on wind load climate [13].

$$v_b=c_{dir}·c_{season }·v_{b,0}$$

(2)

where in Equation (2) $v_b$ is basic wind velocity in m/s, $c_{dir}$ is a directional factor, $c_{season }$ is a seasonal factor, and $v_{b,0}$ and is the fundamental value of the basic wind velocity.

Finally, the designed wind flow pressure impacts the suggested modular set using Equation (3):

$$q_b=0.5p_{air}·v_b{}^2$$

(3)

where in Equation (3) $q_b$. is design wind pressure in kN/m², $p_{air}$. is the density of air (1.25 kg/m³), and $v_b$ is basic wind velocity in m/s.

3. Proposed Numerical Investigation

3.1. Structural Performance

The innovative modular steel construction (MSC1) structural performance was investigated using ANSYS2021 R2 simulation software. The suggested modular steel construction (MSC1) geometry is illustrated in Figure 3. The material properties utilized in the simulation model are mentioned in Table 3. The force method was used to analyze the internal forces and wind flow pressure reactions for the proposed modular construction (MSC1). A multi-zone mesh method with a 20 cm element size was utilized to mesh the proposed modular construction with a growth rate of 1.2 and a maximum of five element layers. Figure 4 illustrates the meshing technique and mesh quality test.

The 60 steps automatically applied time stepping controlled by one second for each step. The innovative modular steel construction boundary conditions depend on the proposed assumption to investigate the structural and mechanical performance of (MSC1). The wind flow pressure illustrated previously in Table 4 is applied horizontally on a modular surface cross-section area in a negative (z-axis) direction; (MSC1) modular foundations and connections are simulated as fixed support, as shown in Figure 5.

3.2. Wind Flow Dynamic FEM Investigation

Wind flow dynamic behavior was investigated using the proposed innovative (MSC2) modular steel construction via ANSYS2021 R2 software. The assumed enclosure shape surrounds the modular steel construction (MSC2) with a dimension of 30 m in the positive (y-axis) direction and 20 m in both the negative and positive (z-axis) directions, illustrated in Figure 6. The 50 cm mesh element size utilized the physical Tera and Heza zone performance methods to provide a smooth transition and span angle center with a growth rate of 1.5 and a maximum of three element layers, as shown in Figure 7.

The program automatically times fluid flow steps. Modular steel construction (MSC2) boundary conditions are assumed based on those previously mentioned in Table 4. The wind flow velocity applied with horizontally inlet positive (z-axis) and outlet negative (z-axis) movement on the cross-section enclosure shape surface is illustrated in Figure 8.

4. Results

4.1. Displacement

Wind flow category displacement is illustrated in Figure 9; the average wind flow presented a lower overall displacement and the (MSC1) impact was located in an elastic deformation zone. Displacement increased significantly from tropical wind to the cyclone ^1st degree extreme load, and (MSC1) reached the plastic deformation zone. The suggested modular (MCS1) reached the peak deformation point under cyclone ^2nd degree. The modular failed under extreme wind load impact of cyclone ^3rd, cyclone ^4th, and cyclone ^5th degrees. The numerical investigation on (MSC1) presented the maximum displacement impact on the upper modular stories long beams of levels five and six. However, the minimum displacement impact acted on the end-edge of the modular steel construction (MSC1) where the shear wall was implemented; therefore, the modular shear walls will not affect the overall construction displacement on the modular end-edges.

The proposed modular steel construction (MSC1) displacement result is illustrated in Figure 10. The normal wind flow category showed a low displacement behavior on the control (MSC1) and the FEM results were 0.0013 m; however, the modular displacement increased to reach 0.0078 m for tropical depression airflow and 0.0278 m for a tropical storm. For cyclone ^1st, cyclone ^2nd, cyclone ^3rd, cyclone ^4th, and cyclone ^5th extreme airflow degrees stiffness results were 0.0478, 0.0651, 0.0931, 0.104, and 0.133 m, respectively. Compared with the control (MSC) module under normal airflow, the novel suggested modular can be constructed under extreme load cyclone ^1st and ^2nd degrees.

Modular columns are the main critical elements used to ensure the load transfer to the foundation; Figure 11 presents the displacement impact and the load path in modular steel construction (MSC1) columns. Column size could increase to provide high deformation resistance.

The numerical equations for the charts were based on data fitting for the suggested eight categories of wind loads subjected to the modular steel construction (MSC).

Table 5. MSC1 displacement formula under selected wind flow categories.

Wind Flow Categories	Chart Equation	R-Squared %
Normal	$∆=2\times {10}^{-5}\mathrm{F}-9\times {10}^{-5}$	94.7%
Tropical depression	$∆=0.0001\mathrm{F}-0.0004$	98.2%
Tropical storm	$∆=0.0004\mathrm{F}+0.0022$	98.3%
Cyclone 1st deg.	$∆=0.0007\mathrm{F}+0.0041$	97.5%
Cyclone 2nd deg.	$∆=0.0010\mathrm{F}+0.0050$	97.8%
Cyclone 3rd deg.	$∆=0.0014\mathrm{F}+0.0067$	97.9%
Cyclone 4th deg.	$∆=0.0015\mathrm{F}+0.0236$	88.5%
Cyclone 5th deg.	$∆=0.0019\mathrm{F}+0.0304$	86.7%

presents the relationship between the overall displacement and airflow forces, where (∆) is the overall steel modular construction (MSC1) displacement and (F) is the airflow force.

4.2. Stiffness

The suggested modular steel construction (MSC1) stiffness after applying the selected wind flow categories and stiffness results is presented in Figure 12. The stiffness performance of (MSC1) under the normal wind flow category showed an adequate stiffness behavior and the FEM results were 2779.6 N/m. However, the modular ultimate stiffness decreased to reach 476.6 N/m for tropical depression air flow, tropical storm. For cyclone ^1st, cyclone ^2nd, cyclone ^3rd, cyclone ^4th, and cyclone ^5th extreme airflow degree stiffness results were 133.9, 77.7, 57.7, 40.7, 35.6, and 27.9 N/m, respectively. Regarding the structural configuration method for the design, the two suggested modular steel constructions (MSC2) were designed to resist the normal wind pressure loading conditions previously mentioned in Section 2.2. Therefore, the control sample (MSC2 subjected to normal wind pressure loading) observed high stiffness performance.

The stiffness formulas of the suggested modular steel construction (MSC1) under the selected wind flow categories are presented in

Table 6. MSC1 stiffness formulas under selected wind flow categories.

Wind Flow Categories	Chart Equation	R-Squared %
Normal	$\mathrm{S}=-41.194\mathrm{F}+2173$	77.1%
Tropical depression	$\mathrm{S}=-7.0088\mathrm{F}+369.72$	77.1%
Tropical storm	$\mathrm{S}=-1.1443\mathrm{F}+60.362$	77.1%
Cyclone 1st deg.	$\mathrm{S}=-1.1443\mathrm{F}+60.362$	77.1%
Cyclone 2nd deg.	$\mathrm{S}=-0.8411\mathrm{F}+44.366$	77.1%
Cyclone 3rd deg.	$\mathrm{S}=-0.6\mathrm{F}+31.653$	77.1%
Cyclone 4th deg.	$\mathrm{S}=-0.5251\mathrm{F}+27.70$	77.1%
Cyclone 5th deg.	$\mathrm{S}=-0.4119\mathrm{F}+21.73$.	77.1%

where (S) is MSC1 modular system stiffness and (F) is the applied wind flow forces.

4.3. Drift Ratio

The suggested modular steel construction (MSC1) stories drift showing a sideways deflection of the higher floor relative to the sideways deflection of the lower floor. Figure 13 illustrates the relationship between the drift ratio and the height of the proposed modular system.

The drift ratio performance of the innovative modular steel construction system (MSC1) is compared with the existing PPVC modular systems presented in Figure 14. Lacey et al. [9,10] investigated a case study modular system under normal airflow loading circumstances; the case study modular system showed a low drift resistance compared to the proposed innovative (MSC1) modular system. Moreover, compared to Peng et al. [11] who developed a hybrid steel–concrete 12-story modular system under extreme wind load cyclone 4th degree, the results show that the suggested innovative inter-module system has a higher drift resistance under same cyclone fourth extreme airflow circumstance. Therefore, the proposed modular steel system (MSC1) can be adequately utilized in areas affected by extreme wind loadings.

Drift ratio formulas are presented in

Table 7. MSC1 modular system strain energy under selected wind flow categories.

Category	Chart Equation	R-Squared %
Normal	$\mathrm{H}=2476.8\mathrm{D}-1.4864$	92.1%
Tropical depression	$\mathrm{H}=155.05\mathrm{D}-3.7289$	92.1%
Tropical storm	$\mathrm{H}=53.869\mathrm{D}-4.4181$	92.1%
Cyclone 1st deg.	$\mathrm{H}=39.451\mathrm{D}-3.9557$	89.3%
Cyclone 2nd deg.	$\mathrm{H}=30.265\mathrm{D}-3.8791$	89.1%
Cyclone 3rd deg.	$\mathrm{H}=19.884\mathrm{D}-4.2251$	89.3%
Cyclone 4th deg.	$\mathrm{H}=17.425\mathrm{D}-4.0888$	89.8%
Cyclone 5th deg.	$\mathrm{H}=14.226\mathrm{D}-2.8754$	89.8%

, where (H) is the vertical height of the suggested modular steel construction (MSC1) and (D) is the story drift ratio of the modular system.

4.4. Strain Energy

Strain energy depends on the deformation results of the suggested modular steel construction (MSC1). Figure 15 presents the strain energy results of the proposed modular system under selected wind flow loading scenarios. Strain energy results for normal wind flow, tropical depression, tropical storm, cyclone ^1st degree, cyclone ^2nd degree, cyclone ^3rd degree, cyclone ^4th degree, and cyclone ^5th degree are 0.024, 0.843, 31.6, 85.2, 114.9, 150.2, and 243.9 mJ, respectively.

The strain energy of the suggested modular steel construction (MSC1) formulas is presented in

Table 8. MSC1 modular system strain energy under selected wind flow categories.

Category	Chart Equation	R-Squared %
Normal	$\mathrm{U}=0.0004\mathrm{F}-0.0034$	92.3%
Tropical depression	$\mathrm{U}=0.0140\mathrm{F}-0.1170$	92.3%
Tropical storm	$\mathrm{U}=0.1776\mathrm{F}-1.4797$	92.3%
Cyclone 1st deg.	$\mathrm{U}=0.5269\mathrm{F}-4.3911$	92.3%
Cyclone 2nd deg.	$\mathrm{U}=0.9754\mathrm{F}-8.1285$	92.3%
Cyclone 3rd deg.	$\mathrm{U}=1.9163\mathrm{F}-15.969$	92.3%
Cyclone 4th deg.	$\mathrm{U}=2.5023\mathrm{F}-20.853$	92.3%
Cyclone 5th deg.	$\mathrm{U}=4.0658\mathrm{F}-33.882$	92.3%

, where (U) is the MSC1 modular system strain energy and (F) is the applied selected wind flow load.

4.5. Wind Velocity

Wind velocity was investigated by surrounding the modular steel construction (MSC2) enclosure shape, as shown in Figure 16. The selected wind flow velocity and movements applied on the suggested modular cross-surface areas caused a downdraft attack, producing a high-speed effect with the modular system height. Then, a wake of large revolving downwind eddies increased by increasing the wind speed, causing a counter-current impact on the modular roof and ground-level sides.

The selected maximum wind flow velocity increased by increasing the inlet enclosure curve, as shown in Figure 17. The FEM investigation showed that the output wind velocity was higher at 31.5% compared to the Saffir–Simpson wind speed scale; therefore, the PPVC modular system design requires attention to the applied wind speed. The suggested study show that the wind speed safety factor is 1.5. Thus, the modular design system must consider that the safety factor should be multiplied by the Saffir–Simpson wind speed scale.

4.6. Dynamic Wind Flow Pressure

The dynamic pressure was investigated to understand the actual wind pressure behavior on the suggested modular steel construction (MSC2); Figure 18 illustrates the dynamic wind flow pressure of each selected wind loading circumstance. Dynamic wind flow pressure caused negative and positive wind pressure. However, the negative dynamic wind pressure causes high humidity that can cause steel corrosion. Therefore, steel modular construction systems require developed steel materials to prevent corrosion. Additionally, negative dynamic wind flow pressure increases the inner temperature of the modular steel system that requires innovative heat isolation materials utilized in modular steel systems. Moreover, high positive dynamic wind pressure causes a high deformation for the modular steel construction system. Therefore, high-rise modular steel construction under positive dynamic pressure requires high-deformation resistance techniques.

4.7. Turbulence Kinetic Energy (TKE)

The kinetic energy was investigated to understand the turbulence kinetic energy impact on the suggested modular steel construction (MSC2). Figure 19 presents the turbulent kinetic energy (TKE) of each selected wind flow loading applied horizontally in the cross-surface modular area. The results indicated that wind velocity vectors moved randomly when the wind loading changed from a tropical storm to a cyclone storm. This resulted in a significant increase in turbulence kinetic energy (TKE), as shown in Figure 19 (C).

Wind velocity, dynamic wind flow pressure, and turbulence kinetic energy are formulated as illustrated in

Table 9. MSC1 modular system wind velocity, dynamic wind flow pressure, and turbulence kinetic energy formulas.

Category	Wind Velocity		Dynamic Pressure		TKE
	Chart Equation	R-Squared %	Chart Equation	R-Squared %	Chart Equation	R-Squared %
Normal	$V=0.0844x+4.1429$	26.6%	$P=0.7339x+6.5955$	44.8%	$k=-0.0097x+0.3494$	23.4%
Tropical dep.	$V=0.2109x+10.207$	28.2%	$P=4.2722x+42.871$	46.4%	$k=-0.0483x+1.7611$	22.2%
Tropical storm	$V=0.3763x+19.827$	24.2%	$P=15.91x+162.940$	46.4%	$k=-0.1478x+6.4241$	10.6%
Cyclone 1st deg.	$V=0.5299x+25.126$	32.5%	$P=24.723x+283.56$	48.5%	$k=-0.2786x+9.6346$	27.4
Cyclone 2nd deg.	$V=0.6069x+28.743$	31.5%	$P=33.711x+367.62$	47.2%	$k=-0.3475x+12.377$	25.4%
Cyclone 3rd deg.	$V=0.7455x+34.714$	32.5%	$P=48.926x+527.38$	46.3%	$k=-0.5016x+18.011$	25.5%
Cyclone 4th deg.	$V=0.7912x+37.089$	32.6%	$P=55.757x+632.88$	48.1%	$k=-0.5859x+20.451$	20.7%
Cyclone 5th deg.	$V=0.885x+41.6210$	31.3%	$P=69.417x+738.36$	47.8%	$k=-0.7246x+25.728$	25.6%

, where (V) is the wind velocity in m/s, (P) is the dynamic wind pressure in Pa, (k) is the turbulence kinetic energy (TKE) in m²/s², and (x) is the horizontal distance of the enclosure shape in m.

According to the results shown in Table 9, the horizontal distance of the enclosure over the wind velocity, dynamic pressure, and turbulence kinetic energy relationships accounts for between 10.6% and 48.5%; the results show unpredictable, unique cause variations due to the random wind movements surrounding the modular construction (MSC2). As a result, further research is needed to explain the relationship between variations in the horizontal distance (x) and wind velocity (V), dynamic wind pressure (P), and turbulence kinetic energy (k).

5. Conclusions and Recommendations for Future Work

This article illustrates a numerical method for the structural performance and wind flow dynamics of an innovative modular steel structure (MSC) under various extreme wind actions. The modeling approach predicted the modular system’s structural response to extreme wind loads, which was validated by previous studies. The findings are described below.

(i) Eurocode 1 EN 1991-1-4 is applicable for the design of a mid-rise modular steel system under wind actions. However, future experimental investigation is required to study the actual structural behavior to develop modular design guidelines for mid/high-rise steel modular construction under extreme wind conditions.

(ii) Modular steel construction (MSC1) is applicable for the prevention of extreme wind load up to the cyclone ^2nd degree; modular sides show the lower displacement effect; internal modular long beams show a high displacement impact. An increase in internal module column size could enhance displacement resistance.

(iii) The suggested (MSC1) has adequate strain energy performance against selected wind flow loading; additionally, (MSC1) shows a high stiffness performance under extreme wind loads circumstances. In future, a modular-beam column-bolted longitudinal stiffener can be utilized to increase the ultimate modular stiffener performance.

(iv) The proposed MSC1 modular system shows a high drift resistance under extreme loading conditions compared to the previous studies. However, the story drift ratio increases by increasing modular high. Therefore, high-rise modular steel construction requires more future investigation to study the impact of the extreme wind actions on the modular story drift ratio.

(v) The actual wind velocity surrounding modular steel construction (MSC2) was higher at 31.5% compared to the input wind velocity conducted using the Saffir–Simpson wind speed scale. This study suggested that the wind speed safety factor is 1.5 of the applied wind actions.

(vi) Dynamic wind flow pressure causes a negative wind pressure to lower (MSC2) modular system stories and a high positive wind pressure to upper (MCS2) modular system stories. Furthermore, turbulence kinetic energy (TKE) increases by increasing extreme wind flow velocity. It is suggested that the dynamic wind flow behavior should be established from the numerical model. However, dynamic wind flow behavior empirical formulas require future investigation to understand the wind movements that surround the modular construction systems.

This topic has progressively become part of the researcher’s efforts to develop PPVC modular system models and investigate extreme wind load’s impact. Overall, it can be said that the results of the numerical simulations clearly show that the suggested model can be used in PPVC modular system studies and promote further development of structural behavior, extreme wind load impact analysis, dynamic wind flow behavior, and the development of their design. There are also further research opportunities such as experimental investigations (e.g., seismic performance and failure mode analysis) or simplified parametric methods (e.g., the effect of module column size on overall modular system structure performance subjected to extreme wind loads).